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Permit D15-0017 - MUSEUM OF FLIGHT - AIRPARK FOUNDATIONS
MUSEUM OF FLIGHT - FOUNDATIONS 9303 E MARGINAL WAY S D15-0017 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 •' Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 5729800020 Permit Number: D15-0017 Address: 9303 E MARGINAL WAYS Issue Date: 4/27/2015 Permit Expires On: 10/24/2015 Project Name: MUSEUM OF FLIGHT- FOUNDATIONS Owner: Name: MUSEUM OF FLIGHT FOUNDATION Address: 9404 E MARGINAL WAY S , SEATTLE, WA, 98108 Contact Person: Name: NATHAN MESSMER Address: 110 UNION ST STE 300, SEATTLE, WA, 98101 Contractor: Name: SELLEN CONSTR CO INC Address: 227 WESTLAKE AVE N , SEATTLE, WA, 98109-0970 License No: SELLEC*372N0 Lender: Name: MUSEUM OF FLIGHT FOUNDATION Address: 9404 E MARGINAL WAYS, SEATTLE, WA, 98108 DESCRIPTION OF WORK: FOUNDATIONS ONLY FOR NEW STEEL ROOF BUILDING BUILDING UNDER D15-0018 Phone: (206) 973-1695 Phone: (206) 682-7770 Expiration Date: 6/1/2015 Project Valuation: $4,143,469.00 Fees Collected: $44,761.14 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: IB Occupancy per IBC: A-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: ChanneIization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No c Permit Center Authorized Signature: Date: ' A— S— I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Ajaw�:�' Signature: Date: ! S Print Name: W �' & This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: 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 in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 11: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 12: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 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 Permit Center. 16: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 17: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0201 FOOTING 0101 PRE -CONSTRUCTION 4037 SI-CAST- I N- PLACE 4000 SI-CONCRETE CONST 4036 SI-DRIVEN DEEP FOUND 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4026 SI-STRUCT STEEL 4004 SI-WELDING . r1l CITY OF TUICWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hllp://www.TukwilaWA.gov Building Permit No. [,S — DO (7 Project No. Date Application Accepted: Date Application Expires: or office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION 630 King Co Assessor's Tax No.: 5730000010, 5729800010 Site Address: -9221,:�East Marginal Way South Tenant Name: The Museum of Flight PROPERTY OWNER Name: The Museum of Flight Address: 9404 East Marginal Way South City: Seattle State: WA Zip: 98108 CONTACT PERSON — person receiving all project communication Name: Nathan Messmer Address: 110 Union Street, Suite 300 City: Seattle State: WA Zip: 98101 Phone: (206) 973-1695 Fax: (206) 973-1701 Email: nmessmer@srgpartnership.com GENERAL CONTRACTOR INFORMATION Company Name: Sellen Construction Company Address: 227 Westlake Avenue North City: Seattle State: WA Zip: 98109 Phone: (206) 682-7770 Fax: (206) 623-5206 Contr Reg No.: SELLEC*372N0 Exp Date: 06/01/2015 Tukwila Business License No.: 8US . 0 996OZ 2 Suite Number: Floor: New Tenant: ❑ .....Yes ®..No ARCHITECT OF RECORD Company Name: SRG Partnership, Inc. Architect Name: Richard Zieve Address: 110 Union Street, Suite 300 City: Seattle State: WA Zip: 98101 Phone: (206) 973-1700 Fax: (206) 973-1701 Email: rzieve@srgpartnership.com ENGINEER OF RECORD Company Name: Magnusson Klemencic Associates Engineer Name: Greg Briggs Address: 1301 5th Avenue, #3200 City: Seattle State: WA zip: 98101 Phone: (206) 215-8368 Fax: (206) 292-1201 Email: gbriggs@mka.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 1.9.27.095) Name: The Museum of Flight Address: 9404 East Marginal Way South City: Seattle State: WA Zip: 98108 H:\Applications\Formt-Applications On Linc\201 I ApplicationsTertnit Application Revised - 8-9-1 Ldocx Revised: August 2011 Pagel of 4 bb BUILDING PERMIT INF0RMATI0Il-_A6-431-3670 Valuation of Project (contractor's bid price): $ 4,143,469 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Construction of a new steel roof structure at the Museum of Flight's west campus to protect and exhibit large and small aircraft. Will there be new rack storage? ❑..... Yes W.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor 134,724 IB A3 2 nd Floor P Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 109 Compact: 0 Handicap: 5 Will there be a change in use? El ....... Yes ....... No If "yes", explain: FIRE PROTECTIONIHAZARDOUS MATERIALS: ❑ ....... Sprinklers ❑ ....... Automatic Fire Alarm ® .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes 91 .......No If ` yes , attach list of materials and storage locations on a separate 8-112 " x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ .......On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Fonnt-Applications On Line\2011 ApplicationsTermit Application Revised - 8-9-11.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFOf,- ATION - 206-433-0179 U Scope of Work (please provide detailed information): *Submitted separately* Work includes demolition of existing pavement and utilities, relocated sanitary sewer line, new and relocated fire service, new storm drain infrastructure, improved public sidewalk, landscaping, and replaced asphalt and concrete paving. Water District ® ...Tukwila ❑ ...Water Availability Provided Sewer District ® ...Tukwila ❑ ...Sewer Use Certificate Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑ ... Water District #125 ❑ .. Highline ❑... Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton E1.. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which applvl: *Technical Information Report submitted with Public Works Permit* ® ...Civil Plans (Maximum Paper Size — 22" x 3411) ® ...Technical Information Report (Storm Drainage) ®.. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Pronosed Activities (mark boxes that auulv): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ® ...Construction/Excavation/Fill - Right-of-way JZ Non Right-of-way JZ ® ...Total Cut 19,158 cubic yards ® ...Total Fill 12,963 cubic yards ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ® ...Cap or Remove Utilities ❑ .. Curb Cut ® ...Frontage Improvements ®.. Pavement Cut ❑ ...Traffic Control ®.. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size............ " ❑ ...Sewer Main Extension.............Public ❑ ❑ ...Water Main Extension.............Public ❑ WO #. WO# WO #_ Private Private ❑ .. Grease Interceptor ❑ .. Channelization ® .. Trench Excavation ® .. Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line 8", 10" Number of Public Fire Hydrant(s) 5 ® ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: The Museum of Flight Day Telephone: (206) 764-5720 Mailing Address: 9404 East Marginal Way South Seattle WA 98108 City State Zip Water Meter Refund/Billing: Name: The Museum of Flight Mailing Address: 9404 East Marginal Way South Day Telephone: (206) 764-5720 Seattle City WA 98108 State zip H:Vtpplications\Fom Applications On Line\2011 ApplicationsTertnit Application Revised - 8-9-1l.docx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signature: Print Name: Nathan Messmer Mailing Address: 110 Union Street, Suite 300 Date: Day Telephone: (206) 973-1695 Seattle City WA 98101 State Zip H:Wpplications\Fo=-Applications On Line\2011 ApplicationsTemit Application Revised - 8-9-1 l.docx Revised: August 2011 Page 4 of 4 bb DESCRIPTIONS• PermitTRAK QUANTITY PAID $24,385.55 D15-0017 Address: 9303 E MARGINAL WAY S Apn: 5729800020 $24,385.55 DEVELOPMENT $23,224.55 PERMIT FEE R000.322.100.00.00 0.00 $23,220.05 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $1,161.00 TECHNOLOGY FEE TOTAL' .4 R000.322.900.04.00 0.00 $1,161.00 Date Paid: Monday, April 27, 2015 Paid By: MUSEUM OF FLIGHT Pay Method: CHECK 82032 Printed: Monday, April 27, 2015 3:46 PM 1 of 1 ' R?WSY57EM5 Date Paid: Monday, January 26, 2015 Paid By: MUSEUM OF FLIGHT Pay Method: CHECK 80697 Printed: Monday, January 26, 2015 4:14 PM 1 of 1 SYSTEMS INSPECTION RECORD 6.) Retain a copy with permit bf1_� 7 SPELT N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �� Pr ' cis 0'^"l �Ofn Typofpection(:c ' A res 30 3 t---q Date Cal . J6 Special Instructions: Date Vte a.m. p.m. - Requester: Phone No: Inspector: Date: _z� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. 2 INSPECTION RECORD 7 Wt EPEECTION Retain a copy with permit ' N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: r dt Md14 Type of Inspection: 'ir Vd-(ress: ��jj 6 �f I D H- S Date Cal . Special Instructions: �'v l Date Wanted: � r� a.m. j p.m. Requester: Phone No: IInspector: kl—"� IuaEe: '�--,/L`1t1, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 455--:N 0 INSPECTION RECORD 0 Retain a copy with permit ��� 0(77 I TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr Ject: r- Pa.r Type of Inspection:. < rr j GrJ Address: 1,7 N� DatCalled: Special Instructions: a Date Want ,�� a.m. t p.m. Requ ster: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: r ® f-I 5tztL REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project: A l�a.r Type of Inspecti n: Co V fra6 Sr Address: 3® 3 1E Aau-v &R ( Date Called: 50, Special Instructions: Date Wanted: _ a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: - eeaia rr Insnector: IDater i`7 m� ❑ REINSPtCTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 15, (1-f % IMSPrCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: f-c ,�•` e Do(/n �� Type of Insp cteon: C vL Address: �A I"` Date Called: d, Special Instructions: V ARequester: Date Wanted: a.m. 7 — —(j P.M. Phone No: Inspector: Date: 7 7 ` / r. — /J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. iA INSPECTION RECORD d-7/ Retain a copy with permit IkZVrION No. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd— #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: r e e r GC.. Type of specti& Address: V Date Called: Speciallnstructions: Date anted: a.m. bp--3 © p.m. Requester: Phone No: Approved per applicable codes.El Corrections required prior to approval. LJAJ IInspector: r . IDat6 -30 r J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IB1 INSPECTION RECORD V9 Retain a copy with permit W" w INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pror'cts' Type f Inspe tpn:j��'�&go C>6 14 Ajjdress: c� Dat'Called: Special Instructions: I Date Wanted: J a.m. & !� I� p.m. Req ster: `� Phone No: Inspector: Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r INSPECTION RECORD od( 04-) Retain a copy with permit li(� % INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: o Type. f In Gtion: Ad ess: 303 C� Date Called: Special Instructions: Date///Wanted: _ a.m. b ` (� p.m. Phone No: Approved per applicable codes. Q Corrections required prior to approval. " paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. In INSPECTION RECORD Retain a copy with permit 7 NO. IN C PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 436-9350 Pr ect: K T Ty fins t � rq( *e s^. re, Ons Called: or Specl ructions. I ILA Date Wante f a.m. pm. Requester: PO�g) o: P 1: r; 7 e �� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Retain RECORD Retain a copy with permit 16t-Y-06( ::71 MVECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro,j,e5t - - A/ V Type speftion: gorf PX-01 Aqdress- or) 0 Date Called - e Special Instructions. Date Wanied. S r da p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcent.er Blvd.. Suite 100. Catt to schedule reinspection, F�2M ca INSPECTION RECORD (y-- Retain a copy with permit F I�Wfrc-Tfrog"NO' PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projew. t 1'h L r(UrK Type of,Ens ec joq- PreA ss^ eC,,6,tdf;W ( w Date Called: Special instructions: I a.m. P.M. Retidester: 0 Approved per applicable codes. 1:1 Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. 764 INSPECTION RECORD to Retain a copy with permit FPt INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ,A al 0 f0— 60&'J Type ol Inspection, 0?(0 -- Xddress: WQ I V�o ate Called: —ecial instructions Kp Date W e ' ,T� I a,m. p.m. Requester'. Phone No: -�TApprovecl per applicable codes. El Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl to schedule reinspection. MAYES TESTING ENGINEERS, INC. February 24, 2016 City of Tukwila Building Department 6200 South Ce: `er Blvd Tukvv-ra, WA 98188-8188 Attention: Building Official Re: Museum of Flight Aviation Pavilion Final Letter 9404 East Marginal Way South Permit No. D15-0017 Tukwila, WA Project No. L15190 Seaf leOfice 20225 Cedar Valey Road &Ae 110 Ly ymood, WA 98M6 ph425.7429360 fox425.745.1737 TacomaOfTice 10029 S. Tammway Suit E-2 Tamnlad WA98499 ph 253.584.3720 fax253.584.3707 PbrdwidOf ce 7911 NE33rd DrKe WL.190 Portland, OR 97211 ph 503.281.7515 fax503281.7579 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: • Structural Steel Erection • Structural Steel Fabrication • Reinforced Concrete • Proprietary Anchors 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. Michael J. Mayes, P.E. President RECEWED CITY OF TUKWILA MAY 0 2 2016 PERMIT CENTER ReidrAiddleton April 15, 2015 File No. 262015.005/00202 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review— Final Foundation Submittal The Museum of Flight — Foundations (D15-0017) Dear Mr. Hight: 4�/ We reviewed the proposed project for compliance with the structural provisions of the 1r\1 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments relating to the foundation submittal, the comments below do not require a response from the permit applicant. Revised structural sheets were submitted in response to our initial plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. Note that revised structural sheets were submitted for all of the original structural sheets. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Concrete mix designs. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Geo Engineers, dated November 17, 2014. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. 3. Construction dewatering, where applicable. 4. Installation of steel piles. See also IBC Section 1705.7 and Structural Special Inspection below. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila April 15, 2014 File No. 262014.005/00202 Page 2 5. Verification of steel pile capacities. See also IBC Section 1705.7. 6. Placement of structural fill and soil compaction at the slab -on -grade floors. 7. Verification of soil -bearing capacity. 8. Installation of foundation subsurface drainage system. 9. Placement and compaction of backfill at pile caps and grade beams. Structural special inspections. Special inspections by qualified special inspectors should be provided. We assume the prefabricated steel structure and steel buckling - restrained braces, will be fabricated by registered and approved fabricators. The following is a summary: 1. Installation of steel piles: continuous. See also IBC Section 1705.7, Geotechnical Special Inspection above. 2. Concrete placement at concrete construction, including concrete pile caps, grade beams and slabs on grade: continuous. See also IBC Section 1705.3and Structural Test below. 3. Reinforcement at concrete construction, including concrete pile caps, grade beams and slabs on grade: periodic. See also IBC Section 1705.3. 4. Welding of concrete reinforcement other than at the seismic force -resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3 and Item 2.b.4 of IBC Table 1705.2.2. 5. Welding of concrete reinforcement at the seismic force -resisting system: continuous. See also Item 2 of IBC Table 1705.3 and Item 2.b.2 of IBC Table 1705.2.2. 6. Installation of steel anchor bolts/rods in concrete: periodic. See also IBC Sections 1705.3 and 1705.11. 7. Installation of headed studs in concrete: continuous. See also IBC Section 1705.1.1. 8. Installation of concrete expansion, adhesive and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. 9. Adhesive installation of concrete reinforcement, where applicable: continuous. See also IBC Section 1705.1.1. 10. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5, and Structural Submittal below. 11. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila April 15, 2014 File No. 262014.005/00202 Page 3 12. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5, 1705.2, and AISC 360-10 Section N5. 13. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch): continuous. See also IBC Sections 1704.2.5 and 1705.2. 14. Installation of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2, and Structural Submittal below. 15. On -site welding of structural steel at prefabricated steel structure for single - pass fillet welds (maximum 5/16-inch): periodic. See also IBC Section 1705.2. 16. On -site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16-inch): continuous. See also IBC Section 1705.2. 17. On -site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. See also Item 5.a.6 of IBC Table 1705.2. 18. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. 19. High -strength bolting of structural steel members, slip -critical, where applicable: continuous. See also IBC Section 1705.2, Section N5.6 of AISC 360-10, and RCSC Section 9.3. 20. Installation and fastening of prefabricated open -web steel joists and joist girders: periodic. See also IBC Sections 1704.2.5 and 1705.2, and Structural Submittal below. 21. Installation of prefabricated steel buckling -restrained braces: periodic. See also IBC Sections 1704.2.5 and 1705.1.1, and Structural Submittal below. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete, including concrete pile caps, grade beams and slabs on grade for specified compressive strength, f,', air content and slump. See IBC Sections 1705.3, 1901.2, ACI 318 Section 5.6. 2. Pile Dynamic Load Testing results. Structural submittals. Reports, certificates and other documents related to structural special inspections and tests should be submitted by the contractor, owner or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. The following is a summary: Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila April 15, 2014 File No. 262014.005/00202 Page 4 1. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in special reinforced concrete shear walls, where applicable. See also IBC Sections 1705.12.1 and 1901.2, and Section 21.1.5.2 of ACI 318-11. 2. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS D1.4-98. 3. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. 4. Submittal of certificates of compliance from the fabricators of prefabricated open -web steel joists and joist girders at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.2 and 2207.5. 5. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. 6. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at minus 20 degrees-F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees-F as determined by Section A3.4a. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.2.2 and 4.1.1.3 of AWS D1.1-08. 7. Submittal of test reports from the manufacturers verifying that W-shaped structural steel members with flange thicknesses of 1-1/2 inches or greater that are specified as elements of the seismic force -resisting system have a minimum Charpy V-notch toughness of 20 ft-lbf at 70 degrees-F tested in accordance with ASTM A 673 using specimens taken from the alternate core location. See also IBC Section 2205.2.2, Sections 2 and 6.3 of AISC 341- 05, Section A2 of AISC 360-05, and Sections 1.8 (Supplementary Requirement S30) and 14.1 of ASTM A6-04a. 8. Submittal of test reports from the manufacturers verifying that structural steel plates of 2 inches in thickness or greater that are specified as elements of the seismic force -resisting system have a minimum Charpy V-notch toughness of 20 ft-lbf at 70 degrees-F tested in accordance with ASTM A 673. See also IBC Section 2205.2.2, Sections 2 and 6.3 of AISC 341-05, Section A2 of AISC 360-05, and Sections 1.8 (Supplementary Requirement S5) and 14.1 of ASTM A6-04a. ReidMiddle Mr. Jerry Hight, Building Official City of Tukwila April 15, 2014 File No. 262014.005/00202 Page 5 9. Submittal of certificates of compliance from the fabricators of prefabricated steel buckling -restrained braces at the completion of fabrication. See also IBC Section 1704.2.5.2. 10. Submittal of certificates of compliance from the fabricators of prefabricated open web steel joists and joist girders at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.2. The section of the structural notes on structural observation, Sheet 5003, specifies structural observation by the structural engineer. Enclosed are the foundation drawings, the geotechnical report, project specifications and structural calculations will be returned to the City of Tukwila at the completion of the superstructure review. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin Hammer, P.E., S.E. Senior Engineer cc: Nathan Messmer, SRG Partnership, Inc. (by e-mail) King Chin, GeoEngineers (by e-mail) Derek Beaman, Magnusson Klemencic Associates (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by surface and e-mail) is\plan review\tukwila\l5\t002r2.doc\cmh ReidMiddleton MAYES TESTING ENGINEERS, INC. = AW Road Sule 110 Project No. L15190 LTr mood,WA98036 ph425.7429360 Project Museum of Flight Aviation Pavilion fax425.745.1737 Address 9404 East Marginal Way South, Tukwila, WA TacormOfte Permit No. D15-0017 10029S.TaoomaWay Bldg Dept. City of Tukwila &AeE-2 Tacoma, WA98499 ph 253.584.3720 Client Museum of Flight fax253.584.3707 Engineer Magnusson Klemencic Associates Po►aa Ofte Architect SRG 7911NEndDrNe Contractor Sellen Construction Co., Inc. SUL190 Portland, OR 97211 ph 503.281.7515 fox503281.7579 Record No. 006 Date 04/27/15 Weather Clear Inspection Visual and ultrasonic testing Sample(s) N/A Onsite for visual inspection of partial penetration welds on pile caps and visual and ultrasonic testing of (12) CJP welds of 16" pile splices. Piles 26-37 (S/201). Inspector to witness both fit - up and final inspection. Inspector also attended onsite morning safety meeting and calisthenics. All welds tested in accordance with AWS D1.1 Table 6.2. Weld found to be acceptable. Please see attached Ultrasonic Examination Report for further information. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Tim York Reviewed By: Robert Gardner Senior Project Manager RECEIVED CITY OF TUKWILA APR 3 0 2015 PERMIT CENTER Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc. Page 1 of 1 L MAYES TEsnNG ENGINEERS, INC. 20225 Cedar Valley Road, Suite P 425.742.9360 110 Lynnwood, WA 98036 F 425.745.1737 10029 S. Tacoma Way, Suite P 253.584.3720 E-2 Tacoma, WA 98499 F 253.584.3707 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 P 503.281.7515 F 503.281.7579 Page 1 of 1 Ultrasonic Examination Report Project No.: L15190 Date: 04/27/15 Project: Museum of Flight Specification: AWS D1.1 Weld Process: O SMAW O FCAW O GMAW O SAW UT Equipment: Long. Transducer: Shear Transducer: Calibration Block: IIW Q DSC Model USM Gopls Freq.: 2.25 Freq.: 2.25MHZ Serial No. GOPLS13100050 Size: 1" Size: 6.25 X 6.25 Other: Location Weld 7 Z O Q 3 7S c Decibels ntinuity 13. w m Remarks en O 5 'O C a m m m m b m O m a c m c io = cOt d Sound Path Length Depth Distance X Y PL 26 CJP 70 54 X Splice PL 27 CJP 70 54 X Splice PL 28 CJP 70 54 X Splice PL 29 CJP 70 54 X Splice PL 30 CJP 70 54 X Splice PL 31 CJP 70 54 X Splice PL 32 CJP 70 54 X Splice PL 33 CJP 70 54 X Splice PL 34 CJP 70 54 X Splice PL 35 CJP 70 54 X Splice PL 36 CJP 70 54 X Splice PL 37 CJP 70 54 X Splice RECEIVE. CITY OF TW I 71-T I I I I I I I I APR 3 0 2 Inspector: Tim York Level: u PERMIT CENTER MTE 1521-2C, Rev 2, 8/01/14 MAYFS TESTING ENGINEERS, INC. 5Oad�arValey Road Suite 110 Project No. L15190 Lyymood, WA98036 p,425.742.9360 Project Museum of Flight Aviation Pavilion fax425.745.1737 Address 9404 East Marginal Way South, Tukwila, WA Tacoma Permit No. D15-0017 10029S.TambmaWay Bldg Dept. City of Tukwila SudeE-2 Taomia, WA98499 pi 253.584.3720 Client Museum of Flight fax253.584.3707 Engineer Magnusson Klemencic Associates Padwdofoe Architect SRG 7911NE33rdDme Contractor Sellen Construction Co., Inc. Suke190 Portland, OR 97211 ph 503.281.7515 fax503281.7579 Record No. 005 Date 04/24/15 Weather Cloudy Inspection Ultrasonic testing Sample(s) N/A Onsite for continuous welding inspection and ultrasonic testing of pipe pile complete penetration splice welds. Pipe piles were 16" diameter x .500 wall thickness with a single splice. Ultrasonically tested complete penetration welds for conformance with the plans and AWS D1.1- 2010. See attached Ultrasonic Examination Report for pile numbers, weld ID's and results. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Jim Kay Reviewed By:. Robert Gardner Senior Project Manager RECEIVED CITY OF 1"tJKWILA APR 3 0 2 '�J PERMIT CENTER Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc. Page 1 of 1 MAYES TEsTING ENGINEERs, ma Page 1 of 1 20225 Cedar Valley Road, Suite P 425.742.9360 110 Lynnwood, WA 98036 F 425.745.1737 10029 S. Tacoma Way, Suite E-2 P 253.584.3720 Tacoma, WA 98499 F 253.584.3707 7911 NE 33rd Drive, Suite 190 P 503.281.7515 Portland, OR 97211 F 503.281.7579 Specification: AW UT Equipment: Model USM GO Serial No. USMG012025230 Ultrasonic Examination Report Project No. L15190 Date: 04/24/15 Project Museum of Flight Aviation Pavilion D1.1-2010 Weld Process: ❑ SMAW ❑� FCAW ❑ GMAW ❑ sAw Transducer: Method: Calibration Block: Freq.: 2.25 mhz El Long El Shear ElIIW ODSC Size: .75" x .75" Other: Other: .:, Distance RECEIVED Inspector: Jim R Kay Level: MTE Level II & ASNT Level III MTE 1521-2C, Rev 1, 9/16/09 MAYES TESTING ENGINEERS, INC. 2Vag, _. T Road Sule 110 Project No. L15190 Ly rmood, WA98036 ph425.7429360 Project Museum of Flight Aviation Pavilion fax425.745.1737 Address 9404 East Marginal Way South, Tukwila, WA Tacomapfte Permit No. D15-0017 10029S.Taconoway Bldg Dept. City of Tukwila SuleE-2 Tacoma, WA 98499 ph 253.584.3720 Client Museum of Flight fax253.584.3707 Engineer Magnusson Klemencic Associates PadwdOfte Architect SRG 7911NE33rdDrKe Contractor Sellen Construction Co., Inc. Suke190 Portland, OR 97211 ph 503.281.7515 fax 5W281.7M Record No. 004 Date 04/24/15 Weather Clear Inspection Visual and ultrasonic testing Sample(s) N/A Onsite for visual inspection of partial penetration welds on pile caps, and visual and ultrasonic testing of (2) CJP welds for 16" pile splice (S/201). Inspector to witness both fit -up and final inspection. All welds tested in accordance with AWS D1.1 Table 6.2. Welds found to be acceptable. Please see attached Ultrasonic Examination Report for further information. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Tim York Reviewed By: Robert Gardner Senior Project Manager RECEIVED CITY OF TUKWILA APR 3 0 2,05 PERMIT CENTER Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc. Page 1 of 1 l� MAYES TESTING ENGINEERS, INC. 20225 Cedar Valley Road, Suite P 425.742.9360 110 Lynnwood, WA 98036 F 425.745.1737 10029 S. Tacoma Way, Suite P 253.584.3720 E-2 Tacoma, WA 98499 F 253.584.3707 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 P 503.281.7515 F 503.281.7579 Page 1 of 1 Ultrasonic Examination Report Project No.: L15190 Date: 04/24/15 Project: Museum of Flight Specification: AWS D1.1 UT Equipment: Long. Transducer: Model USM Gopls Freq.: 2.25 Serial No. GOPLS13100050 Size: V Weld Process: O SMAW OO FCAW O GMAW O SAW Shear Transducer: Calibration Block: 0 IIW O DSC Freq.: 2.25MHZ Size: 6.25 X 6.25 Other: Discontinuity Distance MMEMENEEMMME MMEMENEEMMMEMIN MMENEEMEMMMEMNE MWEENNEEMMMEMEN MWEENNEEMMMEMEN MMENEENEMMMEMEN MWEENNEEMMMEMEN MWEENNEEMMMEMEN MWEENNEEMMMEMEN ��■iiiiii�iiiii ... � - ; Inspector: Tim York Level: PERMIT CENTER n MTE 1521-2C, Rev 2, 8/01114 PWR MAYES TESTING ENGINEERS, INC. � albt — Road Sate 110 L"mood, WAMM Project No. L15190 ph425.742.9" Project Museum of Flight Aviation Pavilion fax425.745.1737 Address 9404 East Marginal Way South, Tukwila, WA Taommofte Permit No. D15-0017 10029S.Taoanaway Bldg Dept. City of Tukwila SuleE-2 Tacana, WA98k% ph 253.%4.3720 Client Museum of Flight fax253.W.3707 Engineer Magnusson Klemencic Associates Palb►aroma Architect SRG 7911NE33rdDKKe Contractor Sellen Construction Co., Inc. St%190 Portland, OR 97211 ph 503.281.7515 fax 503281.7579 Record No. 003 Date 04/23/15 Weather Clear Inspection Visual and ultrasonic testing Sample(s) N/A Onsite for visual inspection of partial penetration welds on pile caps, and visual and ultrasonic testing of (9) CJP welds of 16" pile splice (S/201). Inspector to witness both fit -up and final inspection. Welds tested in accordance with AWS D1.1 Table 6.2. Welds found to be acceptable. Please see attached Ultrasonic Examination Report for further information. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Tim York Reviewed By: Robert Gardner Senior Project Manager RECEIVED CETY OF TUKWILA APR 3 0 2"`J PERMIT CENTER Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc. Page 1 of 1 MAYES TESTING ENGINEERS, INC. 20225 Cedar Valley Road, Suite P 425.742.9360 110 Lynnwood, WA 98036 F 425.745.1737 10029 S. Tacoma Way, Suite P 253.584.3720 E-2 Tacoma, WA 98499 F 253.584.3707 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 P 503.281.7515 F 503.281.7579 Page 1 of 1 Ultrasonic Examination Report Project No.: L15190 Date: 04/23/15 Project: Museum of Flight Aviation Pavilion Specification: AWS D1.1 UT Equipment: Long. Transducer: Model USM Gopls Freq.: 2.25 Serial No. GOPLS13100050 Size: 1" Weld Process: O SMAW OO FCAW O GMAW O SAW Shear Transducer: Calibration Block: OO IIW O DSC Freq.: 2.25 MHZ Size: 6.25 X 6.25 Other: Location Weld 4) 7 Z _ O c m Q 0 3 c P Decibels Discontinuity 0 m Remarks m ro O « 16 ;Ei a > J m c m b m m O « a c Im c Q' C 2 u d Sound Path Length Depth Distance X Y PL 7 CJP 70 54 X Splice PL 8 70 54 X Splice PL 9 70 54 X Splice PL 10 70 54 X Splice PL 11 70 54 X Splice PL 12 70 54 X Splice PL 13 70 54 X Splice PL 14 70 54 X Splice PL 15. 70 54 X Splice RECEIVE R 3 0 3C, f. Inspector: Tim York Level: II PERMIT CENTER MTE 1521-2C, Rev2, 8/01/14 �. RtviE - V CODE COMPLIANCE - FZLE COPY APPROVED APR 1 e mica `Eng�neaing Services - Museum of Fli ht Cove��,MED City of TeUk0ashi gtqjTY OF TUKWILA BUiLDINConiVISION JAN 2 6 2015 Museum of Flight PERMiT CENTER November 17, 2014 Do a� 0000 �� Geotechnical Engineering Services Museum of Flight Covered Airpark Tukwila, Washington for Museum of Flight November 17, 2014 REVFEWED FOR CODE COMPLIANCE APPROVED APR 16 2015 M Cidy of Tukwila BUILDING DIVISION GEOENGINEER� 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 p(5-0011 RECEIVED CITY OF TUKW!LA JAN 2 6 2015 PERMIT CENTER Geotechnical Engineering Services Museum of Flight Covered Airpark Tukwila, Washington File No. 8039-010-00 November 17, 2014 Prepared for: Museum of Flight 9404 East Marginal Way Seattle, Washington 98108 Attention: Laurie Haag Prepared by: GeoEngineers, Inc. 8410154th Avenue NE Redmond, Washington 98052 425861.6000 �2/ vcGt�u Nancy L Tochko, PE Senior GeftchnidL"neer Bo Pri NLT:IJM:KHC:nid Principal Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, tent, 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® 2014 byGeoEngineers, Inc. All rights reserved. GWENGINEERS� Table of Contents INTRODUCTION............................................................................................................................................. I PROJECTDESCRIPTION............................................................................................................................... I PREVIOUSSTUDIES......................................................................................................................................2 FIELD EXPLORATIONS AND LABORATORY TESTING.................................................................................2 FieldExplorations...................................................................................................................................2 LaboratoryTesting................................................................................................................................. 2 SITECONDITIONS......................................................................................................................................... 2 Settingand Site History ......................................................................................................................... 2 SiteGeology ........................................................................................................................................... 3 SurfaceConditions.................................................................................................................................3 SubsurfaceConditions..........................................................................................................................4 SoilConditions................................................................................................................................4 Groundwater Conditions.................................................................................................................4 CONCLUSIONS AND RECOMMENDATIONS................................................................................................4 General................................................................................................................................................... 4 EarthquakeEngineering........................................................................................................................ 6 RegionalSeismicity......................................................................................................................... 6 SiteResponse................................................................................................................................. 6 Liquefaction..................................................................................................................................... 7 LateralSpreading............................................................................................................................ 7 SurfaceFault Rupture.....................................................................................................................8 BuildingSupport.................................................................................................................................... 8 General............................................................................................................................................ 8 PileRecommendations...................................................................................................................8 PileSettlement..............................................................................................................................11 PileDrivability Analysis.................................................................................................................11 PileLoad Testing...........................................................................................................................12 Construction Considerations........................................................................................................12 Foundation Support with Ground Improvement................................................................................13 General..........................................................................................................................................13 PreliminaryDesign Criteria...........................................................................................................13 Allowable Bearing Pressure..........................................................................................................14 LateralResistance........................................................................................................................14 SpecialInspection.........................................................................................................................14 FloorSlab Support...............................................................................................................................14 SubgradePreparation...................................................................................................................15 DesignParameters.......................................................................................................................15 Additional Slab Considerations Under Large Plane Loads................................................................15 DrainageConsiderations.....................................................................................................................16 FoundationDrain..........................................................................................................................16 UnderslabDrain............................................................................................................................16 Earthworkand Structural Fill...............................................................................................................17 Excavation Considerations...........................................................................................................17 GWENGINEERS� November17,20141 Page File No. SMM10-00 Table of Contents (continued) TemporaryCut Slopes...................................................................................................................17 SubgradePreparation...................................................................................................................18 StructuralFill.................................................................................................................................18 Erosion and Sedimentation Control.............................................................................................20 UtilityConsiderations...........................................................................................................................20 Shoring..........................................................................................................................................20 Dewatering....................................................................................................................................21 PipeBedding.................................................................................................................................21 TrenchBackfill...............................................................................................................................22 Pavement Recommendations.............................................................................................................22 SubgradePreparation...................................................................................................................22 AsphaltPavement.........................................................................................................................22 Portland Cement Concrete Pavement.........................................................................................23 LIMITATIONS...............................................................................................................................................23 REFERENCES..............................................................................................................................................24 LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Cross Section A -A' Figure 4. Cross Section B-B' Figure 5. Lateral Soil Pressure Against Piles from Lateral Spreading Figures 6 through 23. Lateral Pile Analysis APPENDICES Appendix A. Field Explorations Figure A-1 - Key to Exploration Logs Figures A-2 through A-6 - Log of Borings Figures A-7 through A-9 - Log of CPTs Figures A-10 and A-11 - Log of CPT Seismic Results Appendix B. Laboratory Testing Figures B-1 and B-2 - Sieve Analysis Results Figure B-3 - Atterberg Limits Test Results Appendix C. Previous Studies Appendix D. Site Specific Seismic Response Analysis Figure D-1 - 2,475-yr, Scaled Rock Outcrop Response Spectra Figures D-2 and D-3 - Shear Wave Velocity Profiles Figure D-4 - Site Specific Amplification Factors Figure D-5 - Site Specific Amplification Factor Comparison Figure D-6 - Site USGS MCE Response Spectrum Figure D-7 - Site Specific MCER Spectrum Appendix E. Report Limitations and Guidelines for Use GEoENGINEER� November 17, 20141 Page H Flle No. 8039-010-00 INTRODUCTION This report presents the results of our subsurface explorations and geotechnical evaluation for design of the Museum of Flight's (Museum) proposed Covered Airpark project 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 design and construction of the covered airpark. Our services were completed in general accordance with our proposal dated April 11, 2014. Our specific scope of services for the geotechnical engineering services included: ■ Reviewing previous explorations completed at the site and on adjacent properties; ■ Completing additional borings and cone penetrometer tests (CPTs) to characterize the subsurface conditions at the site; ■ Performing analyses to evaluate various foundation support options, seismic design, and pavement/slab recommendations; and ■ Preparing this geotechnical engineering report. In addition, we have evaluated potential environmental considerations for this project. The results of the chemical analytical testing completed on soil samples obtained from the borings are presented in a separate environmental summary report combined with data collected during our 2001 Phase II Environmental Site Assessment (ESA) for the southern portion of the property and the 2007 Phase I ESA completed for the northern portion. The summary report also includes soil handling and disposal recommendations that can be used for construction planning. PROJECT DESCRIPTION GeoEngineers understanding of the project is based on information provided during project team meetings and discussions with Magnusson Klemencic Associates (MKA), the structural engineers for the project. The Covered Airpark will extend between the existing Space Shuttle Gallery and Aviation High School, with a width (east to west) of about 350 feet and a length (north to south) of about 460 feet. We understand that the Covered Airpark will be about 30 feet from the Space Gallery and the Aviation High School. At this time, the Covered Airpark is planned to be completed in two phases. Phase one will consist of the design and construction of an open air structure (roof, but no walls); phase two will consist of enclosing the structure and adding some inside amenities such as restrooms and a small cafe. Column loads are anticipated to range from 400 to 500 kips for exterior columns to 2,000 kips for the interior columns. At this time, the floor will not be structurally supported but ground improvement may be considered across the slab area to improve performance. 1 It QoENGINEERS�r November 17 20141 Page i File No. 8039-010-00 PREVIOUS STUDIES GeoEngineers reviewed the logs of explorations completed as part of previous studies in the vicinity of the project site, including those completed by GeoEngineers for the design of the Space Gallery and the Aviation High School. GeoEngineers also reviewed the logs of previous explorations completed by others in the vicinity of the project. The location of the borings and CPT are also shown in Figure 2. The boring and CPT logs from some of these studies are presented in Appendix B. FIELD EXPLORATIONS AND LABORATORY TESTING Field Explorations The subsurface conditions at the site were further evaluated by completing five borings (GEI-1 through GEI-5) and three CPT soundings (CPT-1 through CPT-3). Borings GEI-1 through GEI-3 were completed to depths of 6.5 to 7 feet mainly to collect soil samples for chemical analyses. Boring GEI-4 and GEI-5 were completed to depths of 111 and 121 feet. The three CPTs extended to depths of 92 to 100 feet. The approximate locations of these explorations are shown in Figure 2. A detailed description of the field exploration program and the logs of the borings and the CPT soundings are presented in Appendix A. Laboratory 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, gradation characteristics and Atterb erg limits (plasticity 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. Additional soil chemical analytical testing was completed on some of the soil samples to provide a basis for developing general recommendations for soil handling during construction. The results of this testing is provided in a separate report dated September 25, 2014. SITE CONDITIONS Setting and Site History The project site is located in the Duwamish Valley along the west side of East Marginal Way South in Tukwila, Washington, as shown in Figure 1. The project site is relatively flat. The west side of the project site is situated more than 1,000 feet east of the Duwamish River, with the exception of the central portion of the site which is located about 400 feet from Slip No. 6 on the Duwamish River. The Duwamish River, which historically meandered throughout the valley (including beneath the subject property) was channelized to its current position west of the property, in the late 1800s to early 1900s. The southern half of the site is currently used as an outdoor airpark, and overflow parking occupies the area across the northern half. The site was originally developed in the 1930s for industrial purposes. The southern portion of the site was previously owned by Boeing and used for steel manufacturing and other industrial industries prior to Boeing's ownership. GeoEngineers completed a Phase I ESA in 2000 and a Phase II ESA in 2001 on behalf of the Museum prior to Boeing donating this portion of the site to the Museum. GEOENGINEER� November17,2014' Page2 File No. 9039-01O-00 The northern portion of the site was also used for industrial purposes. The north portion of the site was originally part of a larger parcel consisting of west and east parcels. The west parcel, abutting the Duwamish River, is where a large chemical processing plant operated. The east portion of the property (the portion of the historical site, now owned by the Museum) was used primarily for offices and lesser industrial facilities. The west and east parcels have been subject to numerous environmental assessments and cleanup actions. GeoEngineers previously completed a Phase I ESA on behalf of the Museum, the results of which are presented in our report for the MOF dated February 28, 2007. The Phase I ESA was completed as part of the Museum's due diligence prior to purchasing the east parcel from Container Properties, the previous property owner. At the time of the Phase I ESA, GeoEngineers concluded that the cleanup action had been successfully completed at the subject property and that no known or suspect environmental conditions were identified for the property with the exception of residual toluene in groundwater (and soil at the base of a remedial excavation) in the southwest portion of the property. These previous environmental cleanup actions consisted of remedial excavation of toluene and metals -contaminated soil across portions of the western half of the property. Additionally, an air sparging/vapor extraction system (AS/VE) is still operating in the southwest corner of the property to remediate toluene -contaminated groundwater remaining in this area of the property. This environmental action is ongoing under the direction of the Environmental Protection Agency (EPA) and is being conducted by the prior property owner, Container Properties. This remedial effort is unrelated to, and will not affect, the Museum's Covered Airpark. GeoEngineers' Phase I ESA for the northern portion also concluded that "soil at the site may contain residual concentrations of hazardous substances (less than MTCA cleanup levels) that may require special handling and disposal procedures during site redevelopment." As discussed above, we have evaluated potential environmental considerations for this project and are preparing a separate environmental summary report that will present the 2014 soil sampling and testing data combined with data collected during our 2001 Phase II ESA for the southern portion of the property and the 2007 Phase I ESA completed for the northern portion. This summary report also includes soil handling and disposal recommendations that can be used for construction planning. Site Geology 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 asphalt pavement across the southern half and crushed gravel across the northern half. Planes owned by the Museum are currently parked across the southern half of the site. A fence is present between the southern and northern portions of the site. Many utilities are present across the site. Notably, existing sewer, fire water line, and a communication GWENGiNEER� November17,20141 Page3 File No. 8039-010-00 duct owned by Boeing cross the southern portion of the site from East Marginal way to Boeing property situated to the west. Subsurface Conditions Soil Conditions In general, four soil types were encountered in the explorations completed across the site: fill, upper alluvial deposits, finer -grained lacustrine silt and clay, 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 along Slip 6 and/or the Duwamish River, or placed as part of past development or cleanup activities. The fill is underlain by 4 to 6 feet of soft clay and silt with a trace of organic matter. This deposit is likely an alluvial or flood -related deposit, and appears to pinch out (thin) to the south. These upper sand fill and silt/clay layers are underlain at depths of about 10 to 12 feet by granular alluvial deposits consisting of loose to medium dense sand to silty sand with occasional interbedded layers of silt and sandy silt. Below a depth of about 30 to 40 feet, the silt layers are thicker and more numerous. At a depth of about 65 feet, the interbedded granular and fine-grained alluvial deposits are underlain by deposits of soft silt and clay with varying amounts of silt and organic matter (lacustrine fine-grained soils). These deposits were encountered to depths of about 90 to 95 feet across the proposed covered airpark building footprint. The soft lacustrine fine-grained soil deposits are underlain by medium dense to very dense sand and gravel deposits which contain some shell fragments, suggesting that they were deposited in an estuarine environment. Some of the borings encountered deposits of stiff to hard silt underlying or interbedded with the lower sand deposits. One of the deeper borings completed for the Space Gallery encountered a lower soft lacustrine 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. Generalized subsurface profiles along the north -south axis of the building area are shown in Figures 3 and 4. Groundwater Conditions Groundwater was generally encountered during drilling at depths ranging from 7 to 9 feet below the ground surface. The measured ground water levels in the monitoring wells varied from a depth of about 7 feet in a previously installed well in boring DM-1A to about 12 feet in boring B-7 measured on August 5, 2009. Based on observations during construction of the Space Gallery and Aviation High School, we anticipate that the groundwater is typically at a depth of 9 to 10 feet except during extreme high tide events or prolonged periods of precipitation. 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 Covered Airpark may be developed successfully as planned. Different options for support of the structure and floor slab have been discussed with the Museum and the design GEOENGINEER� November17,20141 Page4 File No. 8039-010-00 team. The site is underlain by thick granular deposits which are susceptible to liquefaction during a large earthquake, and thick compressible deposits which would settle if subjected to an increase in loading. Therefore, two options for support of the structure have been discussed with the design team: (1) piles which extend into the dense sand deposits present at a depth of about 95 feet, or (2) ground improvement which extends to a depth of about 40 feet that would improve the upper granular soils and transfer the building loads across the upper granular deposits. Both options are presented in this report although at this time we understand that the pile support option has been selected. Options for support of the floor slab range from supporting on -grade and accepting the risk of possible large settlements if liquefaction occurs during an earthquake, to ground improvement, to pile support. Due to the large footprint of the Covered Airpark and the projected cost to structurally support the slab or do ground improvement, we understand that the Museum will likely support the floor slab on grade. However, recommendations for all options are presented in this report. 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 site meets the characteristics of Site Class F in the 2012 International Building Code (IBC) Publication and the American Society of Civil Engineers (ASCE) Publication 7-10. The results of the site -specific seismic analysis indicate that the building should be designed using the recommended site -specific response spectrum presented in Figure D-7 in Appendix D. ■ The results of our liquefaction analyses indicate that layers of sand and silt located below the groundwater level are susceptible to liquefaction during a design -level earthquake to an approximate depth of 65 feet. Liquefaction is characterized by the loss of soil strength in soils located below the groundwater level during seismic shaking which could result in ground settlement. We estimate that ground settlement in the range of 6 to 10 inches could occur during a design earthquake. ■ The project site also has a risk of lateral spreading with the potential of ground movement toward Slip No. 6 during a large event earthquake. If the site soils were to liquefy during an earthquake, then the factor of safety against lateral spreading would be less than one for a ground acceleration of O.1g or more if sustained after soil liquefaction. However, liquefaction requires a fairly long duration of shaking in order to occur. We therefore present lateral pile capacities for two conditions, the first during initial shaking before liquefaction fully develops and lateral spreading is not likely (or for other live loading such as wind loads), and the second considering full liquefaction of the soils and possible lateral loading against the piles due to lateral spreading. Batter piles may be necessary to further resist lateral loads in the direction of potential lateral spreading (to the west toward Slip 6). ■ We recommend that the building be supported on either pile foundations or ground improvement. 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 95 to 100 feet, depending on the design depth of the pile cap. Ground improvement should extend to a depth of 40 feet and may consist of stone columns or compacted sand columns. ■ Different floor slab support options and estimates of settlements are presented in the report. If the floor slab is support on -grade and slab subgrade preparation occurs during wet weather, subgrade GEOENGINEER� November17,20141 Pages Rle Ne. 8038-010-00 stabilization with cement will likely be the best option to reduce the amount of on -site soil removed off -site. m Measures such as predrilling or driving open-ended may be necessary to reduce vibrations and the risk of damage for piles that are close to the existing Space Gallery and the Aviation High School, and utilities that are sensitive to settlement. We should be consulted to evaluate this requirement closer to construction when the pile layout is finalized and additional information received from Boeing concerning their existing utilities. Specific recommendations for design and construction of the Covered Airpark 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 Northern California. The CSZ is the zone where the westward advancing North American Plate is overriding the 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 1,100 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 large 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. Site Response Site -specific response analyses were completed to evaluate the response of the site for the 2 percent probability of exceedance (PE) in 50 years (2,475-year return interval) maximum considered earthquake (MCE). Based on the results of the site specific response analysis, the site specific risk GEoENGiNEER� November 17, 2014 Page File No. 8039-010-00 targeted maximum considered earthquake (MCER) was developed in accordance with Chapter 21 of ASCE 7-10 Code. The recommended site specific MCER response spectrum is presented in Figure D-7. 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. Analysis of the CPT data indicates that there is a potential for liquefaction in silt and sand layers within the upper alluvial deposits under the design earthquake event. We estimate that the factor of safety is less than 1 during the design -level earthquake for most of the deposits above a depth of about 50 feet, and for isolated layers of sand and silt present at depths of 50 to 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. 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 large 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. Slip No. 6 of the Duwamish River waterway to the west of the site represents a free face condition. Slip No. 6 is a rip -rap faced cut slope which extends about 30 feet below the surrounding adjacent grades, based on available bathymetric information. The central portion of the airpark is about 400 feet from the top of the slope forming the Slip. The evaluation of lateral spreading at the site was initially completed using a simplistic empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The model was developed from compiled data collected at sites where lateral spreading was observed. The key parameters are the Richter magnitude, the horizontal ground acceleration, the thickness of the liquefied zone, the grain size distribution of the liquefied deposit and the location of the free face to the GEoENGINEER� November 17, 2014 ° Page File No. 8039-010-00 planned structure. The results of our analyses indicate that ground movement during lateral spreading could be greater than 18 inches if spreading were to occur. The potential for lateral spreading was further evaluated by completing a slope stability analyses with reduced soil strength properties modeling post -liquefaction soil conditions. The residual strengths of the liquefiable soils were modeled per recommendations by Idriss and Boulanger (2008). The factor of safety for lateral spreading using residual soil strengths was evaluated using the slope stability program Slope/W Version 5.2 (GEO Slope International, Ltd, 2004) using a wedge type of failure geometry, with the bottom of the wedge at the same elevation as the bottom of Slip No. 6. The results of our analyses indicate that the factor of safety against lateral spreading is greater than 1.0 if no acceleration is sustained after liquefaction, and that the yield acceleration, corresponding to a factor of safety of 1.0, is only 0.04g. The failure surface is about 17 to 18 feet deep at the west side of the proposed Airpark and only slightly shallower at the east side. Therefore, we conclude that the foundation system should be designed to withstand potential lateral loads if lateral spreading were to occur during a long duration earthquake. Surface Fault Rupture Based on the United States Geologic Survey (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. Building Support General Based on the presence of potentially liquefiable soils in the upper 40 to 60 feet of the site and underlying compressible soils, we recommend that the building be either pile supported with piles extending to depths of about 110 feet or supported on system of ground improvement extending to a depth of 40 feet. At this time, we understand that steel pipe piles will likely be selected for support of the building. We have analyzed axial and lateral capacities for 16-, 20-, and 24-i nch-d ia meter piles. We also have included some preliminary recommendations for ground improvement in case that option is later selected. Pile Recommendations Axial Pile Capacity Axial pile load capacity in compression for support of the covered airpark building 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 and gravel deposits. Downward capacity developed through side frictional resistance in the upper 60 feet was ignored due to the potential for liquefaction. Uplift pile capacity will be mainly developed from side frictional resistance in the lower lacustrine deposits. We therefore recommend that the piles be driven 5 to 10 feet into the lower dense sand layer. For planning purposes only, GeoEngineers recommends that the piles be driven to a tip elevation below Elevation -80 feet. The driving resistance will be observed once the pile tip is located below Elevation -75 feet, and the pile should then be driven to a point at which threshold driving resistance is observed. The threshold driving resistance will be evaluated based on the results of the pile load test program described in the following table. GEoENGINEER� November 17, 20141 Page 8 Flle No. 8039-010-00 We recommend the following pile capacities be used for design: Pile type and Size Allowable Axial Compression Capacity Allowable Axial Uplift Capacity (kips) (kips) 16-inch steel pipe pile 225 100 20-inch steel pipe pile 350 125 24-inch steel pipe pile 450 150 Allowable pile capacities are provided for Allowable Stress Design (ASD). 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 2.5 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 1.5. The pile capacities should be verified by completing at least two pile load tests on production piles. If the pile load tests indicate that the required pile capacity has not been achieved, additional piles should be added on an as -needed basis. For production piles, GeoEngineers recommends that restrikes be completed on approximately one in 20 piles to compare with restrike data on the test piles. GeoEngineers recommends that restrikes be completed at least one week after initial driving to allow for pile setup. Pile load tests are discussed further in the Pile Load Test section below. 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 Pile Capacity Typically, lateral loads can be resisted by passive soil pressure on the vertical piles and by the passive soil pressures on the pile cap. Because of the potential separation between the pile -supported foundation components and the underlying soil from settlement, and due to the potential for lateral spreading, base friction along the bottom and passive pressure on the face of the pile caps should not be included in calculations for lateral capacity. If piles are used for support, we understand that steel pipe piles will be used. Thus, we analyzed the lateral capacity of single 16-, 20-, and 24-i nch-d ia meter steel piles using the computer software program LPILE 5 produced by Ensoft, Inc. Each pile was assumed to be 95 feet long with the top of the pile fixed and located at the bottom of the pile cap. Due to the proximity to Slip 6, we recommend that the lateral capacity of the piles be evaluated using two conditions. During non -seismic live loading due to wind or the initial cycles of an earthquake, the lateral response of the piles should be evaluated assuming a reduced soil strength but no lateral spreading. Lateral spreading will only occur if widespread liquefaction were to occur. Wide spread liquefaction requires a long duration of shaking, only likely to happen during a large earthquake, and also after the initial shaking. If lateral spreading is triggered by an earthquake, the direction of the lateral spreading will likely be toward Slip 6 (to the west). Therefore, we recommend that the piles be designed to withstand GWENGiNEER� November17,20141 Page File No. 9039-010-00 lateral spreading in the west direction. In considering the seismic loads on the piles during lateral spreading, the peak seismic inertial loading should not be used, but a reduced inertial loading representative of the seismic loading present in the middle of a long shaking event. In the other directions, the soil should be assumed to be liquefied but there will be no additional forces acting on the piles from lateral spreading. Our input parameters for the LPile program are as shown in the following table: PARAMETERS FOR DEVELOPMENT OF P-Y CURVES USING LPILE _ ---Modulus - --------.- .. . Undrained Friction of Effective Unit Shear Elevation (ft) Angle, Subgrade Weight Strength, op (deg) Reaction, (Su) k (pci) Soil Type sso factor 0 N Upper Lower pcf pci psf psi Static Static Boundary Boundary Liquefied with no lateral spreading 1 0 5* Cohesionless 115 0.067 30 50 1 2 5 10* Cohesive 111 0.064 400 2.78 0.015 1 3 10 18 Cohesionless 52.6 0.0304 30 50 0.02 4 18 24 Cohesionless 57.6 0.033 32 75 0.02 5 24 45 Cohesionless 57.6 0.033 32 60 0.02 6 45 65 Cohesionless 57.6 0.033 30 50 0.02 7 65 95 Cohesive 43 0.025 500 3.48 0.012 0.02 8 95 120 Cohesionless 57.6 0.033 40 130 0.02 Liquefied with lateral spreading" 1 0 5* Cohesionless 115 0.067 30 50 0 2 5 10* Cohesive 111 0.064 400 2.08 0.015 0 3 10 18 Cohesive 52.6 0.0304 1.39 0.02 0.02 4 18 24 Cohesive 57.6 0.033 5.56 0.01 0.02 1.04 5 24 35 Cohesive 57.6 0.033 0.02 2 0 015 6 35 65 Cohesive 57.6 0.033 1.39 0.015 0.02 7 65 95 Cohesive 43 0.025 500 2.78 0.012 0.02 8 95 120 Cohesionless 57.6 0.033 40 130 0.02 Notes: ft = feet pcf = pounds per cubic foot pci = pounds per cubic inch psf = pounds per square foot psi = pounds per square inch * upper 10 feet assumed to be above the water table ** additional lateral load imposed on pile per diagram shown on Figure 5 must be considered. GEOENGINEERi.00 November17,20141 Page 10 Rle No. 8039-010-00 We completed analyses for a single pile for a fixed -head condition for the two loading conditions: (1) assuming a reduced soil strength and that no lateral soil forces from lateral spreading are acting on the pile, and (2) assuming a liquefied soil profile and additional lateral soil forces from lateral spreading. Figure 5 presents the recommended lateral soil pressure acting on the pile in the westerly direction if lateral spreading occurs. The LPi►e results of Case 1 (reduced soil strength but no lateral spreading) are presented in Figures 6 through 14. The LPile results of Case 2 (additional forces from lateral spreading) are presented in Figures 15 through 23. Piles spaced closer than five pile diameters apart will experience group effects that will result in a lower lateral load 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 less than five pile diameters apart be reduced in accordance with the factors in the table below per American Association of State Highway and Transportation Officials (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design Specifications Section 10.7.2.4. PILE P-MULTIPLIERS, Pm, FOR MULTIPLE ROW SHADING Pile Spacing P-Multipliers, Pm2 (in terms of pile diameter}i Row 1 ' Row 2 3D 0.8 0.4 5D 1.0 0.85 Row 3 and higher3 0.3 0.7 Notes: 1. The P-multipliers in the table above area function of the center to center spacing of piles in the group in the direction of loading expressed in multiples of the pile diameter, D. 2• The values of Pm were developed for vertical piles only. 3• The P-multipliers are dependent on the pile spacing and the row number in the direction of the loading. To establish values of Pm for other pile spacing values, interpolation between values should be conducted. No reduction for group effects should be taken for Case 2 (lateral spreading) because of the drastic reduction of soil shear strength due to liquefaction. Pile Settlement We estimate that the postconstruction settlement of pile foundations, designed and installed as recommended, will be on the order of 1/2 inch or less. Maximum differential settlement should be less than about one-half the postconstruction 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 1 inch. Pile Drivabllity Analysis The computer program GRLWEAP Version 2005 was used for preliminary pile drivability analyses. The analyses were performed for 16-, 20-, and 24-i nch-d ia meter steel pipe piles with a minimum wall thickness of 1/2 inch for 75 and 125 kip -foot hammers, respectively. Our preliminary pile drivability analyses, we estimate that the maximum compressive strength induced in the piles will range from approximately 23,000 to 39,000 pounds per square inch (psi) for a 75 kip -foot hammer driving a 16-inch-diameter pile, and approximately 22,000 to 35,000 psi for a 125 kip -foot GEoENGINEER� November 17, 20141 Page 11 Ffle No. 8039-010-00 hammer driving a 20- and 24-inch-diameter pile at the driving conditions that are correlated to the recommended allowable downward pile capacities. 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, and when the final pile sizes are known. 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. Pile Load Testing GeoEngineers recommends that at least two dynamic load tests 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 7 days after the test pile or piles are installed. Construction Considerations The piles for the proposed Covered Airpark building 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 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 damage survey of nearby structures be completed to document structural and cosmetic building conditions before construction begins. To reduce potential claims regarding alleged damage resulting from construction, we recommend that a preconstruction condition survey of the Aviation High School be completed to document structural and cosmetic building conditions before construction begins. We recommend that all employees working in the Aviation High School be informed of the pile driving schedule and informed that vibrations will likely GEOENGINEER� November 17, 20141 Page12 File No. 9039-010-00 be felt inside the building during pile driving. We recommend that piles within 40 feet of the Space Gallery or the Aviation High School be driven open-ended to reduce the vibrations to these structures. At this time, we do not know if some of the piles will be in close proximity to utilities which will not be moved and are settlement sensitive. We should review the final pile layout with respect to utilities to evaluate whether predrilling or driving open-end is advisable prior to the start of construction. 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 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 below. The load tests should be completed to confirm design assumptions and to identify appropriate refusal criteria or restrike criteria. Foundation Support with Ground Improvement General The foundations for the covered airpark structure may also be designed as shallow spread foundations in combination with ground improvement under the footing areas. Two possible methods for this site include stone columns or sand compaction columns. Stone columns are installed using a large vibrator to advance a probe to the design depth. Crushed aggregate is injected through the inside of the vibrator as it is removed, to create a column of dense crushed aggregate. The method involves displacing rather than replacing the natural soil. Accordingly, the resulting composite soil mass has improved strength, transferring loads to the underlying dense soils, and reduced compressibility under building loads. Ground vibration during installation may be a limiting concern for this system. Alternatively, sand compaction columns could also be used as a displacement ground improvement method. Sand compaction piles are formed by vibrating a casing pipe to the desired depth, placing sand into the casing, and compacting the sand by driving the pipe back down into the sand. This system can be installed using a no -vibration method. We recommend that either displacement method be used for ground improvement. A method should be selected which does not assume that a drilled hole will stay open during placement of the aggregate or sand. Preliminary Design Criteria We recommend that the ground improvement for support of the building extend to a depth of 40 feet below the proposed foundations. The stone columns/sand columns should be installed in a 7-foot by GEOENGINEERLOP November 17, 20141 Page 13 File No. 8039-010-00 7-foot square grid pattern or an 8-foot by 8-foot equilateral triangular grid pattern beneath foundations. The ground improvement zone should extend at least one row beyond the edges of the foundation footprint. The stone columns should be installed with a minimum diameter of 26 inches which corresponds to a replacement ratio of about 14 percent. A 2-foot-thick crushed rock pad should be constructed between the foundations and the top of the stone columns to transfer loads from the spread footings to the stone columns and to act as a capillary break layer. Allowable Bearing Pressure The proposed airpark building may be supported on a structural spread footing foundation bearing on ground improved as described above. The foundation may be designed using an allowable bearing pressure of 8 kips per square foot (ksf). The allowable soil bearing pressure applies to the total of dead and long-term live loads and may be increased by up to one-third for wind or seismic loads. We recommend that the mat foundation be founded a minimum of 18 inches below the lowest adjacent grade. Lateral Resistance Lateral foundation loads may be resisted by passive resistance on the sides of the foundations and by friction on the base of the spread footing foundations. For mat foundations supported on a crushed rock pad bearing on improved soil, the allowable frictional resistance may be computed using a coefficient of friction of 0.45 applied to vertical dead -load forces. The allowable passive resistance may be computed using an equivalent fluid density of 325 pounds per cubic foot (pcf). This value assumes that all backfill placed around the foundation is uniformly compacted to at least 95 percent of the maximum dry density (MDD) estimated in accordance with ASTM D 1557. These allowable frictional resistance and passive resistance values include a factor of safety of about 1.5. Special Inspection Geotechnical special inspection is recommended during stone column/sand column installation to confirm that the stone columns are installed in accordance with the project plans and specifications and to document the improvement completed. Floor Slab Support Options for floor slab support include: (1) support at grade, (2) support with ground improvement, and (3) support on piles (structural floor slab). These options and their advantages and disadvantages are summarized below: 1. Support on grade. Supporting the floor slab on grade is the most economical and easiest to construct, but has a risk of large settlements if liquefaction were to occur, and some settlement due to the static loads imposed by the larger planes. We estimate that settlements on the order of 6 to 10 inches could be realized if liquefaction were to occur. We also estimate that consolidation settlements on the order of 0.5 to 1.5 inches may occur in the underlying compressible silt under the wheels of the larger planes. 2. Support on grade with ground improvement. Supporting the floor slab on grade with ground improvement would reduce the potential for settlement due to liquefaction and consolidation of the compressible soils, and result in more uniform slab response during an earthquake. Depending on GEoENGINEER� November 17, 2014 [ Page14 File No. 8039-010-00 the depth of ground improvement, settlements due to liquefaction could be reduced to less than 5 inches. Consolidation settlement should be less than 1 inch. Disadvantages of this option include cost and time to install the ground improvement. 3. Support on piles. This option requires a structural floor slab to mitigate against possible settlement due to liquefaction and static settlement, but is expensive. At this time, we understand that the Museum has decided to select Option 1 for support of the slab. Therefore, we recommend that the slab be supported on either 2 feet of structural fill or the existing site soils compacted to meet the density requirements, or a minimum of 12 inches of on -site soils stabilized with cement to increase its strength or fly ash to allow compaction. Subgrade Preparation The exposed subgrade should be evaluated after site grading is complete. If the plan is to recompact the existing on -site soils, we recommend that the slab area be overexcavated to 12 to 14 inches, the existing soils compacted with a large drum roller, and the excavated soil placed in lifts and compacted to the specified compaction level. If the plan is to bring imported fill in to provide support, the on -site soils should be excavated to the required depth, the exposed surface compacted with a large drum roller if the subgrade is stable enough to support traffic, and then the imported fill placed in lifts and compacted to the specified compaction level. If the subgrade will be stabilized with cement, no special preparation is necessary prior to laying down the cement. For this option, we recommend that the cement -stabilized soil be allowed to "cure" for at least 48 hours prior to running construction equipment over the stabilized base. 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 base course to provide uniform support and act as a capillary break. The base course/capillary break material should meet the requirements as specified in the "Structural Fill" section of this report. If water vapor migration through the slabs is objectionable, the gravel should be covered with a heavy plastic sheet intended for this purpose 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 areas where moisture control is critical, such as occupied space or areas where adhesives are used to anchor carpet or tile to the slab. Additional Slab Considerations Under Large Plane Loads The larger planes which will be a part of the covered airpark include a 747, a 787, and a Concorde. We evaluated potential settlement under a typical four-wheel set for the 747. We understand that the dead load for this particular 747 is about 18.5 kips per wheel, which results in a total load of 74 kips, or about 4,200 pounds per square foot (psf) over the four-wheel set footprint. As discussed in the Subsurface Conditions section of this report, there is a soft silt layer from a depth of about 5 to 10 feet across the northern portion of the site. Using the wheel loading information on the 747, we estimate that the long term settlement from the dead load of the plane could be about 3/4 to 11/2 inches. The options that we see possible to reduce cracking to the slab include the following: GEOENGINEER . November 17,2014 1 Page15 Hie No. 8039-010-00 1. Design and reinforce the slab to take this predicted amount of differential settlement without significant cracking. 2. Separate the portion of the slab under each wheel area to allow this portion of slab to settle and reduce potential cracking of the surrounding slab. The separated slab section should probably extend at least 18 to 24 inches in each direction from the wheels. Then, in the future, the plane could be moved a bit to allow for placement of a leveling course assuming the slab under the wheels settled relative to the surrounding slab. 3. Overexcavate down to a depth of 8 or 10 feet to remove most of the silt, replacing it with quarry spalls (easiest to place) or crushed rock. 4. Stabilize the silt using an injectable cement grout or foam process. 5. Carry the loads through the silt layer using ground improvement such as GeoPiers or short piles. All of the options with the exception of the first option would require that the locations of the planes are finalized prior to construction and are not changed in the future. Drainage Considerations Foundation Drain We recommend that a perimeter foundation drain be installed around the new Covered Airpark 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. If the slab will initially consist of asphalt pavement, the foundation drains could be postponed until a concrete slab is constructed. 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. GEoENGiNEERireo November 17, 20141 Page 16 File No. 8039-010-00 Earthwork and Structural Fill Excavation Considerations The near -surface soils encountered in the explorations typically consist of sand with variable amounts of silt, and silt below a depth of about 5 feet. 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 5 feet in depth for the pile caps. At this time, we do not anticipate the need for shoring other than the use of trench boxes or trench shields for utility trenches, which is discussed in the "Utility Considerations" section of this report. We anticipate that the depth of the excavations required for the pile caps will generally be above the water level encountered in our explorations. Perched groundwater may be encountered above this depth if work takes place during or immediately after extended wet weather. We anticipate that the perched water can be handled during construction by sump pumping, as necessary. All collected water should be routed to suitable discharge points. 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 or plastic sheeting. ■ 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. o 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. GMENGiNEER� November 17, 20141 Page 17 File No. 9039-010-00 Subgrade Preparation 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. We recommend that the upper 12 inches of the existing soils exposed at subgrade elevation below new pavements and sidewalks be compacted to at least 95 percent of the MDD estimated in general accordance with ASTM D 1557. Under the floor slab, the subgrade should be prepared as described in the Floor Slab Support section of this report. 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. Structural Fill General We understand the Museum desires to limit the amount of soil exported from the site. The on -site soils in the upper 5 feet typically consist of fine to medium sand with a high percentage of silt. Thus, the on -site sand may be considered for use as structural fill only for placement during periods of dry weather or if the area is covered (that is, the roof is in place prior to completing the earthwork for the slab). This will likely not be practicable unless site work is completed during the normally dry summer months (July through September). In our opinion, these soils can likely be used for structural fill where compaction to 90 percent of MDD is required without drying when placed during periods of dry weather. The following sections of this report present options for structural fill placement that will be dictated by the weather conditions. On -site Soils The surFicial on -site near -surface soils are anticipated to consist of mainly fine to medium sand with varying amounts of silt. In general, most of the on -site sand is anticipated to contain sufficient fines as to be moisture -sensitive and thus will be difficult to reuse as structural fill unless protected from rain during storage and placed and compacted during extended periods of dry weather. Wet Weather Conditions If construction is planned for the wet winter months, we recommend that imported structural fill be included for support of the building and pavement areas (upper 2 feet to subgrade in pavement areas) where compaction to at least 95 percent of MDD is required. Alternatively, consideration should also be given to using soil stabilization methods such as the addition of cement or fly ash to dry the on -site soil sufficiently to allow compaction and to minimize the amount of on -site soil removed from the site. These soil stabilization methods require much of the mixing and compaction work to take place during periods of no rain, but can allow the on -site soil that has a moisture content significantly above optimum to be used for structural fill. Compaction levels can be reduced depending on the design mix for soil stabilization and the resulting soil strength. If this option is chosen then laboratory testing should be completed to evaluate mix design requirements prior to beginning site earthwork. GEOENGINEER� November 17, 20141 Page18 File No. 9039-010-00 Materials Materials used to support foundations, structures, roadways and parking areas are classified as structural fill for the purpose of this report. Structural fill material quality varies depending upon its use, as described below: ® Structural fill placed as utility trench backfill, to support structures or placed in sidewalk or parking areas should meet the criteria for common borrow as described in Section 9-03.14(3) of the 2014 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, the 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 by limited to no more than 5 percent. ® Structural fill used for base course/capillary break material below slabs should consist of 11h-minus clean crushed gravel with negligible sand or silt in conformance with Section 9-03.1(4)C, grading No. 57 of the WSDOT Standard Specifications or in conformance with Type 21 or Type 22 aggregate per Section 9-03.16 of the 2014 City of Seattle Standard Specifications. m Structural fill placed within 6 inches of perimeter foundation or wall drains (drainage zone aggregate) should meet the requirements for gravel backfill for drains in conformance with Section 9-03.12(4) of the WSDOT Standard Specifications. ■ Structural fill placed as crushed surfacing base course below sidewalks and pavements should meet the requirements of crushed rock base course in conformance with Section 9-03.9(3) of the WSDOT Standard Specifications. 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 against the pile caps or in new floor slab, 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. s Structural fill placed below foundations and around pile caps to develop passive soil resistance should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. ■ 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. 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 GWENGiNEER� November 17, 20141 Page 19 File No. 9039-010-00 the compaction specifications, and advise on any modifications to procedure that may be appropriate for the prevailing conditions. 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 erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. Utility Considerations Shoring We anticipate that trench excavations required to install utilities and sewers will range from about 6 to 12 feet in depth. All temporary cut slopes and shoring must comply with the provisions of Title 296 WAC, Part N, "Excavation, Trenching and Shoring." The contractor performing the work has the primary responsibility for the protection of workers and adjacent improvements. Temporary shoring will be necessary to support excavations where space limitations restrict the use of open cuts. It may be desirable to excavate partially sloping cuts and use a trench box or other shoring for the lower few feet of the trench. Temporary trench shoring using internal bracing can be designed using GEoENGiNEERi.r.d November17,2014' Page20 FlIeNo.8039-010-00 active soil pressures. We recommend that temporary shoring be designed using a lateral pressure equal to an equivalent fluid density of 35 pcf for conditions with horizontal backfill adjacent to the excavation. If the ground within 5 feet of the excavation rises at an inclination of 2H:1V or steeper, the shoring should be designed using an equivalent fluid density of 60 pcf. For adjacent slopes flatter than 2H:1V, soil pressures can be interpolated between this range of values. Other conditions should be evaluated on a case -by -case basis. These lateral soil pressures do not include traffic, structure or construction surcharges that should be added separately, if appropriate. Shoring should be designed for a traffic influence equal to a uniform lateral pressure of 100 psf acting over the depth of the trench. More conservative pressure values should be used if the designer deems them appropriate. These soil pressure recommendations are predicated upon the construction being essentially dewatered; therefore, hydrostatic water pressures are not included. If portions of the shoring use passive elements such as anchor or reaction blocks, available soil resistance can be estimated using passive soil pressures assuming an equivalent fluid density of 275 pcf above the water table and 130 pcf below the water table. The above -recommended lateral soil pressures do not include the effects of hydrostatic pressures or surcharges behind the wall. The effects of surcharge loads behind the shoring should be considered in design. If effective dewatering methods are used to lower the groundwater level below the bottom of the excavation, hydrostatic pressures need not be added to the soil pressures within the exposed height of shoring. Dewatering The groundwater across the project area is partially influenced by tidal fluctuations of the Duwamish River. In general, based on our observations during construction of the Space Gallery and the Aviation High School, we anticipate that the groundwater is typically 7 to 10 feet below existing grade. However, the groundwater levels could be higher during extreme high tides or during extended periods of heavy precipitation. Because the soils at the project consist mostly of sand with variable amounts of silt, we recommend that the groundwater table be maintained at least 2 feet below the planned bottom of the excavations during construction. Otherwise, excessive groundwater flow into excavations could cause lateral movement of the granular soils into the excavations, possibly destabilizing the excavations or causing excessive ground settlement adjacent to the excavations. We anticipate that the temporary dewatering system could likely consist of sumps, but other dewatering measures might be necessary depending on the construction sequence and time of year. The contractor should be responsible for the design and installation of the temporary dewatering systems required to complete the project. Pipe Bedding Pipeline bedding material should be placed and compacted on the trench subgrade or foundation material until a layer that is a minimum of 6 inches thick or one-fourth of the outside pipe diameter, whichever is greater, is achieved. Where soft or loose soils are encountered below the pipe alignment, we recommend they be removed to a depth of 12 inches below the invert, or to firm material as directed by the engineer. The pipe bedding material should conform to the pipe manufacturer's recommendations, the design engineer's recommendations, the 2014 WSDOT Standard Specification 9-03.12(3), Gravel Backfill for Pipe Zone Bedding. or equivalent City standards. Precedence GWENGiNEER� November17,20141 Page21 File No. 9039-010-00 in case of a conflict should be with the design engineer. From a geotechnical standpoint, the native soils will not be suitable for bedding materials. If select import fill is used for the backfill, the trench backfill will be more permeable than the surrounding soils and will fill with water over time. In this case, we recommend that all buried structures such as manholes be designed for uplift assuming that water will pond to within 5 feet of the top of the manholes. Trench Backflll After the pipe has been laid in the trench, the embedment material should be uniformly placed in maximum 8-inch-thick loose lifts on each side of the pipe, vibrated or otherwise compacted around the pipe haunches (i.e., at and below the pipe spring line) to the top of the zone. We recommend that trench backfill be compacted as recommended in the "Fill Placement and Compaction Criteria" section of this report. A geotechnical engineer should observe the preparation for, placement, and compaction of structural fill. An adequate number of in -place density tests should be performed in the fill to evaluate if the specified degree of compaction is being achieved. At all times during the placement of the pipeline and placement/compaction of the pipeline embedment material, it is the contractor's responsibility to protect the pipeline from damage (e.g., overstressing or impacting the pipeline with heavy equipment, etc.). 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 ih-inch 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, delivery areas, or areas occasionally subject to plane loads) around the building, we recommend a pavement section consisting of at least a 4-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 MDD 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. GEoENGINEER� November17,2014I Page22 File No. 8039-010-00 The pavement sections recommended above are based on our experience with similar educational building developments. Thicker asphalt sections may be needed based on the actual traffic data, intended use of various portions of the site, and performance expectations. We understand that portions of the pavement may be occasionally utilized to store airplanes. We therefore recommend that the pavement section be thicker if planes will be moved across portion of the parking lot. The actual design thickness would depend on the size of airplane. Portland Cement Concrete Pavement If Portland cement concrete (PCC) pavement is used in portions of the site, we recommend that these pavements to support typical vehicle loads consist of at least 6 inches of PCC over 4 inches of crushed surfacing base course. Thicker pavement sections should be considered if the pavement will occasionally be subject to airplane loads. We recommend that sidewalks consist of at least 4 inches of PCC over 4 inches of crushed surfacing base course. This PCC pavement and/or sidewalk sections should bear on a minimum thickness of 12 inches of compacted clean granular fill, as described above in the "Subgrade Preparation" portion of the "Earthwork" section of this report. The base course should be compacted to at least 95 percent of the MDD estimated in general accordance with ASTM D 1557. We recommend that PCC pavements incorporate construction joints and/or crack control joints that are spaced maximum distances of 12 feet apart, center -to -center, in both the longitudinal and transverse directions. Crack control joints may be created by placing an insert or groove into the fresh concrete surface during finishing, or by sawcutting the concrete after its initial setup. We recommend that the depth of the crack control joints be approximately one-fourth the thickness of the concrete, or about 11/2 inches deep for the recommended concrete thickness of 6 inches. We also recommend that the crack control joints be sealed with an appropriate sealant to help restrict water infiltration into the joints. LIMITATIONS We have prepared this report for the exclusive use of the Museum and members of the design team for the Covered Airpark project at the Museum 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. GEOENGINEER� November17,20141 Page23 File No. 8039-010-00 REFERENCES Ensoft, Inc., 2006, "LPile Plus, Version 5.0.27." GeoEngineers, 2010, "Geotechnical Engineering Services, Museum of Flight Space Shuttle Gallery, Tukwila, Washington." GeoEngineers, 2009, "Geotechnical Engineering Services, Aviation High School at the Museum of Flight, Tukwila, Washington." GeoEngineers, 2007, "Phase 1 Environmental Site Assessment, 9229 East Marginal Way South, Seattle, Washington." GeoEngineers, 2001, "Phase 11 Environmental Site Assessment, 9725 East Marginal Way South, Seattle, Washington." GeoEngineers, 2000, "Phase 1 Environmental Site Assessment, 9725 East Marginal Way South, Seattle, Washington." Idriss, I.M. and Boulanger, R.W. (2008), "Soil Liquefaction During Earthquakes." Earthquake Engineering Research Institute, Monograph MNO-12. 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. 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/gfauIts on May 29, 2014. United States Geological Survey - National Seismic Hazard Mapping Project - Interactive Deaggregations, accessed via http://eqint.cr.usgs.gov/eq/html/deaggint.htmi on May 29, 2014. United States Geological Survey, "Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude and Longitude, 2008 data. Washington Administrative Code, Title 296, Part N, "Excavation, Trenching and Shoring." Washington State Department of Transportation, 2014, "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. GEOENGINEER� November17,20141 Page24 Flle No. 8039-010-00 J W It O N a 0 M C7 I� 0 "SnoMmlah nfjamm� i o f v Bellevuei 30 —o �. 5 '� `,� IGng✓� y U 10 Mason o y' 67 ,; Notes: 1. The locations of all features shown are approximate. .1 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. E 3. It is unlawful to co re all or an PY or reproduce P y part thereof, whether for m personal use or resale, without permission. ai Data Sources: ESRI and Microsoft Bing L) Trans rse Mercator, Zone 10 N North, North American Datum 1983 �ve North arrow oriented to grid north �♦ 1 10 Site N we s 500 0 500 Feet Vicinity Map Museum of Flight Covered Airpark Tukwila, Washington GMENGINEERS Figure 1 --- -- -- - Legend tfa Boring by GeoEngineers, 2014 Cone Penetration Test by GeoEngineers, 2014 Ile, I .. AVIATION B' l \ �` B-1 (2010) -�- Boring by GeoEngineers, (date shown) HIGH SCHOOL B-1 (2009) .+� , ' �' _ • - CPT-2 2009 ! ..:.CPT-2 (2010) Q Cone Penetration Test by GeoEngineers (date shown) CPT-1 (2009) E - — B-2 (2001) Boring by Shannon & Wilson, 2011 -DM-1A (19116) - \ \ �, 'L ® Direct Push Boring by GeoEngineers, 2001 -� (2009)a , CPT-1' �\ '� .. -- 0 Direct Push Boring with Hydropunch Water Sample by \ GeoEngineers, 2001 •GEI-3't �+ -1 \` `, �i ®� Soil Boring by Landau Associates, 1989 J28-5 Soil Boring by Landau Associates, 1987 x' CPT-2 �x-' s Piezometer by Landau Associates, 1986 I DM-1A (1986) -¢- Boring by Dames &Moore, 1986 GEI-2 t I _� - \ A A Cross -Section Location or - �� x--- O x E ✓. CPT-3Q �y �. -_- P-1 c 04 t �- r " •.. MW-2 GEI-4 (2010); 1t \ # _ GEI-1 (2010) SPACE '- �i CPT-1 (2010) * GALLERY PROPOSED COVERED AIRPARK �- 10, \ J28-10 Z 6 ( B-5 B-1 Q QKlow ' O J28-5 - rAl f �+ I * 11 1 100 FEET 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. Reference: Base topographic survey by Bush, Roed & Hitchings, Inc. dated April 2014. Site Plan Museum of Flight, Covered Airpark Tukwila, Washington GEOENGINEERS� Figure (S 30 20 10 0 -10 nl -20 �I c -30 W.I v ZZ -40 GI !a 3 Q -50 EI W e WI W -60 4 C -70 �I a -80 2 I u `! v o I -90 0 a -100 �7 -110 0 L LL LL NI 7 O LL in I 0 a a I wi_i__ 100 200 300 300 400 500 600 700 DISTANCE (feet) 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 ! I stored by GeoEngineers, Inc. and will serve as the official record of this communication. ' I Reference: Base topographic survey by Bush, Road & Hitchings, Inc. dated April 2014. F1Loose to Medium Dense Sand aSoft to Medium Stiff Silt Loose to Medium Dense Sand with Layers of Silty Sand and Silt aSoft Silt Dense Sand and Hard Silt Legend op Boring ? Inferred Soil Contact Groundwater Level Observed During Drilling Groundwater Level Observed in Piezometer snn Soil Classification 25 Blow Count 60 0 60 Horizontal Scale in Feet 30 0 30 Vertical Scale in Feet Vertical Exaggeration: 2X FH) 30 20 10 0 -10 -20 -30 CD -40 ZZ -50 W -60 W -70 -80 -90 -100 -110 800 Cross -Section A -A' Museum of Flight Covered Airpark Tukwila Washin ton GEOENGINEERFigure W PROPOSED COVERED AIRPARK N _ W _ W F- tD 00 iA LL w EXISTING �. W W LL rn GROUND N U) u_ SURFACE w w p B ... .� rn � -- B (SOUTH) � c LL O LL O c (NORTH) 30 ad .N.. O M r M 30 to r � V_ 20 00 Uj CW7 V V 20 SM/ML 6 12 sP LOOSE TO MEDIUM DENSE.5AND ? ? -� 10 3 1 18" SM ? 2 SOFT TO MEDIUM?STIFF SILT ? i, ? = 7 {-t-11 ? e ? 10 12 4 ? 2 SM ? i ! iii i i i 10 SM/CL 0 0 i I 10 14 3 7 SP-SM -10 12 SP/SP-SM e I I f i ! i 1 s -10 32 6 SP/sP-SM fi Sp LOOSE TO MEDIUM DENSE i i t I ' i ' i ` 5 -20 31 13 SAND WITH LAYERS OF i i I i I 7 -20 24 s 1a SM SILTY SAND AND SILT 14 -30 1s 21 -30 CD N 30 14 7 SM I ' SM/ML/SP-sM 2 v :: SM/ML ' fi Z -40 11 SM a ML i i i i i i ? i i i ? -40 Z O O 7 ? a --? 2 Q -50 p 1 ;i iii i i i -50 Q 1/18" 4 ' I I' 1 a > W -60 0 MIL MIL 0 MH SOFT SILT 4 ML/CL -60 W 0 1/18" 0 0 -70 0 2 ? -70 1 ?-18 ? �, 5 MIL ? ? ? ? ?' ? ? ? _—_--_21 36 32 SM 28 50/5" SM/SWSWSPSM -80 35 26 50 SW-SM 0 500 QtTSF 0 QtTSF 500 50/J'GW-GM -90 SM 23 SM -90 � 47 14 MIL50/ 50/ -100 18 SM -100 ? SOFT SILT s 1/18" ? 86 ML DENSE SAND AND HARD SILT -110 -110 i ? 1/18'• ML/SM ? -120 33 -120 29 -120 -- - - - -- -130 0 100 200 300 300 400 500 600 700 800 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. Reference: Base topographic survey by Bush, Roed & Hitchings, Inc. dated April 2014. F7Loose to Medium Dense Sand ElSoft to Medium Stiff Silt ElLoose to Medium Dense Sand with Layers of Silty Sand and Silt Soft Silt Dense Sand and Hard Silt Legend pp r Boring Inferred Soil Contact Groundwater Level ? Observed During Drilling Groundwater Level Observed in Piezometer sM Soil Classification 25 Blow Count 60 0 60 Horizontal Scale in Feet 30 0 30 Vertical Scale in Feet Vertical Exaggeration: 2X Cross -Section B-B' Museum of Flight Covered Airpark Tukwila Washin ton GMENGINEERS� Figure DEPTH GROUND SURFACE PILE Pile Diameter Force (lbsAn) (18") (30") A 128 160 B 40 50 C 69 86 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. Lateral Soil Pressure Against Piles from Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GMENGINEER� Figure Reference: GeoEngineers staff sketch. 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0 - - 20 40 d d 60 L CL No Load d G 10 kips 20 kips -30 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 6 0 0 0 0 O CD N N N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 20 40 d d �. 60 r a No Load 4) O 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 0 0 0 0 N Cl N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -10 -5 0 5 10 15 20 25 30 35 0 — 20 40 r d d r 60 a No Load d C 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure8 0 q 0 O v N O N 20-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.05 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0 20 40 d d �. 60 r a No Load d G 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 9 0 0 0 O IT O N 20-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 20 40 d d �- 60 L p. No Load 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GWENGINEERS� Figure 10 El 0 q 0 O v N O N 20-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -10 -5 0 5 10 15 20 25 30 35 0 20 40 w d d r 60 C No Load d O 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 11 24-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.05 0 0.05 0.1 0.15 0.2 0.25 0 20 40 d t 60 a No Load d G - 10 kips 20 kips -30 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 12 0 q 0 O IT N O 04 24-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 20 40 d d r 60 O No Load d G 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 13 0 O a O CD N N 24-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -5 0 5 10 15 20 25 30 35 0 20 40 d d r 60 a -No Load G 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 14 0 q 0 0 v N N N 16-inch Diameter Steel Pipe Pile With Lateral Spreading Deflection (inches) -1 1 3 5 7 9 11 13 15 17 19 0 - - - 20 1.40 40 d d �. 60 r o No Load d G 5 kips 7.5 kips -8.5 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEER� Figure 15 0 O 0 O CD N N N 16-inch Diameter Steel Pipe Pile With Lateral Spreading Moment (kip-ft) -500 -400 -300 -200 -100 0 100 200 0 _....._ 20 40 w d d s 60 a -No Load d -5 kips 7.5 kips 8.5 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 16 16-inch Diameter Steel Pipe Pile With Lateral Spreading Shear (kips) -20 -15 -10 -5 0 5 10 15 20 25 30 0 — —.. — I 20 40 w d t 60 0 No Load d G 5 kips 10 kips 13 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Tukwila, Washin ton GEOENGINEER� Figure 17 1 20 40 80 100 120 20-inch Diameter Steel Pipe Pile With Lateral Spreading Deflection (inches) 3 5 7 9 11 13 15 17 19 No Load 5 kips 10 kips - 13 kips Lateral Pile Analysis - Deflection, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila. Washinaton GEOENGINEERS Figure 18 0 0 0 0 N O 04 20-inch Diameter Steel Pipe Pile With Lateral Spreading Moment (kip-ft) -700 -600 -500 -400 -300 -200 -100 0 100 200 300 0 20 40 w d 60 L Q. O No Load 5 kips 10 kips - 13 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS Figure 19 O 0 0 O N O 04 20-inch Diameter Steel Pipe Pile With Lateral Spreading Shear (kips) -20 -15 -10 -5 0 5 10 15 20 25 30 0 - - 20 40 d t 60 a -No Load G 5 kips 10 kips 13 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 20 24-inch Diameter Steel Pipe Pile With Lateral Spreading Deflection (inches) 1 1 3 5 7 9 11 0 20 40 r d 60 r a No Load N C 5 kips 10 kips 15 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading o Museum of Flight Covered Airpark Tukwila, Washington N GWENGINEERS� Figure21 N 0 0 0 O CD N N 24-inch Diameter Steel Pipe Pile With Lateral Spreading Moment (kip-ft) -800 -600 -400 -200 0 200 400 20 40 w d 60 t rL No Load d 5 kips 10 kips 15 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure22 0 q a O N O 04 24-inch Diameter Steel Pipe Pile With Lateral Spreading Shear (kips) -20 -15 -10 -5 0 5 10 15 20 25 30 35 0 _ _. __ 20 40 d d r 60 a No Load d G 5 kips 10 kips 15 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure23 a LJ, :1►JL71.11J�.J�.�JG./ APPENDIX A Field Explorations APPENDIX A FIELD EXPLORATIONS General Subsurface conditions at the site were explored on May 7 and 8, 2014 by advancing three cone penetrometer tests (CPT) probes (CPT-1 through CPT-3) and five borings (GEI-1 through GEI-5) 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 CPTs were completed to depths of about 92 and 100 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 6.5 to 121 feet using truck -mounted drilling equipment, owned and operated by Geologic Drill of Nine Mile Falls, Washington. The borings were continuously monitored by a geotechnical engineer 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. The first two soil samples in each boring were obtained with a California sampler with a 3-inch outside diameter as a larger sample was required for the chemical analyses. The soils encountered in the test borings were typically sampled at 5-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, with the exception of where the California sampler was used. 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 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 less than 18 inches, then the number of blows is recorded over the number of inches driven; 30 blows for 6 inches and 50 blows for 3 inches, for instance, would be recorded as 80/9-inch. The blow counts are shown on the boring logs at the respective sample depths. The SPT 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-6. Boring locations were determined in the field by measuring from existing site features. Ground surface elevations were estimated from the site survey map titled "Topographic Survey, Museum of Flight Covered Airpark" prepared by Bush, Roed & Hitchings dated April, 2014. Boring locations should be considered accurate to the degree implied by the method used. Ground surface elevations at the boring GEOENGINEER� November17,20141 PageA-1 Re No. 8039-010-00 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 logs. The logs of the CPT soundings are presented in Figures A-7 through A-9. A shear wave analyses was completed for CPT-1 and CPT-2, the results of which are presented in Figures A-10 and A-11. The CPT soundings were advanced to a depth of about 92 to 100 feet below the existing ground surface. The CPT soundings were backfilled in general accordance with procedures outlined by the Washington State Department of Ecology. GEOENGiNEER� November17,20141 PageA-2 Flle No. 8039-OIMO SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS CLEAN o �O o GW WELL -GRADED GRAVELS, GRAVEL GRAVELS GRAVEL - SAND MIXTURES AND D 0 0 GRAVELLY (LrrrLE OR NO FINES) O O GP POORLY -GRADED GRAVELS, SOILS 0 o GRAVEL - SAND MIXTURES COARSE GRAVELS WITH GM SILTY GRAVELS, GRAVEL - SAND GRAINED MORE THAN 50% OF COARSE FINES SILT MIXTURES SOILS FRACTION GC CLAYEY GRAVELS, GRAVEL - RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) O SAND -CLAY MIXTURES WELL -GRADED SANDS, CLEAN SANDS .SW GRAVELLY SANDS MORE THAN 50% SAND e RETAINED ON NO. 200 SIEVE AND (LRTLE OR NO FINES) SANDY SP POORLY -GRADED SANDS, SOILS GRAVELLY SAND SANDS WITH SM SILTY SANDS, SAND - SILT MORE THAN SD% OF COARSE FRACTION FINES MIXTURES PASSING NO.4 SIEVE (APPRECIABLE AMOUNT c/� SC CLAYEY SANDS, SAND - CLAY OF FINES) MIXTURES INORGANIC SILTS, ROCK M L FLOUR, CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS INORGANIC CLAYSLOW TO LIQUID LIMIT 7/7 C'L MEDIUM PLASTICITY,Y. GRAVELLY FINE AND LESS THAN 50 CLAYS, SANDY CLAYS, SILTY GRAINED CLAYS CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SOILS SILTY CLAYS OF LOW PLASTICITY MORE THAN 5 I I MH US MICACEOUS PASSING 200 00 SIEVEE I I OR DIATOMACEOUS CH INORGANIC CLAYS OF HIGH AINLS D LIQUID LIMIT CLAYS GREATER THAN 50 PLASTICITY OH ORGANIC CLAYS AND SILTS OF MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS — — — _ = WITH HIGH ORGANIC CONTENTS SBOLS TYPICAL DESCRIPTIONS GRAPHYM LETTER AC Asphalt Concrete CC Cement Concrete CR Crushed Rock/ Quarry Spalls TS Topsoil/ Forest Duff/Sod Groundwater Contact TMeasured groundwater level in exploration, well, or piezometer Measured free product in well or piezometer Graphic Log 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 NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Laboratory / Field Tests I reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions 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 /// FIGUREA-1 Start End Total 7 Drilled 5/7/2014 5/7/2014 Depth (ft) Surface Elevation (ft) 8 Vertical Datum Easting (X) Northing (Y) Notes: Logged By Driller Geologic Drill Checked By NLT Explorations, Inc. Hammer Drilling Data 140 (Ibs) / 30 (in) Drop Equipment System Groundwater Datum Date Measured Drilling Method Hollow -Stem Auger Diedrich D-50 Track -mounted Depth to Water ft Elevatio FIELD DATA d e E y � w - o MATERIAL REMARKS O w N Z 9CI N _ O) -� J U U `_° w DESCRIPTION a a @ t N Z O O N N y O N C N N f0 2 7 N `O iQ d 00 m o W o Z X m V rn F (7 C7 U 20 iL U SP-SM Brown fine to coarse sand with silt and clumps of silt (medium dense, moist) (fill?) �5 18 17 1 20 37 Driven 24 inches with California Saml %F 'A 18 3 2 Driven 24 inches with California Saml ML Brown silt with sand (medium stiff, moist) Note: See Figure A-1 for explanation of symbols. Log of Boring GEM Im m C. MENGINEERS Old Project: Museum of Flight Covered Airpark Project Location: Tukwila, Washington Figure A-2 Start End I Total 6.5 Drilled 5/7/2014 5/7/2014 Depth (ft) Surface Elevation (ft) 18 Vertical Datum Easting (X) Northing (Y) INotes: Logged By Geologic Drill Checked By NLT Driller Explorations, Inc. Hammer Data 140 (lbs) / 30 (in) Drop System Datum Drilling Hollow -Stem Auger Method Drilling Equipment Diedrich D-50 Track -mounted Groundwater Depth to Date Measured Water ft Elevation (ft) FIELD DATA d E E Z w m -' `s MATERIAL a REMARKS o N w C DESCRIPTION e jp L > _y � > . o a� m N 3 {Sj d c m 0 w? - a m d y � w c m C y d _a (n l- U U� U � U ii 0 SM Brown silty fine to medium sand with gravel (medium dense, moist) (fill?) 21 18 21 1 21 23 Driven 18 inches with California Sampler SA SA 5 2 SM/Ml- Brown silty fine sand to silt (loose to medium 18 7 stiff, moist) Driven 18 inches with California Sampler Note: See Figure A-1 for explanation of symbols G M E N G 1 N E E R Project Location: Tukwila, Washington ,.--- --- -- Figure A-3 Mart tna Total 6.5 Drilled 5/7/2014 5/7/2014 Depth (ft) Surface Elevation (ft) 18 Vertical Datum Easting (X) Northing (Y) Notes: L-oggea my ueologlc unii Checked By NLT Driller Explorations, Inc. Hammer Drilling Data 140 (Ibs) / 30 (in) Drop Equipment System Groundwater Datum Date Measured Drilling Hollow -Stem Auger Method Diedrich D-50 Track -mounted Depth to Water ft Elevatic FIELD DATA d E > o MATERIAL REMARKS o w 9 Z L) DESCRIPTION L n 2, O y o N 9 d d - E C .y GI a m w 7 y o N d .a c9 N d c U ii U o SP-SM Brown fine sand with silt (medium dense, moist) (fill?) ^y 18 41 1 15 13 Driven 18 inches with Califomia Saml %F 5 ML Gray silt with fine sand (stiff, moist) 18 11 2 Driven 18 inches with California Sams Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-3 Project: Museum of Flight Covered Airpark G EO E N G I N E E RS Project Location: Tukwila, Washington -0d I -__-_ _1 -- AAA nn ler Figure A.4 ( Start End Drilled 5/7/2014 5/7/2014 Total 111.5 Logged By Depth (ft) Checked By Geologic Drill NLT Driller Explorations, Inc. Drilling g Method Hollow Stem Auger Surface Elevation (ft) Hammer Drilling vertical Datum 18 Data 140 (lbs) / 30 (in) Drop Diedrich D-50 Track -mounted Equipment Easting (X) System Groundwater Northing (Y) Datum Depth t Date Measured Water ft Elevation (ft) Notes: 0 N w of Y f/! x Note: See Figure A-1 for a)qlanation of symbols IL 1 r FIELD DATA m 0 Z 5 w -- w m J `s 10 MATERIAL REMARKS DESCRIPTION � o > t N N V) V O N C N lC L CL a'y Q y C C C N c W 0 � Q' m U NH � U _N (7U �0 iiL) L sM Brown silty fine sand (loose, moist) (fill?) �h 18 15 ? 17 33 Driven 18 inches with California Sampler !F NS r 5 18 7 2 Driven 18 inches with California Sampler NS I- ML Brown mottled silt with sand (stiff, wet) 10 18 8 3 r [Jh SP Dark gray fine to medium sand (medium dense, wet) 15-118 15 4 �O F 20 18 18 5 SA Grades to fine to medium sand 18 6 SA Sa-sM Dark grayfine to medium sand with silt r 25 18 12 6 (medium dense, wet) ^a SM Dark gray silty fine to medium sand (medium 30 18 12 7 dense, wet) r ^h 35 0f Log of Boring GEI-4 TProject: Museum of Flight Covered Airpark I G M E N G I N E E R ct Location: Tukwila, Washington _.. ,....... __ Fiqure A-5 W 35 4C �h 4; 5C 3h 5! Si FIELD DATA sJ MATERIAL d y O z DESCRIPTION U a1 CL N N C an d a.)e0 . V Cn U 0 U iiUm 18 6 ML Dark gray silt with sand (medium stiff, wet) SM Dark gray silty fine sand (medium dense, wet) 18 11 9 SM/ML Dark gray silty fine sand to sandy silt (medium 18 10 10 dense to stiff, wet) 12 10 11 18 17 12 %F 34 43 SM Dark gray siltyfine sand (medium dense, wet) 18 11 13 ML Dark gray silt with fine sand (medium stiff, wet) 18 4 14 — ML — — — — — — -- Gray silt with clay (very soft, wet) 18 1 15 18 0 16 Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-4 (continued) REMARKS Project: Museum of Flight Covered Airpark G EO E N G I N E E RS OProject Location: Tukwila, Washington Figure A-5 .t n FIELD DATA `° MATERIAL REMARKS _ ° d CL A E W Z 8J > w d N p� J ,� DESCRIPTION coi N 3 V d E •y a; .0 o y N .- y m m a m U fn F CO (7 U 2 U ii U 18 0 AL 49 AL (LL = 47; PI = 18) 18 0 18 18 3 19 SM Dark gray silty fine sand (medium dense, wet) 18 20 20 SP-SM Dark gray fine to coarse sand with silt and shell 12 47 21 fragments (dense, wet) SP-SM Dark gray fine to coarse sand with silt and shell 18 56 22 fragments and occasional gravel (very dense, wet) 1:123 SA Grades to dense 17 11 SA �I ml0 8I xl Y Note: See Figure A-1 for explanation of symbols. U_ Log of Boring GEI-4 (continued) U Project: Museum of Flight Covered Airpark I G EO E N G I N E S RS Project Location: Tukwila, Washington FinurP A-5 Start End Total 1215 Drilled 5/8/2014 5/8/2014 Depth (ft) Surface Elevation (ft) 16 Vertical Datum Easting (X) Northing (Y) Notes: Logged By Geologic Drill Checked By NLT Driller Explorations, Inc. Hammer Drilling Data 140 (lbs) / 30 (in) Drop Equipment System Groundwater Datum Date Measured Drilling Hollow -Stem Auger Method Diedrich D-50 Track -mounted Depth to Water ft Elevatio a QO g_ O f Y N W O FIELD DATA 0 MATERIAL REMARKS d EM ° y M ° Z DESCRIPTION @ L > a Z O � 0 N 3 �m y — E C n N O. w 7 y o y« Ae an d c W 0 m U U, m U CD o iU a iLU 0 SP Dark brown fine to medium sand with trace silt �h (loose, moist) (fill?) i 6 3.6 Dmen 18 inches with California Saml 18 12 SA SA 5 18 15 2 Dri%en 18 inches with California Sarni Sm Brown silty fine sand (very loose, wet) 10 12 2 3 h 15-115 2 4 J-- — — -- SP-SM — — — — — — — — — — — — — — — — — — — Brown fine to medium sand with silt (loose, wet) 20 12 7 5 I /. SP _ _ Dark gray fine to medium sand with trace silt and occasional lenses of silt (loose, wet) 25 6 6 5 ^O i I i i 30 12 6 7 25 12 ^y %F N I Note: See Figure A-1 for e)planation of symbols. rc a Log of Boring GEI-5 ler Project: Museum of Flight Covered Airpark Project Location: Tukwila, Washington GMENGINEERS Ovx Figure A-6 w L ° 5 ° FIELD DATA d E E M c o s MATERIAL � a 0 DESCRIPTION =_ REMARKS Z > � N o u — " E m c n io C m a y o c c U) F- CO C7 U i U .9 U 5 15 13 SP/SM Brown fine to medium sand with lenses of silty fine sand (medium dense, wet) 18 14 9 18 21 10 SM Dark gray silty fine to medium sand (loose to medium dense, wet) 18 7 11 ML Gray silt with trace fine sand and clay (medium stiff, wet) Grades to fine sandy silt 18 4 12 18 4 13 Grades to soft 18 1 AL 34 AL (non -plastic) -------------------------- MH Gray clayey silt (medium stiff, wet) 18 4 15 18 0 16 i i INote: See Figure A-1 for explanation of symbols. U Log of Boring GEI-5 (continued) Project: Museum of Flight Covered Airpark m� G M E N G I N E E RS r Project Location: Tukwila, Washington Finura A -A 0 d LU 80 85 90 95 100 10 M 5 0 FIELD DATA I E E `s MATERIAL 0 N 9 Z > O DESCRIPTION a� U H 30 �m U o E C y N L N w �.'y O� C .o� C c� X m V CnF _ UU iU U-0 18 0 17 18 2 18 SM/ML Gray silty fine sand to sandy silt (loose to medium stiff, wet) 18 5 19 SM Dark gray silty fine sand (medium dense, wet) 18 28 20 %F 26 17 12 50 SA SP-SM Grayfine to warse sand with silt and shell 11 11 fragments (very dense, wet) SM Dark gray silty fine to coarse sand with occasional gravel (medium dense, wet) 18 23 22 ML Dark gray silt with fine sand (stiff, wet) 18 14 23 SM Gray silty fine to medium sand with trace gravel (medium dense, wet) i 18 24 %F 14 33 ML Gray silt with fine to coarse sand (hard, wet) Note: See Figure A-1 for explanation of symbols. f Log of Boring GEI-5 (continued) REMARKS SA �; Project: Museum of Flight Covered Airpark G M E N G I N E E R S /// 1 Project Location: Tukwila, Washington Figure A-6 FIELD DATA ` m E U)M Z > rn o J o MATERIAL DESCRIPTION REMARKS f0 L N @ > Z O N N 30 t! y p N, C N f6 L O. N a'Vl O (0 N C Nc w o W m U U) F � t7 tD U g I r I I I I I I 120 12 88 25 I I I I I I DI Nli W of �I `9 �I ml. $I, xl x I Note: See Figure A-1 for explanation of symbols. U Log of Boring GEI-5 (continued) M Project: Museum of Flight Covered Airpark ql G EO E N G i N E E RS- Project Location: Tukwila, Washington .. ____ -- FiaureA-6 0 0 10 �0 0 40 h 90 0 10 80 0 D veotngineers - Museum of I -light Govered Airpark Operator: Springer CPT DateMme: 5/7/2014 8:54:25 AM Sounding: CPT - 01 Location: Museum of Flight Cone Used: DDG1238 Job Number: 8039-10-00 Figure A-7 Tip Resistance Friction Ratio Qt TSF Fs/Qt (%) 500 0 7 I I I I I I I I I I I I I I I I I I �a�l I II I i i I I I I I I I I I III 11 I II II j I I I I I , I I I 1 I I I ' I 1 I I I j I I i I I I I ! I I I I I I I I I I I j I I I 1 I I I I I I I II I_ __ _ _I_ __� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ! I I I I I I I I I I I I I I I I I 1 1 I I 1 i I I I I I I I I I I I I I i I I I I I I I I I I I I I I j I I I I I I I I I I I I I , I I I I I I I I I I I I I I I I I I I I Maximum Depth = 93.67 feet Soil Behavior Type' Zone: UBC-1983 0 12 1 I I I I I� II 11�• I I 'I I I II .I I I I�� 1 _ L _ I � I I I I I I I I I I I I 1 I II I I I I I ! ' jI �I I I I I I I I I _III I• _ III II J I ' I j TI- I I I I I I I I I I I I I I I ! I I I I I ,1! II111 1 I I i l l l l l l l Depth Increment = 0.164 feet SPT N' 60% Hammer 0 120 I I I I I 1 1 i I I I I ' j I I I I I I I i I I I I. �I I I I I j � I I I I I I I i I 1 j I I I I I I I I I I I jI I I I I I I I I I I I I I I 1 I I I III I I I I IIII I I I I I I ' I I I I I I I I I I i i I I i I I I I I I I I I I I I i I I I I I I I I I I 1 I I ; I I I 1 I I I j I I I I i I I I I ��111 I I I I I I I 1 sensitive fine grained ■ 2 organic material ■ 3 clay ■ 4 silty clay to clay ■ 5 clayey silt to silty clay ■ 6 sandy silt to clayey silt ■ 7 silty sand to sandy silt ■ 10 gravelly sand to sand C 8 sand to silty sand ■ 11 very stiff fine grained (') ■ 9 sand ■ 12 sand to clayey sand (*) veotngineers - iviuseum or t-ngni uoverea Hirpam Operator: Springer CPT Date/Time: 5/7/2014 11:00:00 AM Sounding: CPT - 02 Location: Museum of Flight Cone Used: DDG1238 Job Number: 8039-10-00 Figure A-8 Tip Resistance Friction Ratio Qt TSF Fs/Qt (%) 0 500 0 7 0 -- — T 10 20 30 40 h 50 60 70 80 90 100 r I I I I I I I I I I I I I I I i I r I I r I Ir I I I I 1 I I I I I I I I I I I I I I I I I I I I I ssI I I I I I I I I I I I I I I I I I I I I I I, r I I I- I r I I I I I I I I I I I I I I I I I I I I I ! I----r---'r-,.--; r-r--ram iI I I I I i I I I I Maximum Depth = 91.70 feet 1 sensitive fine grained ■ 4 silty clay to clay E 2 organic material 5 clayey silt to silty clay ■ 3 clay 6 sandy silt to clayey sil Pore Pressure Soil Behavior Type* SPT N* Pw PSI Zone: UBC-1983 60% Hammer -20 140 0 12 0 120 I I tJ i I I I I - i I ' I I I I I I I I l i I ILI 1 I I I I I I I 1 I I I i I I I I I i I i II I j I I l I I! I I I I I I I ! I I I i I I I I III I j f !-I- I I I I j I I I I I I I I I I 11 1 1 1 I I I I w I I I I I I I I I I I I I I I I 1 r-r-I --r- r � I I I 11 I l l l l l l l l� � I I I I I I I I 11 1 1' I I i Depth Increment = 0.164 feet ■ 7 silty sand to sandy silt E210 gravelly sand to sand 8 sand to silty sand 11 very stiff fine grained (*) t lJ 9 sand 12 sand to clayey sand (*) veoLngineers - Museum of Flight Covered Airpark 0 0 10 -0 0 40 �O 1 3 r� 80 Operator: Springer CPT Date/Time: 5/7/2014 12:41:54 PM Sounding: CPT- 03 Location: Museum of Flight Cone Used: DDG1238 Job Number: 8039-10-00 Figure A-9 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qt TSF Fs/Qt (%) Pw PSI Zone: UBC-1983 60% Hammer 500 0 7 -20 140 0 12 0 120 4 1 1 I '« I I I I. SSS I I I I I I I I I i t I I I I I I I • i I I I I I I I I I I I , I � I I I I I I i I � I I I I I I I I I V I I 1 I I I I I I I I I I I I I ! I I I I I I I I I I I I I I I I I I j i i I I I I t I � i i ' I � 1 i I � ',1✓rl I i i i � ! I i �I l I I I -1 - . _ - - _ _ _ I _ � - -I - i i l i l I 1� I I I I I I I - � I I �• I I I� I I I I � I I I I I I I I 1 I I I I I I I _ I 1 ' I I � I I '. ! I ! I � I I i 1 • I_:l_; _' I I I II! I I I I I I I I I I I I� I I I I I I I I I I I I I I I I I I I I I �I• I I I ', I I I I I 1 I 3. I I i it I i I I I 11 1 I I i— -I--r-'--r-r-r -, - -r rr-rr-r �-rr-1-r -�-i-I -Ir'r 7 • i l l l I I 4 I 1 1 i i I i 1 I I I 1 I I , I I I ' I I I I I I I i � � i t •. I I I I 1 � � I , � � 1 i II I I i 11 � i 1� � I I• I � 1 Maximum Depth = 99.74 feet ■ 1 sensitive fine grained ■ 4 silty clay to clay ■ 2 organic material ■ 5 clayey silt to silty clay ■ 3 clay 6 sandy silt to clayey silt Depth Increment = 0.164 feet ■ 7 silty sand to sandy silt ■ 10 gravelly sand to sand C 8 sand to silty sand ■ 11 very stiff fine grained (*) ■ 9 sand ■ 12 sand to clayey sand (*) Seismic Shear Wave Velocity Museum of Flight Covered Airpark - CPT Ol Figure A-10 - epth 6.726ft --- -- --- -- - , Delay Y 15.12ms ef* �- ----- - ------------------- ---------- - - - - -- Velocity* /�`w epth 13.287ft Delay 29.37ms of 6.726ft - - --- --- -- c=Y.------------------- ------------------- __ Velocity 439.5"'/ J ; epth 19.685ft e p J Delay ef 13.287ft �/�l-mac' - ty 441s - - � Velocity 41.4! / epth 26.247ft` - - Delay 55.07ms -- of 19.685ft �- - - --- --------- - ------------- Velocity 568.5"-/ Delay 66.71ms epth 32.649fti of 26.247ft __ ____________- I___ ! Velocity 546.86ft/ epth 39.206ft' Delay 78.86ms Velocity 538.3" / \- of 32.644ft e.- ----------------------- ----------------- epth 95.768ft� Delay 90.81ms of 39.206ft _ _ Velocity 547.6 / epth 52.329ft - -\v%' - Delay 102.53ms of 95.768ft\ �____--------.___- - v. --------- - Velocity 558.9Stt/ epth 58.727ft, Delay 113.55ms .ef 52.329ft �� _____________ Velocity 579.99ft/ iepth 65.289ft of 58.727ft iepth 71.850ft .ef 65.289ft )epth 78.248ft tef 71.850ft -_ )epth 84.810ft tef 78.248ft )epth 91.043ft� tef 84.810ft )epth 93.832ft tef 91.043ft 0 50 vr1 i V 100 150 Time (ms) Hammer to Rod String Distance 0.9 (m) * = Not Determined Delay 125.34ms -- I Velocity 555.6 / Delay 136.87ms Velocity 568.9 / Delay 148.55ms Velocity 547.37ft/ Delay 160.22ms _ v Velocity 561.4"'/ j 200 Delay 170.11ms Velocity 630.4 / Delay 172.76ms 4 Velocity 1049--t 250 Seismic Shear Wave Velocity Museum of Flight Covered Airpark - CPT 02 Figure A-11 )E i 6.726ft - - Delay 17 2ms tef* ' ---- ------- - - - - -- ----=-- - - - -- - - - - -- Velocity* )epth 13.287ft' - Delay 32.58ms ZE` 5.726ft _____----- Velocity 413.47ft/ )enth 19.685ft, -- - - -' -- Delay 44.72ms ZE-3.287ft ---- I :---------------------- ------ _-___________1 Velocity 518.10ft/ )E 1 26.247ft i �� teL 19.685ft - - -- _•._____________ Delay 55.43ms Velocity 607.99ft/ )ei 32.644ft tef 26.247ft � --- Delay 68.47ms Velocity 487.91ft/ - - - ---- -- - - - ---- )epth 39.206ft1 tE 32.649ft Y� - _____---_----_------ Delay 81.83ms Velocity 489.53ft/ - - )e-`i 45.604ft :e 19.206ft/ -- _ - - 'i - Delay9 3.51 ms Velocity 546.46ft/ _ )e a 52.165ft -- - - tef 45.604ft Delay 105.19ms ------------- ------------- Velocity 560.81ft/ )epcn 58.727ft :ef 52.165ft - /\---- -\I-_----------- ------ -�, Delay 117.18ms Velocity 546.42ft/ iepth 65.125ft11 e ' ;8.727ft ���- - - --- ------ -- -- Delay 128.43ms - - Velocity 568.07ft/ ie i 71.686ft. '.e_ 5.125ft f/ \ _ _ _-------- Delay 140.30ms 1 Velocity 552.08ft/ le i 78.084ft i _ -- .ef 71.686ft iepth 84.646ft .e` 18.084ft enth 91.207ft� .e 4.646ft 0 50 100 150 Time (ms) Hammer to Rod String Distance 0.9 (m) * = Not Determined Delay 152.29ms Velocity 533.10ft/ Delay 163.74ms Velocity 572.97ft/ Delay 173.43ms Velocity 677.00ft/ 200 250 APPENDIX B Laboratory Testing APPENDIX B LABORATORY TESTING 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), sieve analyses and Atterberg Limits. The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM) or other applicable procedures. Additional soil chemical analytical testing was completed on some of the soil samples to provide a basis for developing general recommendations for soil handling during construction. The results of this testing is provided in a separate report dated September 25, 2014. 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 logs in Appendix A at the depths at which the samples were obtained. Percent Passing U.S. No. 200 Sieve (%F7 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. Sieve Analyses Full sieve analyses were performed on selected samples in general accordance with ASTM D-422. The wet sieve analysis method was used to determine the percentage of soil greater than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted, classified in general accordance with the USCS, and presented in Figures B-1 and B-2. 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-3. The plasticity chart relates the plasticity index (liquid limit minus the plastic limit) to the liquid limit. GWENGINEERL November 17, 20141 Page 8-1 File No. 8039-010-00 a O N M c6 0 a a C 0 0 0 CD co O 00 0 o W N W-- > W o � c *� (n M -- M V'1 M-- O 0 0 0 � O O O H W --- J_ N � O � --- 0 o O O O a U � F, C� A w w 00, -- --- --- --- --- --- - - --- ---- --- --- ---- W C7 w W � O U --- ---- --- --- --- --- --- --- --- --- --- --- --- --- --- -- --- ---- --- --- --- --- --- --- --- --- --- --- --- --- --- --- ---- --- --- ---- w ra cc m 0 U W �A .7co C1 0) 000 1HJ13M � too AS LO JNISSdd � M 1N30b3d N O S�r SIEVE ANALYSIS RESULTS FIGURE B-1 U z O U t LL 3 � c U � J O 'y 3 0 m a� QN Z O� �w LO N Q � W O az w J Q } U O O O O W N 4t (n o W W o It Q � 0 � Z Q H U) D M V M V1 M 0 0 0 0 0 0 r 0 0 O O O O O O O O O O O O O O 00 ti O U*) ICT M N r- 1HJ13M AB JNISSVd 1N30213d a O U a o� oa 0 U I II II CI c CD a acan can Q c N U C C N y a� t E )E Cl) i O 3 �I g o c E U C y J w O C N o � w U CD N 0 N 0 CL w N O *13Wcn . } 0 o SIEVE ANALYSIS RESULTS 9 GWENGINEERS r B_2 o ,� FIGURE 0 0 0 rn O 00 cn F- �D Q F— ` o p � FT- Ci U J Q J73 of F- M O N00 0 O CO LO � (M N O O X3aNl Ail0IlSVId GEOENGINEERS ATTERBERG LIMITS TEST RESULTS FIGURE B-3 C_ L V� = O O O CJ G O / L J .ci J U v co a a 0 a 0 0 m Cl) O co z 0 a � U J � cn W .. _J �e ~ w �Z a- O_e CJ - J v w= �Z � H v' �O U J � a= �w z o� �m � o� � az x w J 0 � O r APPENDIX C Previous Studies APPENDIX C PREVIOUS STUDIES GeoEngineers reviewed logs of previous explorations completed in the general vicinity of the project. The locations of previous explorations are shown on the Site Plan, Figure 2. The logs of some of the previous explorations are presented in this appendix and include: ■ The logs of two borings (GEI-1 and GEI-4) and one cone penetration test (CPT-1) completed in 2010 by GeoEngineers in the report entitled "Geotechnical Engineering Services, Museum of Flight Space Shuttle Gallery, Tukwila, Washington." ■ The logs of three borings (B-1, B-2, and B-7) and two cone penetration tests (CPT-1 and CPT-2) completed in 2009 by GeoEngineers in the report entitled "Geotechnical Engineering Services, Aviation High School at the Museum of Flight, Tukwila, Washington." ■ The log of one boring (DM-1A) completed in 1986 by Dames & Moore for an unknown project GEoENGINEER . November17,2014i PageC-1 File No. 8039-010-00 zrar[ tno i Total 141.5 Drilled 6/3/2010 6l4/2010 Depth (ft) Surface Elevation (ft) 16.0 Vertical Datum Latitude Longitude Notes: Logged By MJP Checked By NLT Driller Gregory Drilling Hammer Automatic Drilling Data 140 (lbs) / 30 (in) Drop Equipment System N/A Groundwater Datum Date Measured 6/4/2010 Drilling Method SPT/Mud Rotary CME-85 Depth to Water ft Elevation tit' 3.8 12.2 FIELD DATA m E m 0 MATERIAL DESCRIPTION m a REMARKS Q 0 N (ap7? m E ;n m �' p N m o. a v O` w _ [L Co U !n i— U 0 c i [p ' 9 o AC I % inches asphalt, 4 inches base course S1,4 Brown silty fine to medium sand (loose, moist) (fill?) 14 6 1 NS 5 ^0Xj 18 2 2 YJ NS MC=20 % SM Dark brown silty fine to medium sand (very loose, wet) 10 18 1/18" 3 NS MC=38% 6 % F=27 SP-SM Dark gray fine to medium sand with silt (loose, wet) 15 8 4 4 �O SP Dark gray fine to medium sand with trace of silt - 20-1 8 5 (very loose, wet) MC=28% _h % F=3 - 25 .�O Grades to fine to medium sand with trace silt 30-1 30 6 6 Grades to loose to medium dense s5 ]0 10 6 6 35 Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-1 Project: Museum of Flight Space Shuttle Gallery C.a Ed E NG I N E E RS Project Location: Tukwila, Washington ID—;--4- At....,L....-. onen nnn nn Figure A-2 0 w HLLU uAIA d v E E 0 MATERIAL w % 8 N z m � DESCRIPTION ma REMARKS c �, Z> a, u m C" c U c c. o�, �y C am CX a 0- v`o m o —°� m o @aNi U rn H is m 0 Qm C9 U m ma xm > 35 40 12 6 7 MC=23% %F=6 45 SM Gray silty fine sand (mediumdense, wet)t) 50 14 14 8 55 Grades to loose 60 18 4 9 MC=32% ML Dark gray silt with fine sand aed trace organic matter (very soft, wet) 65 70 18 1/18" 10 MC=40% 11 AL; MC=44% CS; MC=47% 75 Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-1 (continued) Project: Museum of Flight Space Shuttle Gallery G EO E N G I N E E R S Project Location: Tukwila, Washington Figure A o s W C 8( doh 8: 9C Jh 95 �O z 100 - 05 z 0 u z 105 5 90 U 2 110 0 o 115 ^�O FIELD DATA _' MATERIAL v m K di z o d �, m v DESCRIPTION m E m REMARKS N 8 u — m Ey c @ t N 0A O a a.... U W F CO 0 0 (n = > 78 1/I8" 12 AL; MC=46% 14 18 13 Possible sand lense 3M Gray silty fne tto mediem sand (medium dense, wet) 14 26 14 MC=26% %F=14 Gravel layer at106feet Grades to dense with shell fragments 18 47 15 ML Gray fine sand silt (medium stiff to stiff, wet) w� Note: See Figure A-1 for explanation of symbols. a Log of Boring GEI-1 (continued) Project: Museum of Flight Space Shuttle Gallery G EO E N G I N E E R Project Location: Tukwila, Washington r,I...y.k— 0111 ,,,,o -- Figure A-2 120 125 130 135 140 HtLU UAIA MATERIAL REMARKS m a E S ; �, DESCRIPTION as p N V - p fE6N C L T O.'tA P� c m mm (9 0 U 10 x> 18 6 16 18 1/18" 17 AL; %M=41 ML Gray clayey silt with trace fine sand and shell fragments (very soft, moist) 18 1/18" 18 AL; %M=40 SM Gray silty fine to medium sand with shell fragments and trace gravel (dense, wet) 16 33 19 ML Bluish gray clayey silt with trace silt and fine sand (very stiff, wet) g 29 20 MC=31% Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-1 (continued) Project: Museum of Flight Space Shuttle Gallery G ECG E N G I N E E R S Project Location: Tukwila, Washington Figure A-,' ofz F w z of atart tna I Drilled 6/3/2010 673/2010 Total 16.5 Depth (ft) Logged By MJP Checked By NLT - Driller Gregory Drilling DdIlin Methogd SPT/Hallow-stem Auger Surface Elevation (ft) 160 Vertical Datum . Hammer Automatic Data Drilling CME-85 140 (lbs) / 30 (in) Drop Equipment Latitude Longitude System Datum N/A Groundwater Depth to Date Measured Water Elevation (ft) Notes: Auger Data: 41/4-inch I.D; 9-inch O.D. 6/3/2010 9.5 6.5 FIELD DATA v d E i; a MATERIAL o 0 d m DESCRIPTION E REMARKS (6 C �• > N 8 I V W C EN L a'cc N 7N m �- VO (> a) Fm o m a� m g m m a 0 sh AC 4 inches asphalt; 6 inches base course Dark brown fine sand with silt (loose, moist) SP-SM 15 10 1 NS 5-1 o s 18 9 2 Grades to loose to medium dense NS r Z •_ SP-SA4 Dark brown fine sand with silt and occasional - to 12 6 3 gravel (loose, wet) NS h. SA4 Dark brown silty fine sand with trace organic matter (very loose, wet) - 15 18 1/18" 4 X. NS MC=54% _O %F=39 mj aJ 0 f I Note: See Figure A-1 for explanation of symbols. t a Log of Boring GEI-4 Project: Museum of Flight Space Shuttle Gallery G M E N G I N E E R Project Location: Tukwila, Washington n1—L" -. onon nnn -- Ficlure A-5 Tip Resistance Qt TSF " 0 0—,—r—r 20 40 Depth 60 (1t) 80 100 120 Operator: Witthus Sounding: CPT-1 Cone Used: DSG1015 400 1 1 1 1 I I I 1 1 I I I I I 1 1 I 1 1 1 1 I I I 1 I I I 1 I 1 1 I I 1 I 1 I I 1 I I 1 1 I I 1 I I I I I 1 I 1 I 1 I ! I I 1 I 1 1 I I 1 1 1 1 1 1 I 1 j 1 I 1 I 1 1 1 1 7 1 I 1 I I I 1 I 1 I I I 1 1 1 I 1 I 1 1 1 1 I I I 1 1 1 I I 1 I 1 I I I 1 1 1 I 1 I I 1 1 1 1 1 I I I 1 1 I 1 1 I 1 I 1 I 1 I I I 1 1 1 1 I 1 1 i 1 1 I 1 I I I I I 1 i I 1 I I I 1 1 I --I--i--T-- 1 I I I I I I I I I I I I I 1 1 1 1 I I 1 1 1 I I 1 1 I 1 I 1 I 1 I 1 1 1 1 ! I I 1 1 1 i I I 1 I 1 1 I 1 I 1 I 1 I i I I 1 1 1 1 I I I 1 1 1 1 1 I I 1 I I I 1 I 1 I I I I I I I I I I 1 1 I 1 I I I 1 1 I I 1 1 I 1 1 I 1 1 1 I I 1 I I 1 1 I I I I I 1 1 I I i I 1 1 1 I I i I I I i I 1 1 1 1 I i I I 1 I I I I I I 1 I I I I I 1 I 1 1 1 1 1 1 I 1 I I 1 1 1 I 1 i 1 I I I 1 I 1 1 1 1 i 1 1 1 1 I I = 1 1 I 1 I I I I I 1 1 I I I 1 r 1 I I I 1 f I I i I 1 1 I 1 1 1 = 1 1 I I 1 1 1 I 1 I I i 1 1 I 1 1 t 1 1 I I 1 1 I I 1 1 1 1 I 1 I I 1 I I 1 1 I I I 1 I I I 1 I I 1 I 1 1 1 1 1 I 1 1 1 I I I I 1 I 1 1 1 1 1 I I 1 1 1 1 1 I I I I I I I 1 1 1 1 1 1 I I I 1 1 1 1 I 1 1 ) I 1 1 1 I 1 1 i I 1 1 I I 1 I i I 1 1 I t 1 1 1 I 1 1 I Friction Ratio Fs/Qt (%) 0 4 CPT Date/Time: 5/171201011:45:56 AM Location: Museum of Flight Space Shuttle Gallery Job Number: 8039-00&00 Pore Pressure Sail Behavior Type" SPT N" Pw PSI Zone: UBC•1983 60% Hammer -10 50 0 12 0 50 Mapmum Depth=105.32 feet (`> 1 sensitive fine grained ■ 4 silty clay to clay ■ 2 organic material ■ 5 clayey silt to silty day ■ 3 day 6 sandy silt to clayey silt Pre -dulled top 18 inches. 'Sall behavior type and SPT based on data from UBC-1983 M i I 1 1 {Alp 1 I 1 I 1 I I 1 I I 1 1 1 I I I I I 1 1 1 1 1 1 1 I I 1 I I I I I t l l l l 1 1 1 1 1 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 I I I I I I I I 1 1 I 1 I I I 1 i 1 I 1 I i 1 1 1 I 1 1 1 1 I -T I I I I I I I I I I f l l l l 1 1 1 I t I I 1 1 I 1 I I I I I I I I I I I I I I I I I I t I 1 I 1 1 I I I I I 1 1 1 1 1 I t t l l I I I I I Lai- J_1_1 1 I I 1 1 I I I I I I I I I I I I I i l l l l 1 1 1 1 1 I I t I i I I I 1 1 1 1 1 1 11 1 1 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I L _1_J_ _L 1 I I I 1 I 1 11 1 1 1 I I I I I 1 I I I 1 1 I I 1 1 I I 1 1 I 1 1 I I I I I 11 I 1 1 1 1 1 1 I I I i l I I i I 11 1 1 1 1 1 I I I I I I I I 1 1 I I I 1 1 I I I I I I I I I I I I 11 1 1 1 I t l l l I i l l l I I I I I 1 1 1 1 1 I I I I I I I I I I I I I I I 11111111111 �111 Depth Increment = 0.131 feet 7 silty sand to sandy silt 010 gravelly sand to sand 8 sand to silty sand ■ 11 very stiff fine grained(*) 9 sand 012 sand to clayey sand(*) In Situ Engineering Cone Penetrometer Data Museum of Flight Space Shuttle Gallery Tukwila, Washington I GWENGINEER� I. FigureA-6 I "' =1° Drilled 7/21/2009 7/21/2009 Total Depth (ft) 118.5 Loggea by 13F'U Checked sy NLT Driller Geologic Drill Drillin Meth Hollow -stem Au er1SPT g Surface Elevation (ft) Vertical Datum 18 0 Hammer Rope and Cathead Data Drilling XL Trailer Ri g 140 (lbs) / 30 (in) Drop Equipment Latitude Longitude System N/A Datum Groundwater Depth to Date Measured Water ftElevation (ft) Notes: Auger Data: 3% inches ID, 7 inches OD 7/21/2009 8 10.0 FIELD DATA m s MATERIAL � m DESCRIPTION REMARKS y a W 0 c0i � 3 � _ m EH u co � d r cL Q� 3N ca „� Ny o 0 O 2 m C� CO U 0 SM Dark reddish brown silty fine sand with trace gravel (medium dense, moist) (fill) sh 18 21 1 16 SA, %F=17 ry clay with trace silt and organic matter wet) 18 1 3 1 2 10 47 �rvl 131ack silty fine to medium sand witll occasional lenses of silty sand (loose, wet) 18 8 3 12 SA, %F=14 1 18 10 4 z c� z 20 12 1 10 1 5 18 I 13 I 6 I : 2 inch silt lense with trace organic matter 36 I I %F=16 30—J I I I K-I.i.l I Note: See Figure A-1 for explanation of symbols. u Log of Boring B-9 o� Project: Aviation High School a �J /�/ Project Location: Seattle, Washington G EO E N G I N E E R �! —•r�� Prnicr4 Pli emKcr nn� nn Figure A-2 o w N O W 0 30 35 — 40 — 45 — 50 — 55 — 60 — 65 — HUD DA[A S' o MATERIAL a 2 CL E v $ 2 8 DESCRIPTION In „N Q Q- 7 yy N N C it m U (0 C7 L7 U f U 0 18 16 7 2 inch organic layer at 33 feet SP-SM Black fine sand with silt (loose, wet) 18 5 8 27 ML Dark gray sandy silt (medium stiff, wet) 18 7 9 SP-SM Dark gray fine sand with silt and trace organic matter (medium dense, wet) 18 15 10 31 Au, Dark gray sandy silt (soft to medium stiff, wet) 18 4 II ' MUSM Dark gray interbedded sandy silt and silty fine sand (medium stiff, loose, wet) 18 6 12 34 SM Black silty fine sand %vith lenses of silt (medium dense, wet) 18 16 13 ML Dark gray clayey silt (very soft to soft, wet) Note: See Figure A-1 for explanation of symbols. Log of Boring B-1 (continued) REMARKS SA, %F=5 %F=1 I OJI Project: Aviation High School GEOENGINEERSProject Location: Seattle, Washington Figure A-; m 0 70 — 75 — 80 — 85 — 90 — 95 — 100 --1 FIELD DATA o 9 0 MATERIAL DESCRIPTION REMARKS V d E �, Z O U c _0 W 0 '.C� O. @ 'A OA C c N Q tY fD U tq E• U U' U 20 pr IS 2 14 35 AL 18 4 15 MULL Dark gray clayey silt to clay with trace organic matter (soft, wet) 18 3 16 18 4 17 50 AL 18 0 18 SN1 Dark gray silty fine to medium sand with fine 18 21 19 shell fragments (medium dense, wet) 26 %F=13 ;= SW-SM Gray gravelly fine to medium sand with silt (dense, wet) ]S 36 20 16 Rough drilling Note: See Figure A-1 for explanation of symbols. Log of Boring B-1 (continued) Project: Aviation High School G EO E N G I N E E R Project Location: Seattle, Washington Fiq ure A-2 105 — 110 — 115— t-ItLU UAIA MATERIAL REMARKS E E a g m DESCRIPTION 2 0 0 W m ° Q= m E U N �? 'S a �.y O 00 `w N 20 o O? cog 0 SM Dark gray silty fine to medium sand with gravel z1 and trace shell fragments (very dense, wet) 17 50/5" SP-SM Brown to gray fine to medium sand with silt ll 5015" 22 (very dense, wet) 18 SM Brown silty tine to medium sand (very dense, wet) 10 5014" 23 Gw-GM Gray fine to course gravel with silt (very dense, ° wet) 01111 3 50/3" 24 0 Note: See Figure A-1 for explanation of symbols. Log of Boring B-1 (continued) Project: Aviation High School E V EO E N G I N E E R S r Project Location: Seattle, Washington Figure A-2 Drilled alarr tna Total 7/21/2009 7/21/2009 Depth (ft) 14 Logged 13y Checked By BPD NLT Driller Geologic Drill Drillin g Method Hollow -stem Au er/SPT 9 Surface Elevation (ft) 18 0 Vertical Datum Hammer Data Rope and Cathead Drilling XL TRi railer 9 140 (lbs) / 30 (in) Drop Equipment Latitude System N/A Groundwater Longitude Datum Date Measured Watertft Elevation fl Notes: Auger Data: 3% inches ID, 7 inches OD 7/21/2009 11 7.0 FIELD DATA v m a d E m 0 MATERIAL "` m m DESCRIPTION * REMARKS G) "" CD c O O W W @ 12 A @ m rn c ° 4V O za o 0 rY m U toH a 00 o g 0 O SM Dark brown silty fine sand (loose to medium dense, moist) h . 14 10 1 to SA, HA, %F--27 5 ML Gray silt with trace organic matter (medium stiff, 18 5 2 wet) 10 18 t5 3 SP Black fine to medium sand (medium dense, wet) Note: See Figure A-1 for explanation of symbols. Log of Boring B-2 Project: Aviation High School G M E N G I N E E R Project Location: Seattle, Washington --� DrnionF AID imh�r 747n nn7 nn Figure A-3 Drilled l oral 19 7/22/2009 7/22/2009 Depth (ft) �vayc�, �r or-v Checked By NLT Hammer Rope and Cathead Drilling Data 140 (lbs) / 30 (in) Drop Equipment Surface Elevation (ft) 19.0 Top of Casing Vertical Datum Elevation (ft) Latitude System Longitude Datum Notes: Auger Data: 4'% inches ID, 8 inches OD Driller Geologic Drill Drilling Hollow -stem Auger/;: Method XL Trailer Rig A 2 (in) well was installed on 7/22/2009 to a depth of (f Well was developed on 7/22/2009. Groundwater Depth to Date Measured Water ft Elevat N/A 8/5/2009 12.1 6.89 FIELD DATA WELL LOG v d £ E ^ C MATERIAL locking J plug c o 6 z d o DESCRIPTION o 2 05 Flush-m o ; m E d CLCLS C y � a0i a steel monume m ca @ Le 8 N p 0 Z w a 0 Q U) c9 c9U U a— \ \ AC 2 inches asphalt concrete and 1 %cinch base /\ i\ course 1,0 �� /\ Concrete s seal SM Dark brown silty fine sand with chunks of silt e50, (till) 18 5 1 Bentonite i 2-inch Sch '� 40 PVC wt 5 ya 0 4 casing ML Brownish gray clayey silt with trace sand (sof, wet) 6.0 Q 3 3 2 - 8.0 oa 10 SP-SM Dark brown fine sand with silt (medium dense, moist) Z 10-20 silk 18 19 3 Colorado s 2-inch Sch 40 PVC sc y 0.02 inch i width 15 SP Dark gray fine sand with trace silt (medium dense, wet) . 18 12 4 16.0 ion end cap pl Note: See Figure A-1 for explanation of symbols. Log of Monitoring Well B-7 s Project: Aviation High School m Project Location: Seattle, Washington G EO E N G I N E E R S wnt Wult een. 1-1 ig Figure A-, veotngineers Tip Resistance Qc TSF 0 0 Operator: Dafni Sounding: CPT-1 Cone Used: DSG1029 Friction Ratio Fs/Qc (%) 400 0 i I ✓ I 1 I I I 1 1 I I I I I I I I ! I I I I I 1 I I I I I ! I I I I I I I I I 1 ! 1 1 I 1 I I 1 I 1 ! ! 1 I 1 )p I 1 1 ! I I I 1 I ! I I 1 1 I I I I I I I I I 1 I I I 1 I I I v51 I I I I I 110 l it l 1 I I I 1 1 I I I 1 I I I b I I I I I I 1 1 I I I 1 I I 1 1 I I 1 ti l I 1 I 1 I I 60 L 1 1 I ! ! I I - -;- ---- -- - I I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I i I I I t I I I 1 1 I I I I I 1 I I I I I I ! I I I I I I I I I I 1 I I I I 80 I i 1 I I 1 I I 1 1 I 1 1 I I 1 I I f I I 1 I 7 I I I I I 7 1 I I I I I i 1 1 1 I I I i I 1 I I I I I I I 1 I 1 I 1 I I �rt I I I I I ! I I 1 1 1 I I I I I 1 I I 1 1 I I I 1 I 1 1 I I I t 0 I i I I I i I 1 I I I i 1 I I I I I ! M I I I I I I I I 1 1 1 J` 1 I I 1 I I I I I I I I I I I 13 I I I I I 1 1 I I 1 I ! I I I I I I I I I I I I I I I 1 1 I 1 GC I 1 I I 1 I I I I �a I i I I I i I i I 1 1 1 1 I I I I I I I I Maximum Depth = 107.45 feet CPT Date/Time: 7/22/2009 12:25:12 PM Location: Aviation High School Job Number: 2820-003-00 Pore Pressure Soil Behavior Type* SPT N" Pw PSI Zone: UBC-1983 60% Hammer -20 140 0 12 0 100 ! I I I 1 1 1 1 1 1 I I 1 1 1 I I I I I I I 1 1 1 11 1 1 1 11 1 1 1 I I I 1 1 I I I I I I I I I I! I I I I I I I I I I I I I I I I I I I I I I 1-I-T-1- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I- I T I ! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I h 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I} 1 I I I I I I I I I I I I I I I 11 1 1 1 I I I 11 1 1, 1 I I I I I I I I! 1 1 1 1 1 I I I I I I I I I I I I I I I I I 1 1 11 1 1 1 1 I I I 1 I I I I I I I I ! I I I I I I h) I I I# I II I I I I I I I I I I I I I I I I I I I I i l l l l l l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I ! I I I I I I I I I I I I I I I I I I I I I l i l l l l l l l l l I I I I I I I I I I I I cr-•--�->4�-±� T T r t I I I 1 1 I I t l l l IIIII111111! 1..._1, L LJ I I 11 1 1 1 I I I I I I IIII IIII 1'i�i-hl—yam I I I I i I I I ! I I I IIIII IIIIII I lfll 1�!III I I I I I I I I I I 44 1 1 7Tri III I 1 I I IIII I I I I I I I I I 1 I I ! IIII IIII 11 1 1 1 I I 1 1 1 I I I I I I I I I I I I I I J 1 1 1 11 I I 1-1 I I I I I I I I �I4d �I 4-I- I I I I I 1 I 1' 1 1 1 11 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 I I I I I I I I I I I I I I I I{ I I I I I I I I I I I I 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 I I I I I I I i l l I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I Depth Increment = 0.164 feet 1 sensitive fine grained ■ 4 silty clay to clay ■ 7 silty sand to sandy sift M10 gravelly sand to sand 2 organic material ■ 5 clayey silt to silty clay 8 sand to silty sand ®11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 09 sand 012 sand to clayey sand(*) Ueotngineers 0 0 20 40 Jth 60 80 100 120 Operator: Dafni CPT Date/Time: 7/22/2009 2:41:40 PM Sounding: CPT-2 Location: Aviation High School Cone Used: DSG1029 Job Number: 2820-003-00 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N" Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 400 0 4 -20 140 0 12 0 100 I I I I ! I I I I I I I I I 1 I I I I I I 1 I ! I I I ! I --r--1 -r--1--'I'-r-' I I I I I I I I I I I i I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I 1 1 1 I i L I I I I I 1 I I_ I I I I I 1 I I 34 I I I I I I I I I 1 I I I I I I I I 1 I I 1 1 1 I 1 I I I 1 I I I I I I I I I I I I i I I I I I i I I I I 1 I I I I I I I I 1 I I I I 1 I I 1 I I I I I I 1 I I I I I ! I I I I I I ! I I I I 1 1 1 4 I I I I I I 1 I I 1 1 I I I j 1 I I I I I I } I I 1 1 I I I ! 1 I I ! 1 ! 1 1 1 I ! I I y I I FBI I I 1 I I ! I 1 1 I 1 I I I 1 1 I I I I 1 1 1 I 1 I I I I ! I I 1 1 1 I I I I I I 1 1 I 1 I I 1 1 I I I I I 1 1 I I 1 I I I 1 I I I I I I I I 1 ! ! 1 I 1 I I I ! 1 1 I I 1 I I 1 I 1 I 1 I I 3 I 1 I 1 I 1 I I I I I I I I I I 1 I I I 1 I I 7 1 1 1 1 sensitive fine grained ❑ 2 organic material ■ 3 clay Pre -drilled through top 2ft of gravel I -7 I I I I I 1 I 1 f71 I 1 1 1 Maximum Depth = 100.07 feet ■ 4 silty clay to clay ■ 5 clayey silt to silty clay 6 sandy silt to clayey silt 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 11 1 i l l 1 11 1 1 1 1 1 I I I 1 1 1 1 I I I I I I I I 7 I I I I I 1 1 1 1 I I I I I I I I I I I I I I I 1 1 1 1 ( I I I I I I ( I I I I I I ( I I I I I I 11 1 1 1 1 I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I I I I I ( I I I I I I I I I I I I I I I I I I ( I I I I I I I I i l l l l ( I I I I I I lil I I I I I ( I I I I I I I I I I 1 1 1 I I I I I I l l l l l l I I I I I I I I I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 I ( I I I I I i I l l l l I I I I I I I 11 1 1 1 I I I 1 1 1 1 11 1 1 1 1 1 1 ( I I I I I 11 1 1 1 1 ( I I I I I I I 1 1 1 1 I l l l l I I I I i l I I I 1 1 1 I !! I I I I I I\ 1 I I I I I I I I I 1 I I I I I l l I I I I I I 1 1 J_ L L J I 1 1 1 1 1 tt I I I I I 1 1 1 I 1 1 1 I I I I I I i I I I I I I I I l l t l I I I I I I 11 1 1 1 I I I 1 1 1 I I I 1 1 I ( I I I I I I I 1 1 1 I I I 1 1 1 I I I 1 1 1 I 1 1 1 1 1 I I I 1 1 1 1 ( I I I I I ( I I I I 1 1 1 1 1 1 1 I I 1 I 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 I I I I 1 1 I 11 1 1 1 I 17 1 1 1 I I I I I I I I i l I l l I I I I I I I I 1 1 1 1 I ! I I I I I I I I IIIIII '.III 'tttt---y I I I -I 11 1� 1 1 1 1 TTI- A -h-1 4 i l l l l l l l l l l ! I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 I r l l l l l l l l l I I I I I I I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1 I 1 I I I I I I I I I II I I I I i i l l I ( I I I I I I I I I I 1 1 1 1 1 1 1 1 I I l l l l l t l l I 11 1 1 1! 1 1 1 1 I I I I I I I I} I l l l l l l l t Depth Increment = 0.164 feet I I I I I I I I I I 11 1 1 1 11 1 1 1 1 1 I I 1 7 1 1 1 1 1 I I I I I I I I 11 1 1 1 1 1 1 y I I I I I I I 1 IILI 11 1 1 1 1 1 I y`i I I I I I 1 1 ( I I I I I I I I 1 I i l l l l l I ( I I I I I I l e-I I I I I I I -T 1 1 I I I I! 1 y I I I I I I j5'Ifl I I I I I I ( I I I I I I FI 11 1 1 1 1 1 1 I l l 11 1 I I I ( I I I I I I I ( I I I I I I I I I I!( I I I I j j -I - I_! I I JI I II 1 I I fr i l l l l l l I 1�1 I I I I I I I `IpV 11 1 1 1 1 11^Ti I I I I I I :.•-1 11 I I 1 1 1 i'v l I i l l l l l 1_,f5'I I I I I I I 11 1 1 1 1 1 i I I 1 1 1 1 1 1 I I I I I I I I 1 1 1 1 1 1 1 1 1 I I I I I I i l I(I I I I I I I I I }I I I I I I I I I 11 1 1 1 1 1 1 1 { I I 1 1 1! 1 1 'JI 11 1 1! I I I Ill` I I I I I I I I 1�1 I I I I ® 7 silty sand to sandy silt W10 gravelly sand to sand 8 sand to silty sand ❑ 11 very stiff fine grained ("J 9 sand ■ 12 sand to clayey sand (', WELLS DM-1A (shallow) w sheet 1 of 2 DM-1 B (Deep) GEOLOGIC LOG, DEPTH 0 FLUSH GROUND METER 80X N SYMBOLS DESCRIPTION IN FEET PVC SLIP CAP °0� SW SAND AND GRAVEL: ~'CEMENT GROUT ; ;° Sample collected by shovel (fill?) (BELOW (3% BENTUNITE) °•; SURFACE) LOCKED PROTECTIVE STEEL CASING 12 r *aRY GRANULAR SILT: BENTUNITE OL gray, clayey, slightly sandy, with occ ENI �s MONTfREY N0. 20 sional black organics ;n 11 FILTER SAND I' 10 # a 2" PVC, SCHEDULE `"� at 10, twigs and wood fragments on dri' ,r= • ; 40 PIPE SP 9 f, bit SAND r reddish -black, medium grained, slightll r- silty with some organics f—STAINLESS STEEL 3 CENTRALIZER ■ k ;;: �---2" PVC, SCHEDULE 40, (0.010" SLOT SCREEN) 10 20 ��IM ® =i•' SAND reddish -;black, fine to medium grained, °=4 ,.i----MONTEREY AQUA saturated and loose %E :{ q. N0. 8 SAND at 22' drill cuttings show increasing silt •yq s:s t ;---THREADED PVC ENO CAP �!: a�"r at 29' drill cuttings show same 30fi.--12" DIAMETER BOREHOLE lithology as above soil sample missed at 30' because steel casing sank while bailing the hole SAND: . -}: reddish -black, fine grained, very slightly silty, saturated and loose r -2" PVC, SCHEDULE at 36' drill cuttings show same lithol- �''"�' r 40 PIPE agy as above =:a = at 38' drill cuttings show, dark 4v 0 12 brown, fine grained, silty and with wool fragments SAND: �;�? ~Sark brown to black, very fine grained s > `%; with abundant organics f= SM at 43' drill cuttings show increasing �s 2 silt ® _5. SILT: '..... "`I`•' -Sark brown fine • �'-i' I I OL very grained, silty; and, dark gray, sandy at 49 drill cuttings show, dark gray, slightly sandy 50 BENTUNITE SLURRY SEAL ��� NOTE: Water levels measured 8/12/86 from 0820 to 0850 hours. See Figure A-1 for Key to Geologic Log Symbols Ground Surface Elevation 8.43' Elevations in Feet above Mean Sea Level OM-1A PVC Elevation 7.84' Log of Boring and DM-1B PVC Elevation 8.00, Wells Installed 7/9/86 Well Construction Details Wells Developed 719, 7/14-15/86 Dames & Moore _ gib. No. 16088-001�; Figure A-2 . V L. L-L- L�jvl i r► tonanowl DM— 1 B (peep) DEPTH 50 1N 4-12" DIAMETER BOREHOLE FEET (BELOW GROUND SURFACE) 70 80 90 100 DIAMETER BOREHOLE W a . a. q SYMBOLS GEOLOGIC LOG DESCRIPTION �i L ~� 1� SM SAND: dark brown, very fine grained, silty, _ and, dark gray, sandy 14L 8 at 64' drill cuttings show, dark gray,, sandy 2" PVC, SILT: SCHEDULE 40 PIPE dark gray, sandy at 70' drill cuttings show, dark gray, sandy BENTONITE BALLS SEAL MONTEREY NO. 20 SAND MONTEREY.AQUA NO. 8 SAND STAINLESS STEEL CENTRALIZER 2" PVC, SCHEDULE 40 (0.010" SLOT SCREEN) 9 e `— CL CLAY: t I dark gray, slightly silty at 811, dark gray, slightly silty 15 CLAY: Sark gray to tan at 90' drill cuttings show, grayish -tan 24 at 94' drill cuttings show silty rans ® / at 95' drill cuttings show shell fra. :i SP SAND: greenish -gray, fine to medium gra d with abundant white shell fragments Log of Boring air Well Construction Betawc Dames a MC-1 Job. No. 15088-001_ Flguro A• DEPTH 100 IN FEET (BELOW GROUND SURFACE) 110 W E L L DM-1 A (Shanow) DM-1 B (Deep) 'PVC SLIP CAP SECURED WITH STAINLESS STEEL SCREWS TOTAL DEPTH 104.9' vne®[ a Of w J " a ¢ SYMBOLS GEOLOGIC LOG DESCRIPTION . _P at 101' drill cuttings show : light SM gray, fine to medium grained, silty, 50 50 with gravel, fine to medium grained, subangular ® SAND: Tan, fine to medium grained, silty ar gravelly Boring terminated at 105, Log of Boring and. Well Construction Details Dames & Moore b. No. 15088-001 Figure A-2 APPENDIX D Site -Specific Seismic Response Analysis APPENDIX D SITE SPECIFIC RESPONSE ANALYSIS General A site -specific seismic response analysis was completed for this project to evaluate the site effects and to develop the ground surface design response spectra for use in the design of the structure planned at the project site. The analysis was completed and the design response spectra was developed in general accordance with the procedures outlined in Chapter 21 of the American Society of Civil Engineers (ASCE) 7-10 code. The following presents the general approach in completing the analysis and development of the ground surface design spectra: ■ Develop the target rock outcrop response spectrum using the probabilistic ground motion parameters determined from the 2008 United States Geological Survey (USGS) probabilistic Seismic Hazard Model. ■ Select seven pairs of representative earthquake time histories with earthquake characteristics (source zone, magnitude, etc.) that are consistent with the site regional tectonic setting and seismicity. ■ Scale the selected time histories so that the average of their response spectra is, on average, approximately at the level of the target rock outcrop response spectrum. ■ Develop a soil model using subsurface soil information obtained from the field explorations and testing completed at the project site. ■ Complete a nonlinear site response analysis by propagating the scaled time histories through the soil model developed to assess the amplification and damping effect of the site soils and to develop the response spectra at the ground surface (top of the soil profile). ■ Establish the site -specific design spectrum using the results of the seismic response analysis per Chapter 21 of the ASCE 7-10 code. Development of Target Rock Outcrop Response Spectrum We used the 2008 USGS Probabilistic Seismic Hazard Model to compute the target rock outcrop response spectrum for the MCE level. The MCE has a 2 percent probability of exceedance (PE) in 50 years (2,475-year mean return interval). The target rock outcrop response spectrum computed was then used to develop the scaling factors to be applied to the selected input motions used in our site - response analysis, as described below. Earthquake Time Histories Selection of Earthquake Time Histories We reviewed the results of the 2008 USGS seismic hazard deaggregation to evaluate the relative contribution of the various regional source zones to the seismic hazard at the project site and select seven pairs of representative earthquake acceleration time histories for the site -response analysis. The seven earthquakes presented in Table D-1 below were selected to be representative of the seismic hazard for this project. Three of the selected records represent the crustal earthquake hazard specifically GEOENGINEERir/P November17,20141 PageD-1 File No. 8039-010-00 the Seattle Fault events, two represents the Benioff earthquake hazard and two represents the Cascadia Subduction Zone (CSZ) interplate earthquake hazard. TABLE D-L SUMMARY OF EARTHQUAKE TIME HISTORIES Recording Distance ' Unscaled PGA MCE Scaling Earthquake, Year Magnitude Station (km) (orientation) Factors Fault Mechanism San Fernando, 1971 6.6 Orion 16.5 0.26 (360) 2.7 Crustal 8244 0.14 (090) Iran 1978 7.4 Tabas 3 0.84 (NS) 0.9 Crustal 0.85 (EW) Loma Prieta 1989 7.0 Los Gatos 6 0.97 (NS) 3.5 Crustal 0.59 (EW) El Salvador, 2001 7.6 Santiago 52.2 0.72 (090) 1 Benioff, Intraplate de Maria 0.88 (360) Nisqually, 2001 6.8 Maple 75.2 0.08 (000) 6 Benioff, Intraplate Valley 0.10 (090) Michoacan 0.17 (180) Subduction Zone, Mexico, 1985 8.1 La Union 80 0.15 (090) 2.0 Intraplate Tokachi-Oki 2003 8 HKD122 246 0.05 (NS) 13 Subduction Zone, 0.04 (EW) Interplate Scaling of Input Ground Motions The selected input motion time histories were scaled prior to completing the site response analysis. Each selected time history was scaled so that its response spectrum is, on average, approximately at the level of the target rock site response spectrum. The scaling factors applied to each earthquake are shown in Table D-1. Figure D-1 shows the response spectra for each scaled input motion time history, the average response spectra of the scaled input motion time histories and the target response spectrum used as a guide for scaling the input motions. Soil Profiles Based on the field data from our subsurface explorations completed for this project, we developed a soil model based on soil type and thickness, low -strain shear wave velocities and the modulus degradation - damping characteristics. The explorations completed at the project area extend to an approximate maximum depth of 93 feet and were terminated in medium dense to very dense sand and gravel. Based on our review of the regional geology at the site, the depth to bedrock was assumed to be at 180 feet, where the shear wave velocity is estimated to be close to about 2,500 ft/s. The shear wave velocities of the soil within the exploration depth for the site were determined based on the seismic cone penetration test (CPT). A plot of the measured shear wave velocity profiles is shown in Figure D-2. We developed one shear wave velocity profile, the Best Estimate (BE), to a depth of 180 feet for use in our site response analysis. The site response analysis results completed for the adjacent Aviation High School project were reviewed as part of the sensitivity analysis. The BE shear wave velocity profile used GEoENGiNEER� November 17, 20141 Page D-2 Rie No. 8039A10-M in the analysis is also shown in Figure D-2. Table D-2 below summarizes the soil type, unit weights (y), shear wave velocity (Vs) and shear modulus reduction and damping curves used in the model. TABLE D-2. SUMMARY OF SOIL PROFILE Depth (ft) Material Type y (pcf) Best Estimate V, (ft/s) 0-85 Sandy Silt (Alluvium) 125 430 - 675 Sand and Gravel 85-180 125 675 - 2,360 (Alluvium) >180 Bedrock 150 2,500 Notes: ft = feet pcf = pounds per square foot fVs = feet per second Soil Profiles Comparison Shear Modulus Reduction/Damping Curves EPRI: Deep, Cohesionless soils EPRI: Deep, Cohesionless soils Figure D-3 shows the BE shear wave velocity profile used in this analysis and the three shear wave velocity profiles used for the Aviation High School project witch is it located adjacent to the site. The BE profile used in this analysis has a lower shear wave velocity (430 ft/sec) for the upper ten feet, while the BE profile used in the Aviation High School project shows a higher shear wave velocity (525 ft/sec). The lower and upper bound shear wave velocity profiles developed for the Aviation High School project are shown to capture variability of the shear wave velocity profiles at the project site. Site -Response Analysis The site -response analysis was completed using the computer program D-MOD2000 version 7.6.0 developed by GeoMotions, LLC. The D-MOD2000 program is used for nonlinear, one-dimensional seismic -response analysis completed in the time domain. Response spectra for 5 percent damping were developed for the site by propagating the scaled input motions through the soil profile using D-MOD2000. The amplification factor (AF), which is the ratio of the ground surface spectral acceleration to the scaled input spectral acceleration, was then calculated and it is shown in Figure D-4. These AFs computed for the site were then used to construct the site -specific design spectrum for the project, as described in the section below. Site Specific Soil Amplification Factors Comparison Figure D-5 shows the comparison between the site specific amplification factors computed for the Reisbeck Aviation high School and the Museum of Flight West side development. The amplification factors computed for this site had decreased in the low periods (0.01 to 2 seconds) and increased in the high periods (2 to 10 seconds), which is due to the softer soils located within the top ten feet of the soil profile. Site Specific MCE response spectrum We developed the site specific MCE response spectrum by integrating the rock outcrop response spectrum and the site specific soil amplification factors presented in Figure D-5. The site USGS MCE response spectrum developed is presented in Figure D-6. GWENGINEER� November 17, 20141 PageD-3 File No. 9039-010-00 SITE SPECIFIC RISK TARGETED MCER RESPONSE SPECTRUM We developed the site specific risk targeted MCER response spectrum by multiplying the site specific MCE response spectrum by the maximum component adjustment factors and risk coefficients per ASCE 7-10 Section 21.2.1., as presented in Table D-3 below. The maximum component adjustment factors developed by NEHRP (2009) were used and the risk coefficients per ASCE 7-10 Section 21.2.1.1 were used. TABLE D-3. MAXIMUM COMPONENT ADJUSTMENT FACTORS AND RISK COEFFICIENTS Period (s) Maximum Component Adjustment Factor Risk Coefficients 0.01 1.10 1.00 0.1 1.10 1.00 0.2 1.10 1.00 0.3 1.10 1.00 0.5 1.20 1.00 1 1.30 0.96 2 1.30 0.96 3 1.35 0.96 4 1.40 0.96 5 1.40 0.96 Figure D-7 presents the site specific risk targeted MCER response spectrum computed for the site also shown on Figure 4 is the ASCE 7-10 Site Class C generalized response spectrum for comparison purpose. The site -specific risk targeted MCER response spectrum for the project site is below the 80 percent of site class E generalized response spectrum, therefore the recommended site -specific response spectrum for the site is the 80 percent of site class E generalized response spectrum as specified in the ASCE 7-10 code, section 11.4.5. Table D-4 presents the recommended site -specific response spectral acceleration values as defined in Figure D-7. TABLE D-4. RECOMMI Period (sec) 0.01 0.202 0.3 1.0 2 3 4 5 6 7 8 9.7 )ED SITE SPECIFIC MCE RESPONSE SPECTRUM Sa (g) 0.469 1.091 1.091 1.091 0.551 0.367 0.276 0.220 0.184 0.135 0.103 0.070 GWENGINEERS� November 17, 20141 Page D-4 ReNo.8039-010-00 .. . z MXOMM.. ■■ mom N MEMO N I%aN. / Mil ■■■I ��■■N�■■�-►V_►_�►, �., ■■III MEN . �� •,�� 0,111111111 mar 1 .Maple Fernando ._ - El Salvador ...—Michoacan ,,: USGS Rock .. • Science + Technology . -. ..Response FigureEarth . Museum of Flight Covered Airpark, Tukwila, Washington (Shear Wave Velocity Profile) r fo 20.00 40.00 60.00 100.00 0 m 120.00 d m 3 140.00 �a d t to 160.00 180.00 200.00 220.00 240.00 + 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 Period (seconds) � MOF Seismic CPT (CPT-1) MOF Seismic CPT (CPT-2) -Best Estimate Vs Profile (MOF) G EO E N G I N E E RS � Shear Wave Velocity Profile Figure D-2 Earth Science + Technology AM r1 OO 40.00 60.00 100.00 0 d 120.00 d 140.00 ea d s N 160.00 180.00 200.00 W11111I1 240.00 Museum of Flight Side Covered Airpark and Aviation Hight School Best Estimate Shear Wave Velocity Profile Comparison i I ' L • . .. 1 i I 1 1 I 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 Period (seconds) Lower Bound Vs Profile - Best Estimate Vs Profile (AHS) Best Estimate Vs Profile (MOF) •••••• Upper Bound Vs Profile GEOENGINEERShear Wave Velocity Profile � Earth Science + Technology I Figure D-3 .. -. MGM r4reToWn MEIN MEMO ■� WOMEN IMMMO ■�■� �■■■��� ■■■1 ■III ■■■�11 �■■■�I � 1111� 1111 .�►� �.�_�.111 ` .r `mo�o � 11 :i��//� .■■�1 ■ice ►�i �i a��i',�, n �w��� ■ ■■ }������ A I ��;Ili►// �. . �_■■■■■ 11111M.■■0 ��.. MWIMME =ON oil IM■. ■■■111 ■■■■.ME EWEN ■ milli ■�i'i ■■mill on ■�■� ■milli milli ON 1111 111111 �11111 - Loma Prieta 1989 - Los Gatos INIS [C] - Loma Prieta 1989 - Los Gatos EW [C] - Nisqually Maple Valley 000 [IP] - Nisqually Maple Valley 090 [IP] .. - El Salvador Santiago cle Maria 090 [IP] - El Salvador Santiago de Maria 360 [IP] - Michoacan La Union 090 [IF] - Michoacan La Union 180 [IF] Zone, Intraplate, [IF] = Subduction Zone, Interface [C] = Crustal GMENGINEERS Earth Science + Technology Site Specific Amplification Factors Figure Museum of Flight Covered Airpark Project and Aviation High School Project MCE Amplification Factor (Surface Sa / Scaled Rock Outcrop Sa) 10.00 `1.00 p---- �+ - -- — — - — 0 -- --- i0----- LL O c� 0.10 0.01 0.01 0.10 Period (seconds) 1.00 10.00 AF Average (MOF) GAF AVE. (AHS BE) V EO E'N G I N E E RS EaYth Science+ Technology Site Specific Amplification Factor Comparison Figure D-5 10.00 1.00 ------------------- --------K--- -- .. - . ---------- ---- -- - --------- --- . -- - - - - vi r E E =' 0.10 ------------------- ---------- ----- --- -- ---------- ---- - - - - - V N O a c 'o a A t N 0.01 - 0.01 0.10 1.00 10.00 Period (s) Legend Site USGS MCE Response Spectrum Site Specific MCE Response Spectrum Museum of Flight Covered Airpark Tukwila, WA GEOENGINEER . Figure D-6 10.00 1.00 0.10 0.01 0.01 0.10 Legend Site Specific MCER Response Spectrum. Site Class E General Response Spectrum per ASCE 7-10 0.8 x Site Class E General Response Spectrum per ASCE 7-10 1.00 Period (s) Site Specific MCER Spectrum Museum of Flight West Side Development Tukwila, WA 10.00 GE0ENGINEERS J I Figure D-7 APPENDIX E Report Limitations and Guidelines for Use APPENDIX E REPORT LIMITATIONS AND GUIDELINES FOR USE' 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 other project team members for the Museum's Covered Airpark project 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 Museum of Flight Covered Airpark project in Tukwila, Washington. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: ■ not prepared for you, ■ not prepared for your project, ■ not prepared for the specific site explored, or ■ completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: ■ the function of the proposed structure; ■ elevation, configuration, location, orientation or weight of the proposed structure; 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org. GEoENGINEERir/w November17,20141 PageE-1 File No. 8039-010-00 ■ 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. 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. GEoENGINEERS November17,20141 PageE-2 Hie No. 8039-010-00 Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical 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. 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 concerns regarding a specific project. Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, GMENGINEER� November17,20141 PageE-3 File No. 8039-010-00 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 viruses, 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. GEOENGiNEERS November 17,2014I PageE-4 File No. 8039-010-00 GEOENGINEERL Plaza 600 Building 600 Stewart Street, Suite 1700 Seattle, Washington 98101 206.728.2674 January 6, 2015 Museum of Flight 9404 East Marginal Way Seattle, Washington 98108 Attention: Laurie Haag Subject: Report Addendum Geotechnical Engineering Services Museum of Flight Covered Airpark Tukwila, Washington File No. 8039-010-00 This report addendum presents additional information concerning the proposed Museum of Flight's (Museum) proposed Covered Airpark project in Tukwila, Washington. GeoEngineers previously provided geotechnical engineering design services for this project; the results of our design services were presented in our report dated November 17, 2014. A table presenting recommended input parameters for the LPile program used in evaluating the lateral capacity of the piles was included in the Building Support section of the report, and the LPile results showing the deflection, moment, and shear for different pile sizes were presented in Figures 6 through 14. Subsequently, in discussions with Magnusson Klemencic Associates (MKA), the structural engineers for the project, an input error was found in our analyses. We understand that 16-inch-diameter piles will be used for the project, and that the Museum elected not to design the piles for lateral spreading. Corrected LPile figures for 16-inch-diameter piles with no lateral spreading are presented in revised Figures 6 through 8 attached to this report. In addition, MKA requested we provide a subgrade modulus for the soil for use in a concrete pavement design. As mentioned in the report, 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 assuming 2 feet of structural fill underlying the slab. For pavement design, we recommend assuming a subgrade resilient modulus (Mr) of 18,000 psi. LIMITATIONS We have prepared this report addendum for the exclusive use of the Museum and members of the design team for the Covered Airpark project at the Museum in Tukwila, Washington. Museum of Flight January6, 2015 Page 2 Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices In this area at the time this report was prepared. The conclusions, recommendations, and opinions presented in this report are based on our professional knowledge, judgment and experience. 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 should be considered 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" in our November 17, 2014 geotechnical report for additional information pertaining to use of this report addendum. We trust that this letter is satisfactory for your current needs. Please call if you have any questions regarding this information. Sincerely, GeoEngineers, Inc. u� Nancy L. Tochko, PE Senior Ge to hnical Engineer 2— o McFadden, PE, LEG Principal 14LT:1JM:nld Attachments: Figures 6 through 8. Revised LPile Results for 16-inch-diameter Piles cc: Laura Lohman, Caroline Schuman, Seneca Group Greg Briggs, Rita Green, Magnusson Klemencic Associates Gene McBrayer, Edward Renouard, Museum of Flight Disclaimer: Any electronic form, facsimile or hard copy ofthe original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Copyright© 2015 by GeoEngineers, Inc. All rights reserved. GMENGINEER"_.Y/ File No. 8039-01000 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.25 0 0.25 0.5 0.75 1 1.25 0 ..... Ov- 20 40 w d d 60 L w C No Load d - 10 kips -20 kips -30 kips -35 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GWENGINEERJ Figure O O 0 O N O 04 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 20 40 d m 60 w —No Load a G 10 kips 20 kips —30 kips —35 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEoENGINEERS� Figure 7 0 q 0 0 CD N N N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -5 0 5 10 15 20 25 30 35 40 0 20 40 d ".- 60 t G No Load d 10 kips —20 kips —30 kips 35 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GWENGINEER� I Figure Have we delivered World Class Client Service? Please let us know by visiting www.geoengineers.com/feedback. GEOENGINEERS DEPTH GROUND SURFACE PILE Pile Diameter Force (lbsAn) I (18") (30") A 1 128 160 B 1 40 50 C 1 69 86 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. Lateral Soil Pressure Against Piles from Lateral Soreadina Museum of Flight Covered Airpark Tukwila, Washington GMENGINEER� Figure Reference: GeoEngineers staff sketch. 0 O 0 O V m N O N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0 .. 20 40 d r 60 a No Load d 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GWENGINEERS� Figure Memo MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Seattle Washinalon 98101-2699 T: 206 292 1200 F: 206 292 1201 W: www.mko.com TO Corbin Hammer, P.E., S.E. DATE 4/13/2015 FROM Derek Beaman, P.E., S.E. PAGE 1 OF 1 PROJECT Museum of Flight Covered Airpark PROJECT # 99321 .00 SUBJECT Supplemental Calculations — Permit Responses (D15-0017) As a follow-up to our conversation last week regarding the column loads along Grid 1 1, please refer to the attached supplemental calculations. Included within the supplemental calculations are the determination and validation of the column loads, pile cap checks, a revised column load summary plan, column checks, and base plate checks. Also please refer to the revised structural drawings (electronic copy attached, hard copy to follow) that document the corresponding changes to the piles and pile caps at Grids G.5-1 1 and M.5-1 1. DMB/dmb cc: Nathan Messmer, SRG C:\Users\dmb\Documents\Museum of Flight\Museum of Flight Supplemental Colculations_MKA 13 Apr 2015.doa RECEIVED CITY OF TUKWILA MAY 2 8 2015 PERMIT CENTER D WEI 2015 REID MIDDLETON, INC. Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES PROJECT IAnF- SHEET LOCATION `-r-v. _.�� Q 1.,)A- CLIENT ,CV('l DATE 04h0/6 11 Structural + Civil Engineers ac-�Ir2 c-`C %SSF�SSr+nF N'i - Co►4PW Q& 7vLis A*-w-x Aijo CALLUS To SAP2EXD0 J\0&L YS ts. Co tot-A94So-1 4 Two Cn pA-g-S MADE- RAir, J-K�Mkbx- Anmrz- SA R Of- Tkl ram- (kf go,S501) is CoNSgucMD, j� ,Fiord AWDtnoQ G - 70f— n99-oP" Co 04 Mrj, W I'FUL . SN0h/ Lokc> C4AS1Dju2FD . 7i � jttsc 2 CgM1-2A1z4SoQ is MAC-Dk- Af-Mg_ tom- S%L 4CVs W n-4 AbVE-fl I�oF 1 r>G ►1� �t��.1 M,s P�t�-ass 'r-i►�>: Rom, L.J rr+ Fu U- S I)a.> LOA-0 Ce1•ts,,��2�� . RAs� a-- C Mj0A- 0 r J ALI Q .r CtDJELY W rr-4 l b"D C4,tC- . .�- ' Ma- Z tb1�12-5 sWCohl�-Y FP-©^ #AtIA C4Lc- Beotusc- � -rAt- Cottrl 4airr ?'r4r Ex- t ' ovF-iz Tk- I ,Awivyz- ' W't S4peGf--�-1C0LJAMn1. 11\� —14iS FAJS t OIJ , wk C"iGri 5EFI� V,� Tt+f- jVj ► EyZ4gX SWe r&P-r 1S G e LEA-M(z i ,ati -MA,)- Wfthl- IS CALGAL,AA-r-9 Ron�, 91mpU i'F.tBui V-1e AAA- cRt,Cur +.Lc_ 1 F NSL MWIVO-L 13-22—C. C LC,, l-Fj or, COLU,,nl EASF- ZEACT-ionls, hl{ PE(-EO-4T- b ESICo v� ag-" St+ftIL Grr- M ADS- W hIcef- CaLu mAl c3 V/E izekcm AY PCE WEKOEj�. 7M C042F, Fxcwv, AelC iOA-, )l' CAI LtLprnws, . SEE THE FOLLOWING PAGES FOR SUPPORTING CALCULATIONS Comment #18 Response - Page 1 of 23 r Design Sheet PROJECT LOCATION of F III or 79' CLIENT 1111. 5(j. ea MAGNUSSON x KLEMENCIC.. ASSOCIATES ■ Structural + Civil Engineers SHEET DATE -)) J j jj i� BY #Vp12 (01 b n --o dJ Al'{wlaidr. fir or A rc,4s � L-o4 45 ;.)4on� Ll ; �� Reduced Roof Live Load °�911 4w sC74mu A: �i+r��— 1.1i7,S`• Qls' " 9tog0 1 y- LPT L= 110q 0 S F.1y f1F • SL.z 11010 P1F: 1'77.3 J%y P., f�jw Dk 4 DL= t36 3P - 11 OP 10 6 S' k,�*, &j 16 6.1 h:,pj * 10b.s �71,i kip, 1-,qJ)J pL- 29'73 sF • A or s onse Page 2 of 23 Design Sheet PROJECT f LOCATION MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET CLIENT DATE �j�i{� �>� BY 1" y- z Ti'hJj hM4 L.ogjf stJ SL- 171,3'' Inc al C.S�I1 ,bL+ sL s 54 3,5" A f�Sr1, 'X q l � its,} .127.5' • ��1' = �6 s � sf ex�t-, pcw 66sy sr .0 Tom,{ Dt= 171.7h f 114.t''� 44 = ;,. 171,5'-(17 °= Y")30j S�p Si.-' 337. 7711 pL+3L_ -7 5-8.6 " !A-�� �tik x�.n► D� 'f�r;4= Sty .i 5AoW 4r.1►s= )33010 r, D�,=1i3091F- IS P)r' = 111.6" Ior4 k: 41JAP14M,6K - 61.S,V' Comment #18 Response - Page 3 of 23 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Result Comparison - Hand Calculation to SAP2000 MegaTruss Reactions Structural+ Civil Engineers r, PROJECT Md� - LOCATION 'TNT) CLIENT SHEET DATE pci /lof is BY (DM 'PRAS, .. -- FT��- cS��U t� A Wrr g St ocw ' c�kp (A-5fz,lAMF,t> C,;0Y,(>J CAtJ &CWX NPR% Cpt4Sri?-t`C" 6M) C.5 CAUL Sao S,W 2 25 RF ' SPA ritltJD 2&& ' ° '" Svc' 26g 277 277 �nio�l S"26M 4,jo 06e 2-lo( - 277 27? 2. - Affig. -ADDED Phi0G Mk-.rerz.1 lrL1S AVyap Sow l o�.o SDI - 31- JOSP C SAS SVL. 5" Sw LZ 297 5--O 157 222- 1;'15 555 iment #18 Response - Page 5 of 23 14xt4z> 62 6 333 Design Sheet i PROJECT LOCATION -Cr),jrrab A►e-PAey- SHEET uKwILx WA, CLIENT se,G DATE Oy lrL)11s BY MAGNUSSON KLEMENCIC n� ASSOCIATES ■ Structural + Civil Engineers Rerp rwss Co,rzAV,r, ( F-K7iotls LeADI r�G IT WPd C3fe,"ED TRkT -WF- r&QF- LjjilpS mo>-. GGtnvr/ w &-p V,�o , a VEI) &N I wip ewr m)OP3 S N oisj gov- Lj,2A-WJ fir, T�-W wks IrQl m )�u.r A42Arm rip. T r- LOAV OC, US €0 10 -ME Ftt�)PeL, M EGAT9-uss ANIA Ws1 s W fig, 4DAP`t Qi 1 Desiot,) Its ks Foul SbL ^ q PSF M- C4sF-I Co- SI©i - ZS PSF- zM 5• 7s, • F�}. �. �. 7 rt" /V.2-S = 23. 2cj FrF ( Comphv.L To Z,�) PA 2 'bL + 4, 2S = -- ? 2S jST= (Co,%j'AR-E To 39) p� I tOvJ = 25 PsF (cry 6a0(1- X:'1AAA1C C0rJ9rfZ-KMw fPy 2 S cam,, = 2s fs F 'k U I-TS (ocnt- . ` L, -[�beS NoT IaCVvO t- S-w �-Jelcw- Fi;.2- `jpIS V iS w&- PYt-f Sfi,.14 'ler�1' C •5 StJpa Z77� 27 kk S--w l3� S-�J I57 Comment #18 Response - Page 6 of 23 Design Sheet I MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers Description: GRID M.5-11 Bearing Column, W14X398 Column Base Reaction ----> Loa Top of Pile Cap Re 674.00 297 -82.70 2768 2768 33.25 25 -92.02 -69.19 766.02 ,72-19.71 366.19 SAP2000 Base Reactions PC8 Pile Cap Weight Trib Area (ft2) Additional Joist Sets w (psf) Add Joist Add Joist Reaction d Case ----> D L Lr S W+ W- EQ+ EQ- action ----> r-848.7 0.6 _ -219.7 -366.2 -809 892 -1266 1258 SUM LRFD-1 -1188.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1188.2 LRFD_2a -1018.5 0.0 0.0 -183.1 0.0 0.0 0.0 0.0 -1201.6 LRFD_2b -1018.5 0.0 -109.9 0.0 0.0 0.0 0.0 0.0 -1128.3 LRFD_3a 1 -1018.5 0.0 0.0 -585.9 0.0 0.01 0.0 0.0 -1604.4 LRFD_3b -1018.5 0.0 -351.5 0.0 0.0 0.0 0.0 0.0 -1370.0 LRFD_3c -1018.5 0.0 0.0 -585.9 -404.5 0.0 0.0 0.0 -2008.9 LRFD_3d -1018.5 0.0 -351.5 0.0 -404.5 0.0 0.0 0.0 -1774.5 LRFD_4a -1018.5 0.0 0.0 -183.1 -809.0 0.0 0.0 0.0 -2010.6 LRFD_4b -1018.5 0.0 -109.9 0.0 -809.0 0.0 0.0 0.0 -1937.3 LRFD_5 1 -1173.6 0.0 0.0 -73.2 0.0 0.0 -1266.0 0.0 -2512.8 LRFD_6 -763.8 0.0 0.0 0.0 0.0 892.0 0.0 0.0 128.2 LRFD_7 -608.7 0.0 0.0 0.0 0.0 0.0 0.0 1258.0 649.3 ASD_1 -848.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -848.7 ASD_2 -848.7 0.0 0.0 0.01 0.0 0.0 0.0 0.0 -848.7 ASD_3a -848.7 0.0 0.0 -366.2 0.0 0.0 0.0 0.0 -1214.9 ASD_3b 1 -848.7 0.0 -219.7 0.0 0.0 0.0 0.0 0.0 -1068.4 ASD_4a -848.7 0.0 0.0 -274.6 0.0 0.01 0.0 0.0 -1123.4 ASD_4b -848.7 0.0 -164.8 0.0 0.0 0.0 0.0 0.0 -1013.5 ASD_5a -848.7 0.0 0.01 0.0 -485.4 0.0 0.01 0.0 -1334.1 ASD_5b -957.3 0.0 0.0 0.0 0.0 0.0 -886.2 0.0 -1843.5 ASD_6a1 -848.7 0.0 0.0 -274.6 -364.1 0.0 0.0 0.0 -1487.4 ASD_6a2 -848.7 0.0 -164.8 0.0 -364.1 0.0 0.0 0.0 -1377.6 ASD_6b -926.3 0.0 0.0 -274.6 0.01 0.0 -664.7 0.0 -1865.6 ASD_7 -509.21 0.0 0.0 0.0 0.01 535.21 0.0 0.0 26.0 ASD 8 -400.6 0.0 0.0 0.0 0.0 0.0 0.0 880.6 480.0 LRFD Max 649.3 kip LRFD Min -2512.8 kip ASD Max 480.0 kip ASD Min -1865.6 kip Allowable Pile Capacity 225 kip Piles Require' 8.29) -Need to Provide_PC9. Pile cap; Description: GRID C.5-11 Bearing Column, W14X342 Column Base Reaction ----> Loa Top of Pile Cap Re '-541.00 '7168 -43.54 2768 2768 33.25 25 -92.02 -69.19 :633A2 ,'-142.3 237.19 SAP2000 Base Reactions PC8 Pile Cap Weight Trib Area (ft2) Additional Joist Sets w (psf) Add Joist Add Joist Reaction d Case ----> D L Lr S W+ W- EQ+ EQ- action ----> =676.6 0.0 -142.3 -237.2 -35 363 Sum LRFD_1 -947.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -947.2 LRFD_2a -811.9 0.0 0.0 -118.6 0.0 0.0 0.0 0.0 -930.5 LRFD 2b -811.9 0.0 -71.2 0.0 0.0 0.0 0.0 0.0 -883.0 LRFD_3a 1 -811.9 0.0 0.0 -379.5 0.0 0.01 0.0 0.0 -1191.4 LRFD_3b -811.9 0.0 -227.7 0.0 0.0 0.0 0.0 0.0 -1039.6 LRFD_3c -811.9 0.0 0.0 -379.5 -17.S 0.0 0.0 0.0 -1208.9 LRFD_3d -811.9 0.0 -227.7 0.0 -17.5 0.0 0.0 0.0 -1057.1 LRFD_4a -811.9 0.0 0.0 -118.6 -35.0 0.0 0.0 0.0 -965.5 LRFD_4b -811.9 0.0 -71.2 0.0 -35.0 0.0 0.0 0.0 -918.0 LRFD_5 1 -935.5 0.0 0.0 -47.4 0.0 0.01 0.0 0.0 -983.0 LRFD_6 -608.9 0.0 0.0 0.0 0.0 363.0 0.0 0.0 -245.9 LRFD-7 -485.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -485.2 ASD-1 -676.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -676.6 ASD_2 -676.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -676.6 ASD_3a -676.6 0.0 0.0 -237.2 0.0 0.0 0.0 0.0 -913.7 ASD_3b 1 -676.6 0.0 -142.31 0.0 0.0 0.01 0.0 0.0 -818.9 ASD_4a -676.6 0.0 0.0 -177.9 0.0 0.0 0.0 0.0 -854.4 ASD_4b -676.6 0.0 -106.7 0.0 0.0 0.0 0.0 0.0 -783.3 ASD_5a -676.6 0.0 0.0 0.0 -21.0 0.0 0.0 0.0 -697.6 ASD_5b -763.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -763.1 ASD_6a1 -676.6 0.0 0.0 -177.9 -15.8 0.0 0.0 0.0 -870.2 ASD_6a2 -676.6 0.0 -106.7 0.0 -15.8 0.01 0.0 0.0 799.0 ASD_6b -738.4 0.0 0.0 -177.9 0.0 0.0 0.0 0.0 916.3 ASD_7 -405.9 0.0 0.0 0.01 0.0 217.8 0.0 0.0 188.1 ASD 8 -319.41 0.0 0.01 0.01 0.0 0.0 0.0 0.0 319.4 LRFD Max -245.9 kip LRFD Min-1208.9 kip ASD Max -188.1 kip ASD Min -916.3 kip Allowable Pile Capacity 225 kip i! Plies Required 4.0' Provided PC5 pile cap is OK) Description: GRID G.5-11 Bearing Column, W14X550 W/ SIDE PLATES 608.00 (-645 SAP2000 Base Reactions -82.70 PC8 Pile Cap Weight Column Base Reaction ----> 608.00-387.00-645.00 Loai Top of Pile Cap Re I Case ----> D L Lr S W+ W- EQ+ EQ- action ----> 690.7 0.0 -387.6 -645.0 716 SUM LRFD_1 -967.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -967.0 LRFD_2a -828.8 0.0 0.0 -322.5 0.0 0.0 0.0 0.0 -1151.3 LRFD_2b -828.8 0.0 -193.5 0.0 0.0 0.0 0.0 0.0 -1022.3 LRFD_3a 1 -828.8 0.0 0.0 -1032.0 0.0 0.01 0.0 0.0 -1860.8 LRFD_3b -828.8 0.0 -619.2 0.0 0.0 0.0 0.0 0.0 -1448.0 LRFD_3c -828.8 0.0 0.0 -1032.0 0.0 0.0 0.0 0.0 -1860.8 LRFD_3d -828.8 0.0 -619.2 0.0 0.0 0.0 0.0 0.0 -1448.0 LRFD_4a -828.8 0.0 0.0 -322.5 0.0 0.0 0.0 0.0 -1151.3 LRFD_4b -828.8 0.0 -193.5 0.0 0.0 0.0 0.0 0.0 -1022.3 LRFD_5 1 -955.1 0.0 0.0 -129.0 0.0 0.01 0.0 0.0 -1084.1 LRFD_6 -621.6 0.0 0.0 0.0 0.0 716.0 0.0 0.0 94.4 LRFD_7 -495.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -495.4 ASD_1 -690.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -690.7 ASD_2 -690.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -690.7 ASD_3a -690.7 0.0 0.0 -645.0 0.0 0.0 0.0 0.0 -1335.7 ASD_3b -690.7 0.0 -387.01 0.0 0.01 0.0 0.0 0.0 -1077.7 ASD_4a -690.7 0.0 0.0 -483.8 0.0 0.0 0.0 0.0 -1174.5 ASD_4b -690.7 0.0 -290.3 0.0 0.0 0.0 0.0 0.0 -981.0 ASD_5a -690.7 0.0 0.0 0.0 0.0 0.0 0.01 0.0 -690.7 ASD_5b -779.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -779.1 ASD_6a1 -690.7 0.0 0.0 -483.8 0.0 0.0 0.0 0.0 -1174.5 ASD_6a2 1 -690.7 0.0 -290.31 0.0 0.0 0.0 0.0 0.0 281.0 ASD_6b -753.8 0.0 0.0 -483.8 0.01 0.0 0.0 0.0 -1237.6 ASD_7 -414.41 0.0 0.0 0.0 0.01 429.6 0.0 0.0 15.2 ASD 8 -326.01 0.0 0.0 0.0 0.01 0.01 0.01 0.0 -326.0 LRFD Max 94.4 kip LRFD Min-1860.8 kip ASD Max 15.2 kip ASD Min-1335.7 kip Allowable Pile Comp 225 kip #-Piles Required '5.941 Need Lo proWde PC6 pile. cap) BRE 'ase Plate Design -revises Permit Calculations p 2.1; Phase 2 Gravity Loads @ Gravity -Only Columns DL= 110kip LL = 18 kip S-45ki / I � PLE iOP s'ol=EMEL=1SA D — 18 ip DL = $2 kip OP OF PIELLP EL, 15'A,Ix• ttPBOUiH GF GBIG IJ / _ B DM LE % P_ ttP EWTH Of GWo,x - LL LL = 11 kip ✓ I� GBv— K. _ - -- -' / -- S 92 ki S=26kip �^ G ! sxe _ __ ---- --N GL21 &Cii RbwIJ, / �— ,fi•ou PLUMB PILE / / / / Pi / / / W[1.11i i/ N21x1 GBx —GBB 11-1 EL TOP OPGPAOEBM ; / j 1fi'OW ttUNA PIIE/ / j tOIAPLULBPLE N21v1 L6x / - ,y/�-fi� � ttP NOL1M OFCA0I/ i / � c3/ / / 2 !MRI.tIIJ _-. —. _. FL)A / , FCB / % iIDP Of PILE LAP EL=ITA,(C / /__.—�— .._----------_ j--_--7---'—� ttP NDR1H OFGLW tx - - - GL 1 & Q Y GL 11 & N.5 , I " / ma.lm ELGEGP,r / c� / --r-PnvluGsua-i _--r----�----r----�---- �----:�-----i- /l---r---,./-----j------ f----i-----!_---r----�--------- PO MS / -/-_ ;'-- i DL = 225 kip b Pcx �y' rrza.,xej _<__- --/----/----._._.__l._----'�--------/=--1--- =kip LL56 ----1- - // / /j S = 139 kip / i , --------� - ---- d-- - ------ - ,-- -- - -_ /. -- r--- j ---�----i----r----i---- i----i----T----/----�-- - r----J---- i----7--- -i , �---- rc, �� n b 31 ---- i-------r--------:----- -------r------- - - - - - -- ---------- i -- - --- - --------� ICD POx -rty---- ---- �---�---iComment#18Edit: DL=676 - ci-�---�--7----� w - P i �/ DL=608 kip L 27 kip iAb 41 CD �--------- ----f------ LL=387 kiP --r- -- S = 3 - - - - -- r---- -- - ----- - - °o / Pc\ a] <x -----// r--- / _ fCDL-124k1 DL /, / // i // Z1pPOPPLELMB:PPOE BM/ / ,/ / i / i / i / `i;;, i i , /- LL = 2kip .M/T ISAtIrttP,LLOMG MIT - j PLS % p I - GL11&G.5 - i /S=56kip -- i --s------------- ,- -- - -------j-- ---- - -------- Comment#18Edit: DL = kip---- 1- -----/-----i----1---- -----t----�.- -- ---------- - - - - -- - w Pc Mrznnl- j �" DL = 633 kip LL = kip a TYP BEARING COL PLx ! LL = 142 kip S = 11 4 NORTH & SOUTH - - - ----- - T----iL_ 7 .. S=237kip r -- --- - 7---j--------i----r-- PLx _ r l ._ .. _ y / l / 1•cac'sLoli�wolmL PETUMETFJi aP,x•sL.Le, % d DL_ 225 kl ! / /_ _ _ _ i f 1OLT—ONNOIME16gMJ PERMWOJIG.4 ^ ! w,<.,JI? - _ — —,-- —, - / i /- — la•MnLB BOT LESIGUEn PrnLPwIELonoBJGr LL — 56 kip/ i i i i CON TOP TOGEWENLEM0.0N INGTNL11pN , \" / / / NOT svAVE AUVEMENT BOTHT<•LPBdVIS - P i S = 139 kip �GL 11 & C.5 cs NOT suvEcr TGPu ELn ouG k sw TOP pWXOPP— TO IT / GL 1 & A - - �-- , OBw/ i GBr/ GB i/ cAfi GBi • / G� G !—=-- C7 GL 21 & A TIT / / ��— _ / _ — _ _. FLxA _.—/ --- — l ! / PLU / _ /I /S-C — _ �� Ptfi BF/ ,✓ ,i Bf / / / l PC?A ✓ , _._ _._ — — PC]B.. .�. ! / / / / / x1'.9• / — ---.--._—.--.__._._..... TOP OF PLE CMLGPAOE ] EL•1TA I?ttPAlOM3 BM GBIo 21 xZ.Y x2'-B• / II-9 II.9II-B' xI.Y II-% II-Y R-B' II.g II-8' II.P II.B• R-Y YI.Y II-r II_gT/ TYP.111 GGRIo 115A MSgIM OF GR101a 15'A 1R'j ,1 -TIYP NOR EGR11 IU IS A llx'j DL LL - 1 kip DL = 111 kip kip LL = 17 kip = 18 ip DL =111 kip S = 2 k, S = 43 kip LL = kip LL = 17 kip S = 43 kip BRE ase Plate Design - revises Permit Calculations p 2.1- Phase 2 Gravity Loads Cad. BRBF Pile Caps DL = 55 kip D - 43 15 = 2 kip Lr - . LL = 4 kiP LLr = 78 ipp S - 3 ki S= 9 kip S 9 K %' 116—MID_3 eP PL2 BRB W BRB— W 3 / 5 _ j i ; — ; i — -- / Pa i i� i BEIWEENPILEGPB / AT-0—N, PILEGP� BRB _MID _l BPES 89IDOP4E M i DL_-- DL = 194 kip i ; ; ; f uP = 194 OL-' kip.-.- -.- _- _j _ ._.-.� _ _._ _.� _.-.- _r._._ _ �_ _.-._.7._._.- _.F._._._-._._._.�._._. _.-.r._._._ _r.-._ _ -77. _.-._ _. $ = 489 LL, - 33 kip + 16.ONPlE / / j I:,B BATTER I6•ow PIL€ + / Pcs� / BBATTEP � / ; — — / I, -DP PLN.B PRE 12<'GRALEBEAAI ;� / + / / `IB'ONPWMB PILF� OETNEEN PILEGPB, / TWILPLALONGCAIOU / i kip<81/DL = 157ip =28kLL07kip ?-------/;----7--- /". �2— — 796 kip I % % . DL = 133 kip S 83 kip LL = 22 kip ---�--------�---- ----/ --- BRBrN_5- -- — -- i--- L___._/ i -------L--- +----J--------�--- 1---- i-- S=56klp K3 BRB-5-1 23 DL DL=130kip __ /-- -- / 7 l --T — — / ---7/ -- --- // L/ 1// BEwEERPaE / 20 p IP _ _ _ / + / / +_ _ _ _ / / ._._ _ / / / _ _.-- ._ _ _._ - _._ / _ _._. /_ LL, = kip r _ _. r _._ _ _._ T - _ _ _._-j 3B}2P ilE BEA1, - 83 LL, - 12 kip GP OD 5 - 56 kl / Pa / / % / % / i / BE-EEIEBEAM OEIWEENPLEGPS- T — — — — _ ——BRB_S_3 —� -- — — -- —.1— -- — -- /---- — — --— -- r--- ---- 7 --- — F-- — :i— — :j — -- —it— -- +-- — — 7 -- -- t — — BRB 3 —. — — — — — PL3 {l� h DL =, ;p DL = 130 sEE'NOTE2 i j i 22 kip S= 56 ki 2 201v----- / /------/ T-- = 01 83 x. / j it j / j / j / j / j / i / j / j + BRB N 1 acB ;t ---BRB S 5 - -/i— — ------1-- -- i`-- -- f ----� -- --%— — — —7----:r--- i--- — ---- r — — — — --- ---- r---- ----%— — — — 77 — DL —1 -- — i = 33 kip LL = 22 kip LL, = i kip LL = 22 kip 5=56ki -------i---- /---- --------/--------L--- -----Z +L------------L---- �---- �----i---- s -e / % % � — — — i +— — — � %/ i �� �•..z•TIEB�,, S = 56 kip BE-1 PUEuss. _._._ _.—. —._._ _.—._.— _. ATq IB•CUPIPCIB. i j / / / j / j / / CGNIR OPT"x1N. PEE LAP \ / F_ _ _._r.—.— _._f_ _. _._/ // } _ _ — _. _- _ _ _ . — _,�� _— _ —.— _ _ _ _ _ _ _— _ z0 CIA / / t __ _----i----i J---- l L--- / 1----m" —--/----1---- --- ----— — — — - — — — — ___ "—s--------------- — ' / _ — ,— _._._ i — /_ �211N'TIEBEAM/ BEMEERPILECAP BM i BRB E 1 BRB_E_3 BRB E 5 W n o GRIDA =144 kip — = 19 kip DL = 156 kip = 48 kip LL = 62 kip S — 95 kip i .Lr - kip I `IrJ 7 rL = 144 kip =19 kip = 48 kip PL-Y / I — ! I 22-B' 1, 1 II B' n 0 3 3 co ao M co 0 0 En CD m w CD m w o_ N CO Column C.5-11 Design Selection W14X342 E 29000 Fy 50 ksi Cb 1 _c 1 Forlshapes mb 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding Mp 33600 k-in 2) Lateral -Torsional Buckling Lbx 505 in Lpx 179.7 in Lrx 1653.9 in Inelastic Buckling Mn 30495 k-in Elastic Buckling Fcr 117.53 ksi Mn 33600 k-in (DMn 30240.0 k-in 2520.0 k-ft Weak -axis Bending Strength Axial Strength H1.1Interaction Check AISC 341-10 Checks 1) Yielding KxLx 822 strong axis effective length, in Pr 1156.6 kip KyLy 505 weak axis effective length, in Mrx k-ft For Highly Ductile Members: Mp 16900 k-in Mry k-ft Flange slenderness check KL/rx 117.8 b/t 3.32 2) Flange Local Buckling KL/ry 119.1 Pr/Pc 0.719 Ahd 7.22 Fe 20.18 ksi Mrx/Mcx 0.000 OK? OK For Future Work Mry/Mcy 0.000 Flange Q DCR 0.719 Web slenderness check b/t 3.01 h/tw 8.16 mMn 15210 k-in 0.56*(E/Fy 13.49 Ca 0.719 1267.5 k-ft 1.03*(E/Fy. 24.81 Ahd 41.00 Os 1 OK? OK Web Q Ae,guess 101.001 Must iterate for value of f (use Excel "Solver") Pn, guess 1200.73, f 11.89 b/t 8.16 1.49*(E/Fy. 35.88 Web be 12.56 Ae 101.00 in2 4.6E-05 Q. 1.000 Q 1.000 Q*Fy/Fe 2.48 Fcr 17.69 ksi Pn 1787.2 kip mPn 1608.5 kip 0 0 3 3 co ao C cu a 0 v, co 0 a m A 0 N CO Column M.5-11 Design Selection W14X398 E 29000 Fy 50 ksi Cb 1 _c 1 Forlshapes Ob 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding Mp 400SO k-in 2) Lateral -Torsional Buckling Lbx 495 in Lpx 182.7 in Lrx 1894.0 in Inelastic Buckling Mn 36931 k-in Elastic Buckling Fcr 136.91 ksi Mn 40050 k-in (DMn 36045.0 k-in 3003.8 k-ft Weak -axis Bending Strength Axial Strength H1.1 Interaction Check AISC 341-10 Checks 1) Yielding KxLx 826 strong axis effective length, in Pr 1696.5 kip KyLy 495 weak axis effective length, in Mrx k-ft For Highly Ductile Members: Mp 20100 k-in Mry k-ft Flange slenderness check KL/rx 115.4 b/t 2.91 2) Flange Local Buckling KL/ry 114.8 Pr/Pc 0.854 Ahd 7.22 Fe 21.51 ksi Mrx/Mcx 0.000 OK? OK For Future Work Mry/Mcy 0.000 Flange Q DCR 0.854 Web slenderness check b/t 2.60 h/t, 7.12 ()Mn 18090 k-in 0.56*(E/Fy; 13.49 Ca 0.854 1507.5 k-ft 1.03*(E/Fy. 24.81 Xhd 38.49 Q� 1 OK? OK Web Q Ae,guess 117.001 Must iterate for value off (use Excel "Solver") Pn, guess ! 1200.73 f 10.26 b/t 7.12 1.49*(E/Fy 35.88 Web be 12.60 Ae 117.00 in2 7.9E-OS Q, 1.000 Q 1.000 Q*Fy/Fe 2.32 Fcr 18.86 ksi Pn 2206.7 kip (DPn 1986.1 kip y r,s1 � a Ol y ®O eso ao i CPO n �/ .%! N /ram 00 CD N , 3En ED CD o rN w= o � Ali � Q W � b h 0 r� O � ig tY z J � Q Ste. z m �J m N V t; Gra -Only Baseplate Design - revises Permit Calculations 11.3-2 Gravity -Only Column Baseplate Design SHAPE N B Pu Fy d bf m n n' P„/mePP X x �oorriae Xn' I tmin W14k3S0i 22 20 1762 50 20.1 17.2 11:405 3.12 4.66 0.63 !0.626 0.4908 2.25 3.12 T32 W14X342; 22 20 1209 50 1 2.6875 13.44 '4.24 1 f 4.24 A.24 3.48 W14X132 22 20 1356 50 14.7 14.7 4.0175 4.12 3.68 1 3.68 4.12 1.52 W24X207 27 16 419 50 25.7 13 1.2925 2.8 4.57 1 4.57 4.57 0.95 W24X131 27 16 246 50 24.5 12.9 1.8625 2.84 4.44 1 4.44 4.44 0.71 M m Cn 0 w m su CD m rn o_ N W tprov OK? I m OIC 1.75 OK 1.000K col @GL1&A 1.00 OK typical bearing column along GL 1 & 21 BRB,ase Plate Design - revises Permit Calculations pp 4.f `o 4.6-11 n 0 3 3 CD 00 M CD 0 0 (n m n� m o_ N W Column Size Pudn Puup 661.8 Baseplate Design Type kips kips Seismic? Vu (combo) bf d tf k1 A-09 W24X162 B 916 500 L 259.0 13 25 1.22 1.22 A-11 W24X162 G 146 0 L 492.0 13 25 1.22 1.22 A-13 W24X162 B 916 500 L 259.0 13 25 1.22 1.22 G-01 W24X192 A 767 325 L 81.0 13 25.5 1.46 1.46 G-21 W24X229 A 767 325 L 133.0 13.1 26 1.73 1.73 1-01 W24X192 F 223 0 L 157.0 13 25.5 1.46 1.46 1-21 W24X192 F 223 0 L 256.0 13 25.5 1.46 1.46 K-01 W24X250 A 767 325 L 81.0 13.2 26.3 1.89 1.89 K-21 W24X229 A 767 325 L 133.0 13.1 26 1.73 1.73 !M.5-11) W14X455� `C� (2.513) 5 1) (� 4 0 C(36.� !13.21) Q-11 (D) W14X455 D 2131 1717 L 661.8 16.8 19 3.21 3.21 Q-7 W24X162 E 701 535 L 181.0 13 25 1.22 1.22 Q-9 W24x131 H 60 0 L 348.0 12.9 24.5 0.96 0.96 BRE ase Plate Design - revises Permit Calculations pp V `o 4.6-11 0 0 3 3 CD 00 M CD W '0 0 0 m w m w o_ N W 16 B (Hard Input) N (combo) t (Hard Input) pl id et 14 41 2.5 3 5 PL2.5x14x3'-5" 3 14 41 1 3 5 PL1x14x3'-5" 3 14 41 2.5 3 5 PL2.5x14x3'-5" 3 14 41 2.25 3 5 PL2.25x14x3'-5" 2.75 14 41 2 3 5 PL2x14x3'-5" 2.5 14 41 1.25 3 5 PL1.25x14x3-5" 2.75 14 41 1.25 3 5 PL1.25x14x3'-5" 2.75 14 43 2.25 3 7 PL2.25x14x3'-7" 3.35 14 41 2 3 5 PL2x14x3'-5" 2.5 18� 34 4; ''2) 10' PL4x18x2`-10"; 2.5; 18 34 4 2 10 PL4x18x2'-10" 2.5 14 41 2.5 3 5 PL2.5x14x3'-5" 3 14 41 0.75 3 5 PL0.75x14x3'-5" 3.25 18 da Nbolts V Nbolts T 1.75 4 4 0.75 4 4 1.75 4 4 1.25 4 4 1.25 4 4 0.75 4 4 0.75 4 4 1.25 4 4 1.25 4 4 2, 4 2.5 4 6 1.75 4 4 0.75 4 4 BRE ase Plate Design - revises Permit Calculations pp 4.( '-o 4.6-11 n 0 3 3 CD CO M CD a 0 M cn m 0 01 c0 m co o_ N W Compression tension Fyb Fub hef Fy m n n' X lambda I Min mo tmin 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 2.296993 3.625 2.398743 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 0.91704 3.625 0 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 2.296993 3.625 2.398743 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 2.04401 3.3875 1.869503 105 125 12 50 8.15 1.76 4.613838 0.891151 1 8.15 1.986132 3.15 1.802776 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 1.102143 3.3875 0 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 1.102143 3.3875 0 105 125 12 50 9.0075 1.72 4.658058 0.890011 1 9.0075 2.143446 4.0075 2.033402 105 125 12 50 8.15 1.76 4.613838 0.891151 1 8.15 1.986132 3.15 1.802776 105,' `125� 12) '50) ;7.975� '!:M) (4.46654J f0 99622� (IN 7.975) '3.40690 (2.975) '2.083578 105 125 12 50 7.975 2.28 4.466542 0.996224 1 7.975 3.137296 2.975 3.551413 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 2.009421 3.625 2.481279 105 125 12 50 8.8625 1.84 4.444449 0.903801 1 8.8625 0.604066 3.8625 0 BRE ase Plate Design - revises Permit Calculations pp V `o 4.6-11 n 0 3 3 0 M M 0 0 0 0 0 0 CD 0 N O O_ N W tDCR bearing be 36 5 brgDCR Tension AR Shear AR Pullout treq treq DCR ex Al A2 Pbrg DCR Tu phiTn Vu phiVn Abrgreq'd 2.399 2.500 0.96 -2.5 574 574 1585.675 0.58 125 169.1214 0 87.94312 6.040 0.917 1.000 0.92 -2.5 574 574 1585.675 0.09 0 31.06311 0 16.15282 1.109 2.399 2.500 0.96 -2.5 574 574 1585.675 0.58 125 169.1214 0 87.94312 6.040 2.044 2.125 0.91 -2.5 574 574 1585.675 0.48 81.25 86.28642 0 44.86894 3.082 1.986 2.000 0.99 -2.5 574 574 1585.675 0.48 81.25 86.28642 0 44.86894 3.082 1.102 1.125 0.88 -2.5 574 574 1585.675 0.14 0 31.06311 0 16.15282 1.109 1.102 1.125 0.88 -2.5 574 574 1585.675 0.14 0 31.06311 0 16.15282 1.109 2.143 2.250 0.95 -3.5 602 602 1663.025 0.46 81.25 86.28642 0 44.86894 3.082 1.986 2.000 0.99 -2.5 574 574 1585.675 0.48 81.25 86.28642 0 44.86894 3.082 3.407) 150Q A85) 111 (612) (2448) 13381.3) (0.74) `147.M (220.8932) 'Q) j14.8645) 7.889) 3.551 3.625 0.89 1 612 2448 3381.3 0.63 286.1667 345.1457 0 179.4758 12.327 2.481 2.500 0.99 -2.5 574 574 1585.675 0.44 133.75 169.1214 0 87.94312 6.040 0.604 0.625 0.81 -2.5 574 574 1585.675 0.04 0 31.06311 0 16.15282 1.109 BRI ase Plate Design - revises Permit Calculations pp V to 4.6-11 n O 3 3 m 00 M CD W O 7 O O 1U fa CD N_ O_ N W AR DCR Base welds Tu/flg (weld min weld s 0.60 436.15 23.56 9 0.00 436.15 23.56 9 0.60 436.15 23.56 9 0.90 521.95 23.08 11 0.90 623.2325 22.74 14 0.00 521.95 23.08 11 0.00 521.95 23.08 11 0.90 686.07 22.62 15 0.90 623.2325 22.74 14 (0.51' .`1483.02� ,27.18j ' 27 0.73 1483.02 27.18 27 0.68 436.15 23.56 9 0.00 340.56 23.88 7 J#Shear Studs Req'd 16 30 16 6 8 10 16 6 8 (2$) 40 12 22 Pile Cap PC9 Design for Downward Forces Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LDM ######## ID: PC9 f , 4 ksi P� 2835 k Pile Cap Cntr Offset, X h 74 in A„ a 1111.8 in' Pile Cap Cntr Offset, Y L, 192 in r., 18.81 in (these affect layout plot only) Ly 128 in dxz 2.64 in hemeed 4 In F(P.x) 0 k-in pile tol 3 in ERA 0 k-in Fr 60 ksi 0 in 0 in x in y in Pin k Acne in2 P.x k.ln P.y k.in baa in rode in x.mn in Yarn in 0 deg C_ k h,m" in b- in 0- k DCR T k T. k Tr k 0 48 315.0 201.1 0 -15120 53.00 8.00 24.19 67.36 58 371.4 15.18 16 371.7 0.999 196.8 0.0 -196.8 0 0 315.0 201.1 0 0 3.00 8.00 -23.81 67.36 90 315.0 23.81 16 582.9 0.540 6.0 0.0 0.0 0 48 315.0 201.1 0 15120 51.00 8.00 24.19 67.36 58 371.4 15.18 16 371.7 0.999 196.8 0.0 196. -80 48 315.0 201.1 -25200 -15120 96.30 8.00 69.48 67.36 27.2 689.1 28.15 16 689.1 1.000 612.9 -525.6 -315.3 -80 0 315.0 201.1 -25200 0 83.00 8.00 56.19 67.36 35.5 542.4 22.21 16 543.7 0.998 441.6 -441.6 0.0 -80 48 315.0 201.1 -2S2001 15120 96.301 8.00 69.481 67.36 27.21 689.11 28.15 161 689.1 1.0ml 612.9 -525.61 315.3 80 -48 315.0 201.1 25200 -15120 96.30 8.00 69.48 67.36 27.2 689.1 28.15 16 689.1 1.000 612.9 525.6 -315.3 80 0 315.0 201.1 25200 0 83.00 8.00 56.19 67.36 35.5 542.4 22.21 16 543.7 0.998 441.6 441.6 0.0 80 48 315.0 201.1 25200 15120 96.30 8.00 69.48 67.36 27.2 689.1 28.15 16 689.1 1.000 612.9 525.6 315.3 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.0D0 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -35.81 67.36 90 0.0 15.81 0 0.0 0.0110.0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.0 0 0 3.1 0.00 -15.53 67.36 90 0.0 15.81 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -SS.SI 67.36 90 0.0 35.81 0 0.0 0.000 0.0 0.0 0.01 0 0 3.00 0.00 -15.81 67.36 90 0.0 15.81 0 0.0 0.000 0.0 0.0 0.01 01 0 3.001 0.00 -15.811 67.361 901 0.01 15.811 01 0.0G0l 0.0 0.01 0.0 i.wu Sum T: Pile Cap depth 74.0 in Zone: k Pile Embed 4.0 In x<0-1492.8 Top of Pile to reinf 2.0' In x > 0 1492.8 d 68.0 In ly<O 1 -827.5 y > 0 1 827.5 Rninfnrdng Rnd: T k A, in' A- in' A, In' Amd In' A,, inz/ft x-dir: 1492.8 33.17 29.01 17.05 33.17 3.110 y-dir: 827.5 18.39 24.52 25.57 2S.S7 1.598 x-dir: y-dir: SPCG 6 SPCG 6 Bar Size 11 Bar Size 8 Count 22 Count 33 Spacing 5.904762 in Spacing 5.875 in Aprov 34.32 in' Aprov 26.07 in' DCR 0.967 DCR 0.981 Length 225.0 in Length 152.0 Weight 2191.6 lb Weight 1116.1 lb Conc Volume 3052.4 ft' 38.98 yd' Rebar Quantity 3307.7 lb 84.9 # / yd' User to verify that pile layout and edge distance is consistent With the uniform reinforcing assumption. Comment #18 Response - Page 22 of 23 Pile Cap PC9 Design for Uplift Forces Museum of Flight - Covered Airpark I Pile cap depth is reduced by bx to Pile Cap Design by Strut -and -Tie occount for top of plate Washer at LDM anchor rods from bottom of pile cop ######## 10: PC9 f 4 ks' P� 480 k Pile Cap Cntr Offset, X 0 in h I 681 in An, 188.2 in' Pile Cap Cntr Offset, Y 0 in L. 192 in r ft 7.74 In (these affect layout plot only) 4 128 in dxz 1.09 in h, 4 in £(P.x) 1.82E-1 k-in pile tol 3 in £(P.y) 0 k-in BRB Uplift Demand = 480 kip F, 60 ksi divided equally between (9) piles u x In y in Pax k Aob k.in P.y k.in ba- In rose in - in yrnn in t) deg C,_ k hmm.wv in b_ in 9Enn k OCR T k T, k T, k 0 -48 53AZ 201.1 0 -2560 51.00 8.00 35.26 62.91 58.7 62.4 2.56 161 62.6 0.997 32.4 0.0 -32.4 0 0 53.3 201.1 0 0 3.00 8.00 -12.74 62.91 90 53.3 12.74 16 311.9 0.171 0.0 0.0 0.0 0 48 53.3 201.1 0 2S60 51.00 8.00 35.26 62.91 58.7 62.4 2.56 16 62.6 0.997 32.4 0.0 32.4 -80 -48 S3.3 201.1 -4266.67 -2560 96.30 8.00 80.55 62.91 35.9 91.0 3.73 16 91.3 0.997 73.7 -63.2 -37.9 -80 0 53.3 201.1 -4266.67 0 83.00 8.00 67.26 62.91 41 81.3 3.36 16 82.2 0.990 61.4 -61.4 0.0 -80 481 53.3 201.1 -4266.671 2560 96.30 8.00 80.55 62.911 35.9 91.01 3.73 16 91.31 0.997 73.7 -63.2 37.9 80 -48 53.3 201.1 4266.667 -2560 96.301 8.00 80.55 62.91 35.9 91.0 3.73 16 91.3 0.997 73.7 63.2 -37.9 80 0 53.3 201.1 4266.667 0 83.00 8.00 67.26 62.91 41 81.3 3.36 16 82.2 0.990 61.4 61.4 0.0 80 48 53.3 201.1 4266.667 2560 96.30 8.00 80.55 62.91 35.9 91.0 3.73 36 91.3 0.997 73.7 63.2 37.9 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000.0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.001 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.93 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.93 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.74 62.91 90 0.0 4.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -4.741 62.91 901 0.01 4.741 01 0.01 0.00ol 0.0 0.0 0.0 U.99/ Sum T: Pile Cap depth 68.0 in Zone: k Pile Embed 4.0 in x<0 -187.7 Top of Pile to relnf 2.01in x>0 187.7 d 62.0 in y<0 -108.2 y > 0 108.2 Rninfnrdne Rad: (TOP RFINF RFO'O FOR RRRF IIPI IFT rAPANTY1 T hie A.n A,_ h,e A,, k In' in' in' in' inz/ft x-dir: 187.7 4.17 5.56 15.67 15.67 1.469 y-dir: 108.2 2.41 3.21 23.50 23.50 1.469 x-dir: y-dir. SPCG 6 SPCG 6 Bar Size 8 Bar Size 8 Count 22 Count 33 Spacing 5.904762 In Spacing 5.875 in Aprov 17.38 in' Aprov 26.07 in' OCR 0.901 OCR 0.901 Length 216.0 in Length 152.0 Weight 1057.3 lb Weight 1116.1 lb Conc Volume 967.1 fts 35.82 yd3 Rebar Quantity 2173.4 lb 60.7 #/yd' User to verify that pile layout and edge distance Is consistent with the uniform reinforcing assumption. Comment 418 Response - Page 23 of 23 d FILE Museum of Flight Covered Airpark Permit Reference D15-0017 RECEIVED CITY OF TUKWILA MAY 282015 PERMIT CENTER Supplemental Calculations by Magnusson Klemencic Associates, Inc. Des- OC) 17 AY 2 6 2015 REID MIDDLETON, INC. i Table of Contents Page Responseto#17........................................................................................ 1 - 25 Responseto #19....................................................................................... 26 - 46 RoofJoist Design...................................................................................... 47 - 92 Response to Comment #17 Pile cap reactions were typically determined from a simple load rundown at each pile cap, considering the tributary roof weight, anticipated Phase 2 tributary wall weight, and column self -weight. Grade beams and pile caps are assumed to transmit their self -weight directly to the supporting soil. The exception to using tributary areas occurs at the (3) columns which support the megatruss (at grids C.S- 11, G.5-11, and M.5-11), whereby truss reactions are determined from SAP2000 output and added to the basic WF-supported roof that is tributary to those columns. Additional calculations are provided to demonstrate 1) the assumed roof loading and 2) the column load takedowns. Because some loading information had changed since the original permit issuance, revised figures and calculations are provided. These items replace items previously in section 2.1, pages 3-5 and 7-8. Design Sheet PROJECT M®F LOCATION CC trrt is SHEET CLIENT DATE (I/uh-c " � —0 �A J�, P�9 0 0 �,c MAGNUSSON KLEMENCIC ......::......... ASSOCIATES ■ Structural + Civil Engineers PfF);I (P. 75") AR. 3.6 es I-, (ZOO'F Pk SEMSL}' �X 1410TCC;7oA/ �D = 2 mod', MCP 5Amf.lywfosso = ( psf Z`f AS F -�Noj UoAcD , 25 PS F LIVE WAD = lO fsF o W4 o Vkyz-%eS ° Ri Ate. 2- ftD u As�F a�Y /k 1w-r + _ tour mf-e (5) QSF TQTkt� = F D �rJo„� i o 2� Ps F �r+L = 3, PJ'F L1vk- LoAD = 10 P.1 P s; Description: GRID M.5-11 Bearing Column, W14X398 Load Case Axial Load w -633.75 243.75-406.25 Truss end reaction - Bottom Chord Truss end reaction - Top Chord -43.25 -16.64 -27.731 Reaction from additional set of joists .---> D L Lr S W+ W- EQ+ EQ- ----> -763.51 0.0 193.8 -489.4 -809.0 892.0 -810 810 SUM LRFD-1 -1068.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1068.9 LRFD_2a -916.2 0.0 0.0 -244.7 0.0 0.0 0.0 0.0 -1160.9 LRFD_2b -916.2 0.0 96.9 0.0 0.0 0.0 0.0 0.0 -819.3 LRFD_3a -916.2 0.0 0.0 -783.11 0.0 0.0 0.01 0.0 -1699.3 LRFD_3b -916.2 0.0 310.1 0.0 0.0 0.0 0.0 0.0 -606.1 LRFD_3c -916.2 0.0 0.0 -783.1 -404.5 0.0 0.0 0.0 -2103.8 LRFD_3d -916.2 0.0 310.1 0.0 -404.5 0.0 0.0 0.0 -1010.6 LRFD_4a -916.2 0.0 0.0 -244.7 -809.0 0.0 0.0 0.0 -1969.9 LRFD_4b -916.2 0.0 96.9 0.0 -809.0 0.0 0.0 0.0 -1628.3 LRFD_5 -1055.8 0.0 0.0 -97.91 0.0 0.0 -810.0 0.0 -1963.7 LRFD_6 -687.2 0.0 0.0 0.0 0.0 892.0 0.0 0.0 204.8 LRFD_7 -547.61 0.0 0.0 0.0 0.0 0.0 0.0 810.0 262.4 ASD_1 -763.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -763.5 ASD 2 -763.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -763.5 ASD_3a -763.5 0.0 0.0 -489.4 0.0 0.0 0.0 0.0 -1252.9 ASD_3b -763.5 0.0 193.8 0.0 0.0 0.0 0.0 0.0 -569.7 ASD_4a -763.5 0.0 0.0 -367.1 0.0 0.0 0.0 0.0 -1130.6 ASD_4b -763.5 0.0 145.4 0.0 0.0 0.0 0.0 0.0 -618.1 ASD_5a -763.5 0.0 0.0 0.0 -485.4 0.0 0.0 0.0 -1248.9 ASD_5b -861.2 0.0 0.0 0.0 0.0 0.0 -567.0 0.0 -1428.2 ASD_6a1 -763.5 0.0 0.0 -367.1 -364.1 0.0 0.01 0.0 -1494.6 ASD_6a2 -763.5 0.0 145.4 0.0 -364.1 0.0 0.0 0.0 -982.2 ASD_6b -833.3 0.0 0.0 -367.1 0.0 0.0 -425.3 0.0 -1625.6 ASD-7 -458.1 0.0 0.0 0.0 0.0 535.2 0.0 0.0 77.1 ASD 8 1 -360.41 0.01 0.0 0.0 0.01 0.0 0.0 567.0 206.6 D+S 1040 Dead 633.8 Snow 406.3 Roof Live 243.75 LRFD Max 262.4 kip LRFD Min-2103.8 kip ASD Max 206.6 kip ASD Min-1625.6 kip Column Dead Load 763.51 kip Column Self Weight 32.24 kip DL, design 795.75 kip Description: GRID C.5-11 Bearing Column, W34X342 Load Case Axial Load A -511.88-196.875-328.125 Truss end reaction - Top Chord Truss end reaction - Bottom Chord -43.25 -16.64 -27.731 Reaction from additional set of joists > D L Lr S W+ W- I EQ+ EQ- > -641.6 0.0 -246.8 -411.3 -35 363 -33 33 SUM LRFD-1 -898.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -898.3 LRFD_2a -770.0 0.0 0.0 -205.7 0.0 0.0 0.0 0.0 -975.6 LRFD_2b -770.0 0.0 -123.4 0.0 0.0 0.0 0.0 0.0 -893.4 LRFD_3a -770.01 0.0 0.0 -658.11 0.0 0.0 0.0 0.0 -1428.0 LRFD_3b -770.0 0.0 -394.9 0.0 0.0 0.0 0.0 0.0 -1164.8 LRFD_3c -770.0 0.0 0.0 -658.1 -17.5 0.0 0.0 0.0 -1445.5 LRFD_3d -770.0 0.0 -394.9 0.0 -17.5 0.0 0.0 0.0 -1182.3 LRFD_4a -770.0 0.0 0.0 -205.7 -35.0 0.0 0.0 0.0 -1010.6 LRFD_4b -770.0 0.0 -123.4 0.0 -35.0 0.0 0.01 0.0 -928.4 LRFD_5 -887.31 0.0 0.0 -82.3 0.0 0.0 -33.0 0.0 -1002.5 LRFD_6 -577.5 0.0 0.0 0.0 0.0 363.0 0.0 0.0 -214.5 LRFD_7 -460.2 0.0 0.0 0.0 0.0 0.0 0.0 33.0 -427.2 ASD_1 -641.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -641.6 ASD-2 -641.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -641.6 ASD_3a -641.6 0.0 0.0 -411.3 0.0 0.0 0.0 0.0 -1052.9 ASD_3b -641.6 0.0 -246.81 0.0 0.0 0.0 0.0 0.0 -888.4 ASD_4a -641.6 0.0 0.0 -308.5 0.0 0.0 0.0 0.0 -950.1 ASD_4b -641.6 0.0 -185.1 0.0 0.0 0.0 0.0 0.0 -826.7 ASD_5a -641.6 0.0 0.0 0.0 -21.0 0.0 0.0 0.0 -662.6 ASD_5b -723.7 0.0 0.0 0.0 0.0 0.0 -23.1 0.0 -746.8 ASD_6a1 -641.6 0.01 0.0 -308.5,--15.8 0.0 0.0 0.0 -965.9 ASD_6a2 -641.6 0.0 -185.1 0.0 -15.8 0.0 0.0 0.0 -842.5 ASD_6b -700.3 0.0 0.0 -308.5 0.0 0.0 -17.3 0.0 -1026.1 ASD-7 -385.0 0.0 0.0 0.0 0.0 217.8 0.0 0.0 -167.2 ASD 8 -302.9 0.0 0.0 0.0 0.01 0.0 0.0 23.1 -279.8 SAP2000 Reactions D+S 840 Dead 511.9 Snow 328.1 Roof Live 197 LRFD Max -214.5 kip LRFD Min -1445.5 kip ASD Max -167.2 kip ASD Min -1052.9 kip Column Dead Load 641.64 kip Column Self Weight 24.28 kip DL, design 665.92 kip Description: GRID G.5-11 Bearing Column, W14X550 W/ SIDE PLATES Load Case Axial Load o, -591.09-227.344-378.906 Truss end reaction .---> D L Lr S W+ W- EQ+ I EQ- ----> -633.7 0.0 -227.3 -378.9 660 27 27 SUM LRFD_1 -887.21 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -887.2 LRFD_2a -760.4 0.0 0.0 -189.5 0.0 0.0 0.0 0.0 -949.9 LRFD2b -760.4 0.0 -113.7 0.0 0.0 0.0 0.0 0.0 -874.1 LRFD_3a -760.4 0.0 0.0 -606.31 0.0 0.0 0.0 0.0 -1366.7 LRFD_3b -760.4 0.0 -363.8 0.0 0.0 0.01 0.0 0.0 -1124.2 LRFD_3c -760.4 0.0 0.0 -606.3 0.0 0.0 0.0 0.0 -1366.7 LRFD_3d -760.4 0.0 -363.8 0.0 0.0 0.0 0.0 0.0 -1124.2 LRFD_4a -760.4 0.0 0.0 -189.5 0.0 0.0 0.0 0.0 -949.9 LRFD_4b -760.4 0.0 -113.7 0.0 0.0 0.0 0.0 0.0 -874.1 LRFD_5 -876.3 0.0 0.0 -75.81 0.0 0.0 27.01 0.0 -925.1 LRFD_6 -570.3 0.0 0.0 0.0 0.0 660.0 0.0 0.0 89.7 LRFD_7 -454.5 0.0 0.0 0.0 0.0 0.0 0.0 27.0 -427.5 ASD-1 -633.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -633.7 ASD_2 -633.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -633.7 ASD_3a -633.7 0.0 0.0 -378.9 0.0 0.0 0.0 0.0 -1012.6 ASD_3b -633.7 0.0 -227.3 0.01 0.0 0.01 0.0 0.0 -861.0 ASD_4a -633.7 0.0 0.0 -284.21 0.0 0.0 0.0 0.0 -917.9 ASD_4b -633.7 0.0 -170.5 0.0 0.0 0.0 0.0 0.0 -804.2 ASD_5a -633.71 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -633.7 ASD_5b -714.8 0.0 0.0 0.0 0.0 0.0 18.9 0.0 -695.9 ASD_6a1 -633.7 0.0 0.0 -284.2 0.0 0.0 0.0 0.0 -917.9 ASD_6a2 -633.7 0.0 -170.5 0.0 0.0 0.01 0.0 0.0 -804.2 ASD_6b -691.6 0.0 0.0 -284.2 0.0 0.0 14.2 0.0 -961.6 ASD_7 -380.2 0.0 0.01 0.01 0.0 396.0 0.0 0.01 15.8 ASD 8 -299.1 0.01 0.01 0.01 0.0 0.0 0.0 18.9 -280.2 D+S 970 Dead 591.1 Snow 378.9 Roof Live 227.3 LRFD Max 89.7 kip LRFD Min -1366.7 kip ASD Max 15.8 kip ASD Min -1012.6 kip Column Dead Load 633.69 kip Column Self Weight 42.60 kip DL, design 676.29 kip Description: Typical Bearing Column @ GL 1 & 21, W24X131 _ osf - 39 - y T T- T 10 T 25 1.13 -36 231 Load Case Axial Load AT angle 2218 2218 2218 2218 22181 3.15 .---> D L Lr S W+ W- EQ+ EQ- ----> -113.21 -22.18 -55.45 -2.51 80.24 SUM LRFD_1 -158.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -158.5 LRFD _2a -135.8 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -163.6 LRFD _2b -135.8 0.0 -11.1 0.0 0.0 0.0 0.0 0.0 -146.9 LRFD _3a -135.81 0.0 0.0 -88.71 0.0 0.0 0.0 0.0 -224.6 LRFD _3b -135.8 0.0 -35.5 0.0 0.0 o.01 0.0 0.0 -171.3 LRFD_3c -135.8 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -225.8 LRFD_3d -135.8 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -172.6 LRFD_4a -135.8 0.0 0.0 -27.7 -2.5 0.0 0.0 0.0 -166.1 LRFD_4b -135.8 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -149.4 LRFD_5 -156.51 0.0 0.0 -11.1 0.0 0.0 0.0 0.0 -167.6 LRFD_6 -101.9 0.0 0.0 0.0 0.01 80.2 0.0 0.0 -21.6 LRFD_7 -81.2 0.0 0.0 0.0 0.01 0.0 0.0 0.0 -81.2 ASD_1 -113.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -113.2 ASD_2 -113.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -113.2 ASD_3a -113.2 0.0 0.0 -55.5 0.0 0.0 0.0 0.0 -168.7 ASD_3b -113.2 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -135.4 ASD_4a -113.2 0.0 0.0 -41.61 0.0 0.0 0.0 0.0 -154.8 ASD_4b -113.2 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -129.8 ASD_5a -113.2 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -114.7 ASD 5b -127.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -127.7 ASD_6a1 -113.2 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -155.9 ASD_6a2 -113.2 0.0 -16.6 0.0 -1.1 0.0 0.0 0.0 -131.0 ASD_6b -123.6 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -165.1 ASD_7 67.9 0.0 0.0 0.0 0.0 48.1 0.0 0.0 -19.8 ASD 8 1 -53.4 0.0 0.01 0.01 0.01 0.0 0.0 0.0 -53.4 Cladding wt l5�psf AT 1780'jft2 26.7j kip M LRFD Max -21.6 kip LRFD Min -225.8 kip ASD Max -19.8 kip ASD Min -168.7 kip Column Dead Load 113.21 kip Column Self Weight 10.48 kip DL, design 123.69 kip Description: GRID A-1 & A-21 Corner Column, W24X207 r- - psf 39 ^ 10 25 AT 1707 1707 1707 Load Case Axial Load angle 1.13 36.23 1707 1707 3.15 > > D L Lr 5 W+ W- EQ+ EQ- -95.04 0.00 -17.07 -42.68 -1.93 61.76 SUM LRFD-1 -133.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -133.0 LRFD 2a -114.0 0.0 0.0 -21.3 0.0 0.0 0.0 0.0 -135.4 LRFD 2b -114.0 0.0 -8.5 0.0 0.0 0.0 0.0 0.0 -122.6 LRFD_3a -114.0 0.0 0.0 -68.3 0.0 0.0 0.0 0.0 -182.3 LRFD_3b -114.0 0.0 -27.3 0.01 0.0 0.0 0.0 0.0 -141.4 LRFD_3c -114.0 0.0 0.0 -68.3 -1.0 0.0 0.0 0.0 -183.3 LRFD_3d -114.0 0.0 -27.3 0.0 -1.0 0.0 0.0 0.0 -142.3 LRFD_4a -114.0 0.0 0.0 -21.3 -1.9 0.0 0.0 0.0 -137.3 LRFD_4b -114.0 0.0 -8.5 0.0 -1.9 0.0 0.0 0.0 -124.5 LRFD-5 -131.4 0.0 0.0 -8.5 0.0 0.0 0.0 0.0 -140.0 LRFD-6 -85.5 0.0 0.0 0.0 0.0 61.8 0.0 0.0 -23.8 LRFD-7 -68.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -68.2 ASD-1 -95.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -95.0 ASD-2 -95.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -95.0 ASD_3a -95.0 0.0 0.0 -42.7 0.0 0.0 0.0 0.0 -137.7 ASD_3b -95.0 0.0 -17.1 0.0 0.0 0.0 0.0 0.0 -112.1 ASD_4a -95.0 0.0 0.0 -32.0 0.0 0.0 0.0 0.0 -127.0 ASD_4b -95.0 0.0 -12.8 0.01 0.0 0.0 0.0 0.0 -107.8 ASD_5a -95.0 0.0 0.0 0.0 -1.2 0.0 0.0 0.0 -96.2 ASD_5b -107.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -107.2 ASD_6a1 -95.0 0.0 0.0 -32.0 -0.9 0.0 0.0 0.0 -127.9 ASD_6a2 -95.0 0.0 -12.8 0.0 -0.9 0.0 0.0 0.0 -108.7 ASD_6b -103.71 0.0 0.0 -32.0 0.0 0.01 0.0 0.0 -135.7 ASD-7 -57.01 0.01 0.0 0.0 0.0 37.11 0.0 0.0 -20.0 ASD 8 1 -44.91 0.01 0.01 0.01 0.0 0.0 0.0 0.0 -44.9 Cladding wt 15 psf 18971 ft2 -28.46j kip LRFD Max -23.8 kip LRFD Min -183.3 kip ASD Max -20.0 kip ASD Min -137.7 kip Column Dead Load 95.04 kip Column Self Weight 16.28 kip DL, design 111.32 kip Description: GRID 1 & Q Corner Column, W24162 psf r- --- 39 ---- --- AT 1080 Load Case Axial Load angle 10 25 1.13 -36.23 1080 1080 1080 1080 3.15 > D L Lr S W+ W- EQ+ EQ- > -68.79 0.00 -10.80 -27.00 -1.22 39.07 Sum LRFD_1 -96.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -96.3 LRFD_2a -82.5 0.0 0.0 -13.5 0.0 0.0 0.0 0.0 -96.0 LRFD_2b -82.5 0.0 -5.4 0.0 0.0 0.0 0.0 0.0 -87.9 LRFD_3a -82.51 0.0 0.0 -43.21 0.0 0.0 0.0 0.0 -125.7 LRFD_3b -82.5 0.0 -17.3 0.01 0.0 0.0 0.0 0.0 -99.8 LRFD_3c -82.5 0.0 0.0 -43.2 -0.6 0.0 0.0 0.0 -126.4 LRFD_3d -82.5 0.0 -17.3 0.0 -0.6 0.0 0.0 0.0 -100.4 LRFD_4a -82.5 0.0 0.0 -13.5 -1.2 0.0 0.0 0.0 -97.3 LRFD_4b -82.5 0.0 -5.4 0.0 -1.2 0.0 0.0 0.0 -89.2 LRFD_5 -95.11 0.0 0.0 -5.4 0.0 0.0 0.0 0.0 -100.5 LRFD-6 -61.9 0.0 0.0 0.01 0.0 39.11 0.0 0.0 -22.8 LRFD-7 -49.3 0.0 0.0 0.0 0.0 0.01 0.0 0.0 -49.3 ASD_1 -68.8 0.0 0.0 0.0 0.0 0.01 0.0 0.0 -68.8 ASD_2 -68.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -68.8 ASD_3a -68.8 0.0 0.0 -27.0 0.0 0.0 0.01 0.0 -95.8 ASD_3b -68.8 0.0 -10.8 0.0 0.0 0.0 0.0 0.0 -79.6 ASD_4a -68.8 0.0 0.0 -20.3 0.0 0.0 0.0 0.0 -89.0 ASD_4b -68.8 0.0 -8.1 0.01 0.0 0.0 0.0 0.0 -76.9 ASD_5a -68.8 0.0 0.0 0.0 -0.7 0.0 0.0 0.0 -69.5 ASD_5b -77.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -77.6 ASD_6a1 -68.8 0.0 0.0 -20.3 -0.5 0.0 0.0 0.0 -89.6 ASD_6a2 -68.8 0.0 -8.1 0.0 -0.5 0.0 0.0 0.0 -77.4 ASD_6b -75.1 0.0 0.0 -20.3 0.0 0.0 0.0 0.0 -95.3 ASD_7 -41.3 0.01 0.0 0.0 0.0 23.4 0.0 0.0 -17.8 ASD 8 -32.5 0.01 0.01 0.01 0.01 0.01 0.0 0.0 -32.5 Cladding wt 00 15psf 1778 ft2 -26.67�kip LRFD Max -22.8 kip LRFD Min -126.4 kip ASD Max -17.8 kip ASD Min -95.8 kip Column Dead Load 68.79 kip Column Self Weight 12.74 kip DL, design 81.53 kip Description: GRID 21 & Q Corner Column, W24x192 _ psf 39 T 10 25 AT 1780 1780 1780 Load Case Axial Load angle 1.13 -36.23 1780 1780 3.15 > D L Lr S W+ W- EQ+ EQ- > -95.07 0.00 -17.80 -44.50 -2.01 64.39 SUM LRFD_1 -133.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -133.1 LRFD_2a -114.1 0.0 0.0 -22.3 0.0 0.0 0.0 0.0 -136.3 LRFD_2b -114.1 0.0 -8.9 0.0 0.0 0.0 0.0 0.0 -123.0 LRFD_3a -114.11 0.0 0.0 -71.21 0.0 0.0 0.0 0.0 -185.3 LRFD_3b -114.1 0.0 -28.5 0.0 0.0 0.0 0.0 0.0 -142.6 LRFD_3c -114.1 0.0 0.0 -71.2 -1.0 0.0 0.0 0.0 -186.3 LRFD_3d -114.1 0.0 -28.5 0.0 -1.0 0.0 0.0 0.0 -143.6 LRFD_4a -114.1 0.0 0.0 -22.3 -2.0 0.0 0.0 0.0 -138.3 LRFD_4b -114.1 0.0 -8.9 0.0 -2.0 0.0 0.0 0.0 -125.0 LRFD_5 -131.51 0.0 0.0 -8.9 0.0 0.0 0.0 0.0 -140.4 LRFD_6 -85.6 0.0 0.0 0.0 0.0 64.4 0.0 0.0 -21.2 LRFD_7 -68.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -68.2 ASD_1 -95.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -95.1 ASD-2 -95.1 0.0 0.0 0.01 0.0 0.01 0.0 0.0 -95.1 ASD_3a -95.1 0.0 0.0 -44.5 0.0 0.0 0.0 0.0 -139.6 ASD_3b -95.1 0.0 -17.8 0.0 0.0 0.0 0.0 0.0 -112.9 ASD_4a -95.1 0.0 0.0 -33.4 0.0 0.0 0.0 0.0 -128.4 ASD 4b -95.1 0.0 -13.4 0.0 0.0 0.0 0.0 0.0 -108.4 ASD_5a -95.1 0.0 0.0 0.0 -1.2 0.0 0.0 0.0 -96.3 ASD_5b -107.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -107.2 ASD 6a1 -95.1 0.0 0.0 -33.4 -0.9 0.0 0.0 0.0 -129.4 ASD_6a2 - .11 0.0 -13.4 0.0 -0.9 0.0 0.0 0.0 -109.3 ASD_6b -103.8 0.0 0.0 -33.4 0.0 0.0 0.0 0.0 -137.1 ASD_7 -57.0 0.01 0.0 0.0 0.0 38.6 0.0 0.0 -18.4 ASD 8 -44.9 0.01 0.0 0.0 0.01 0.0 0.0 0.0 -44.9 Cladding wt r 151 psf 1710 1 ft2 -25.65, kip LRFD Max -21.2 kip LRFD Min -186.3 kip ASD Max -18.4 kip ASD Min -139.6 kip Column Dead Load 95.07 kip Column Self Weight 15.10 kip DL, design 110.17 kip Description: GRID B.3-I1 & N.7-11 Bearing Column - W14X132 psf 39 10 25 AT 5546 5546 5546 Load Case Axial Load anele 1.13 -36.23 5546 5546 3.151 > D L Lr S W+ W- EQ+ EQ- > -216.31 -55.46 -139.66 -6.27 200.64 SUM LRFD_1 -302.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -302.8 LRFD_2a -259.6 0.0 0.0 -69.3 0.0 0.0 0.0 0.0 -328.9 LRFD_2b -259.6 0.0 -27.7 0.0 0.0 0.0 0.0 0.0 -287.3 LRFD_3a -259.61 0.0 0.0 -221.91 0.0 0.0 0.0 0.0 -481.4 LRFD_3b -259.6 0.0 -88.7 0.0 0.0 0.0 0.0 0.0 -348.3 LRFD_3c -259.6 0.0 0.0 -221.9 -3.1 0.0 0.0 0.0 -484.6 LRFD_3d -259.6 0.0 -88.7 0.0 -3.1 0.0 0.0 0.0 -351.5 LRFD_4a -259.6 0.0 0.0 -69.3 -6.3 0.0 0.0 0.0 -335.2 LRFD_4b -259.6 0.0 -27.7 0.0 -6.3 0.0 0.0 0.0 -293.6 LRFD_5 -299.11 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -326.8 LRFD_6 -194.7 0.0 0.0 0.0 0.0 200.6 0.0 0.01 6.0 LRFD_7 -155.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -155.1 ASD 1 -216.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -216.3 ASD 2 -216.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -216.3 ASD_3a -216.3 0.0 0.0 -138.7 0.0 0.0 0.0 0.0 -355.0 ASD_3b -216.3 0.0 -55.5 0.0 0.0 0.0 0.0 0.0 -271.8 ASD_4a -216.3 0.0 0.0 -104.01 0.0 0.0 0.0 0.0 -320.3 ASD_4b -216.3 0.0 -41.6 0.0 0.0 0.0 0.0 0.0 -257.9 ASD_Sa -216.3 0.0 0.0 0.0 -3.8 0.0 0.0 0.0 -220.1 ASD 5b -244.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -244.0 ASD 6a1 -216.3 0.0 0.0 -104.0 -2.8 0.0 0.0 0.0 -323.1 ASD 6a2 -216.3 0.0 -41.6 0.0 -2.8 0.0 0.0 0.0 -260.7 ASD_6b -236.1 0.0 0.0 -104.0 0.0 0.0 0.0 0.0 -340.1 ASD_7 -129.8 0.0 0.01 0.01 0.0 120.4 0.0 0.0 -9.4 ASD 8 -102.1 0.0 0.01 0.01 0.0 0.0 0.0 0.0 -102.1 Cladding wt psf AT ft2 Oykip 8 LRFD Max 6.0 kip LRFD Min -484.6 kip ASD Max -9.4 kip ASD Min -355.0 kip Column Dead Load 216.31 kip Column Self Weight 8.18 kip DL, design 224.50 kip Description: GRID A-9 & A-13 BRBF Column, W24X746 psf 39 ---- -- ---10 ----- 25�- AT 1920 1920 1920 Load Case Axial Load angle 07 > D L Lr S W+ W- EQ+ EQ- > -132.19 0.00 -19.20 -47.99 0.00 0.00 -269 283 SUM LRFD_1 -185.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -185.1 LRFD_2a -158.6 0.0 0.0 -24.0 0.0 0.0 0.0 0.0 -182.6 LRFD_2b -158.6 0.0 -9.6 0.0 0.0 0.0 0.0 0.0 -168.2 LRFD_3a -158.61 0.0 0.0 -76.81 0.0 0.0 0.0 0.0 -235.4 LRFD_3b -158.6 0.0 -30.7 0.0 0.0 0.0 0.0 0.0 -189.3 LRFD_3c -158.6 0.0 0.0 -76.8 0.0 0.0 0.0 0.0 -235.4 LRFD_3d -158.6 0.0 -30.7 0.0 0.0 0.0 0.0 0.0 -189.3 LRFD_4a -158.6 0.0 0.0 -24.0 0.0 0.0 0.0 0.0 -182.6 LRFD_4b -158.6 0.0 -9.6 0.0 0.0 0.0 0.0 0.0 -168.2 LRFD 5 -182.8 0.0 0.0 -9.61 0.0 0.0 -269.0 0.0 -461.4 LRFD_6 -119.0 0.0 0.0 0.0 0.0 0.01 0.0 0.0 -119.0 LRFD_7 -94.8 0.0 0.0 0.0 0.0 0.0 0.0 283.0 188.2 ASD-1 -132.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -132.2 A5D_2 -132.21 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -132.2 ASD_3a -132.2 0.0 0.0 -48.0 0.0 0.0 0.0 0.0 -180.2 ASD_3b -132.2 0.0 -19.2 0.01 0.0 0.0 0.0 0.0 -151.4 ASD_4a -132.2 0.0 0.0 -36.0 0.0 0.0 0.0 0.0 -168.2 ASD 4b -132.2 0.0 -14.4 0.0 0.0 0.0 0.0 0.0 -146.6 ASD 5a -132.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -132.2 ASD _5b -149.11 0.0 0.0 0.0 0.0 0.0 -188.3 0.0 -337.4 ASD_6a1 -132.2 0.0 0.0 -36.0 0.0 0.0 0.0 0.0 -168.2 ASD_6a2 -132.2 0.0 -14.4 0.0 0.0 0.0 0.0 0.0 -146.6 ASD_6b -144.3 0.0 0.0 -36.0 0.01 0.0 -141.2 0.0 -321.5 ASD_7 -79.3 0.0 0.01 0.01 0.01 0.0 0.0 0.0 -79.3 ASD 8 1 -62.4 0.01 0.01 0.01 0.01 0.01 198.1 135.7 Cladding wt 301psf AT 1911Ift2 57.33jkip LRFD Max 188.2 kip LRFD Min -461.4 kip ASD Max 135.7 kip ASD Min -337.4 kip Column Dead Load 132.19 kip Column Self Weight 11.39 kip DL, design 143.58 kip Description: GRID G-21 & K-21 BRBF Column, W24X207 Load Case Axial Load psf AT angle 39 10 25 1.13 -36.23 2218 2218 2218 2218 2218 1 3.15 > D L Lr S W+ W- EQ+ EQ- > -115.88 -22.18 -55.45 -2.51 80.24 -221 232 SUM LRFD_1 -162.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -162.2 LRFD2a -139.1 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -166.8 LRFD2b -139.1 0.0 -11.1 0.0 0.0 0.0 0.0 0.0 -150.1 LRFD_3a -139.11 0.0 0.0 -88.7 0.0 0.0 0.0 0.0 -227.8 LRFD_3b -139.1 0.0 -35.5 0.0 0.0 0.0 0.0 0.0 -174.5 LRFD_3c -139.1 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -229.0 LRFD_3d -139.1 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -175.8 LRFD4a -139.1 0.0 0.0 -27.7 -2.5 0.0 0.0 0.0 -169.3 LRFD4b -139.1 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -152.6 LRFD_5 -160.2 0.0 0.0 -11.1 0.0 0.0 -221.0 0.0 -392.3 LRFD_6 -104.3 0.0 0.0 0.0 0.0 80.2 0.0 0.0 -24.0 LRFD_7 -83.1 0.0 0.0 0.0 0.0 0.0 0.0 232.0 148.9 ASD_1 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD-2 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_3a -115.9 0.0 0.0 -55.5 0.0 0.0 0.0 0.0 -171.3 ASD 3b -115.9 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -138.1 ASD_4a -115.9 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -157.5 ASD_4b -115.9 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -132.5 ASD_5a -115.9 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -117.4 ASD_5b -130.7 0.0 0.0 0.0 0.0 0.0 -154.7 0.0 -285.4 ASD 6a1 -115.9 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -158.6 ASD_6a2 -115.9 0.0 -16.6 0.0 -1.1 0.0 0.0 0.0 -133.6 ASD_6b -126.5 0.0 0.0 -41.6 0.0 0.0 -116.0 0.0 -284.1 ASD_7 -69.5 0.01 0.0 0.0 0.0 48.1 0.0 0.0 -21.4 ASD 8 -54.7 0.01 0.01 0.0 0.0 0.0 0.01 162.4 107.7 Cladding wt r 15 psf AT 1958 ft2 29.37j kip LRFD Max 148.9 kip LRFD Min -392.3 kip ASD Max 107.7 kip ASD Min -285.4 kip Column Dead Load 115.88 kip Column Self Weight 16.97 kip DL, design 132.85 kip Description: GRID G-1 BRBF Column, W24X176 psf r 39 - T 10 AT 2218 2218 Load Case Axial Load angle 25 1.13 36.23 2218 2218 2218 3.15 > D L Lr S W+ W- EQ+ EQ- > -115.88 -22.18 -55.45 -2.51 80.24 -135 145 SUM LRFD 1 -162.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -162.2 LRFD 2a -139.1 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -166.8 LRFD_2b -139.1 0.0 -11.1 0.0 0.0 O.ol 0.0 0.0 -150.1 LRFD_3a -139.11 0.0 0.0 -88.71 0.0 0.01 0.0 0.0 -227.8 LRFD_3b -139.1 0.0 -35.5 0.0 0.0 0.0 0.0 0.0 -174.5 LRFD_3c -139.1 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -229.0 LRFD_3d -139.1 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -175.8 LRFD_4a -139.1 0.0 0.0 -27.7 -2.5 0.0 0.0 0.0 -169.3 LRFD_4b -139.1 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -152.6 LRFD_5 -160.21 0.0 0.0 -11.11 0.0 0.0 -135.0 0.0 -306.3 LRFD_6 -104.3 0.0 0.0 0.01 0.0 80.2 0.0 0.0 -24.0 LRFD-7 -83.1 0.0 0.0 0.0 0.0 0.0 0.0 145.0 61.9 ASD_1 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD 2 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_3a -115.9 0.0 0.0 -55.5 0.0 0.0 0.0 0.0 -171.3 ASD_3b -115.9 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -138.1 ASD_4a -115.9 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -157.5 ASD_4b -115.9 0.0 -16.6 0.01 0.0 0.0 0.0 0.0 -132.5 ASD_5a -115.9 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -117.4 ASD_5b -130.7 0.0 0.0 0.0 0.0 0.0 -94.5 0.0 -225.2 ASD_6a1 -115.9 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -158.6 ASD_6a2 -115.9 0.0 -16.6 0.0 -1.1 0.0 0.01 0.0 -133.6 ASD_6b -126.5 0.0 0.0 -41.6 0.0 0.0 -70.91 0.0 -238.9 ASD 7 -69.5 0.01 0.0 0.0 0.0 48.1 0.01 0.0 -21.4 ASD 8 -54.7 0.01 0.01 0.01 0.0 0.0 0.01 101.51 46.8 Cladding wt 15 psf AT 19581ft2 -29.371 kip 8 LRFD Max 61.9 kip LRFD Min -306.3 kip ASD Max 46.8 kip ASD Min -238.9 kip Column Dead Load 115.88 kip Column Self Weight 14.43 kip DL, design 130.31 kip Description: GRID 1-1 & 1-21 BRBF Columns, W24X162 psf ! 39 `T 10 25 1.13 36.23 AT 2218 2218 2218 2218 2218 1 'I c Load Case Axial Load > D L Lr S W+ W- EQ+ EQ- > -115.88 -22.18 -55.45 -2.51 80.24 SUM LRFD 1 -162.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -162.2 LRFD_2a -139.1 0.0 0.0 -27.7 0.0 0.0 0.0 0.0 -166.8 LRFD_2b -139.1 0.0 -11.1 0.0 0.0 0.0 0.0 0.0 -150.1 LRFD_3a -139.11 0.0 0.0 -88.7 0.0 0.01 0.0 0.0 -227.8 LRFD_3b -139.1 0.0 -35.5 0.0 0.0 0.0 0.0 0.0 -174.5 LRFD_3c -139.1 0.0 0.0 -88.7 -1.3 0.0 0.0 0.0 -229.0 LRFD_3d -139.1 0.0 -35.5 0.0 -1.3 0.0 0.0 0.0 -175.8 LRFD_4a -139.1 0.0 0.0 -27.7 -2.5 0.0 0.0 0.0 -169.3 LRFD_4b -139.1 0.0 -11.1 0.0 -2.5 0.0 0.0 0.0 -152.6 LRFD_5 -160.21 0.0 0.0 -11.1 0.0 0.0 0.0 0.0 -171.3 LRFD_6 -104.3 0.0 0.0 0.0 0.0 80.2 0.0 0.0 -24.0 LRFD_7 -83.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -83.1 ASD_1 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_2 -115.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -115.9 ASD_3a -115.9 0.0 0.0 -55.5 0.0 0.0 0.0 0.0 -171.3 ASD_3b -115.9 0.0 -22.2 0.0 0.0 0.0 0.0 0.0 -138.1 ASD_4a -115.9 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -157.5 ASD_4b -115.9 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -132.5 ASD_5a -115.9 0.0 0.0 0.0 -1.5 0.0 0.0 0.0 -117.4 ASD_5b -130.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -130.7 ASD 6a1 -115.9 0.0 0.0 -41.6 -1.1 0.0 0.0 0.0 -158.6 ASD_6a2 -115.9 0.0 -16.6 0.0 -1.1 0.0 0.0 0.0 -133.6 ASD_6b 1 -126.51 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -168.1 ASD_7 1 -69.51 0.0 0.0 0.0 0.0 48.1 0.0 0.0 -21.4 ASD 8 1 -54.71 0.01 0.0 0.01 0.0 0.0 0.0 0.0 -54.7 Cladding wt 15',psf AT 1958 ft2 -29.37, kip A LRFD Max -24.0 kip LRFD Min -229.0 kip ASD Max -21.4 kip ASD Min -171.3 kip Column Dead Load 115.88 kip Column Self Weight 13.93 kip DL, design 129.91 kip Description: GRID K-1 BRBF Column, W24X229 psf 1 - - 39 _ 10 T25 1.13 36.23 Load Case Axial Load AT angle 3327 3327 3327 3327 3327 3.15 > D L Lr S W+ W- EQ+ EQ- > -173.82 .33.27 -83.18 -3.76 120.36 -146 153 SUM LRFD_1 -243.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -243.3 LRFD_2a -208.6 0.0 0.0 -41.6 0.0 0.0 0.0 0.0 -250.2 LRFD_2b -208.6 0.0 -16.6 0.0 0.0 0.0 0.0 0.0 -225.2 LRFD_3a -208.61 0.0 0.0 -133.11 0.0 0.0 0.0 0.0 -341.7 LRFD_3b -208.6 0.0 -53.2 0.0 0.0 0.0 0.0 0.0 -261.8 LRFD_3c -208.6 0.0 0.0 -133.1 -1.9 0.0 0.0 0.0 -343.5 LRFD_3d -208.6 0.0 -53.2 0.0 -1.9 0.0 0.0 0.0 -263.7 LRFD_4a -208.6 0.0 0.0 -41.6 -3.8 0.0 0.0 0.0 -253.9 LRFD_4b -208.6 0.0 -16.6 0.0 -3.8 0.0 0.0 0.0 -229.0 LRFD_5 -240.4 0.0 0.0 -16.61 0.0 0.0 -146.0 0.0 -403.0 LRFD_6 -156.4 0.0 0.0 0.01 0.0 120.4 0.0 0.0 -36.1 LRFD_7 -124.7 0.0 0.0 0.0 0.0 0.0 0.0 153.0 28.3 ASD_1 -173.8 0.0 0.0 0.0 0.0 0.01 0.0 0.0 -173.8 ASD_2 -173.8 0.0 0.0 0.0 0.0 0.01 0.0 0.0 -173.8 ASD_3a -173.8 0.0 0.0 -83.2 0.0 0.01 0.0 0.0 -257.0 ASD_3b -173.8 0.0 -33.3 0.0 0.0 0.0 0.0 0.0 -207.1 ASD_4a -173.8 0.0 0.0 -62.4 0.0 0.0 0.0 0.0 -236.2 ASD_4b -173.8 0.0 -25.0 0.0 0.0 0.0 0.0 0.0 -198.8 ASD_5a -173.8 0.0 0.0 0.0 -2.3 0.0 0.0 0.0 -176.1 ASD_5b -196.1 0.0 0.0 0.0 0.0 0.0 -102.2 0.0 -298.3 ASD_6a1 -173.8 0.0 0.0 -62.4 -1.7 0.0 0.0 0.0 -237.9 ASD_6a2 -173.8 0.0 -25.0 0.0 -1.7 0.0 0.0 0.0 -200.5 ASD 6b -189.7 0.0 0.0 -62.41 0.0 0.0 -76.7 0.0 -328.7 ASD_7 -104.3 0.011 001 0.01 0.0 72.2 0.0 0.0 -32.1 ASD 8 -82.0 0.01 o.01 0.01 0.01 0.0 0.0 107.1 25.1 Cladding wt 151 psf AT 2937Ift2 44.055J kip cn LRFD Max 28.3 kip LRFD Min -403.0 kip ASD Max 25.1 kip ASD Min -328.7 kip Column Dead Load 173.82 kip Column Self Weight 19.69 kip DL, design 193.51 kip Description: GRID Q-11 BRBF Column, W14X257 psf I 39---_ - - AT F 2801 Load Case Axial Load angle 10 25 2801 2801 > D L Lr S W+ W- EQ+ EQ- > -136.61 0.00 -28.01 -70.03 -219 313 -823 864 SUM LRFD 1 -191.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -191.3 LRFD 2a -163.9 0.0 0.0 -35.0 0.0 0.0 0.0 0.0 -198.9 LRFD_2b -163.9 0.0 -14.0 0.0 0.0 0.0 0.0 0.0 -177.9 LRFD_3a -163.91 0.0 0.0 -112.01 0.0 0.0 0.0 0.0 -276.0 LRFD_3b -163.9 0.0 -44.8 0.0 0.0 0.01 0.0 0.0 -208.7 LRFD_3c -163.9 0.0 0.0 -112.0 -109.5 0.0 0.0 0.0 -385.5 LRFD_3d -163.9 0.0 -44.8 0.0 -109.5 0.0 0.0 0.0 -318.2 LRFD_4a -163.9 0.0 0.0 -35.0 -219.0 0.0 0.0 0.0 -417.9 LRFD_4b -163.9 0.0 -14.0 0.0 -219.0 0.0 0.0 0.0 -396.9 LRFD_5 -188.9 0.0 0.0 -14.0 0.0 0.0 -823.0 0.0 -1025.9 LRFD_6 -122.9 0.0 0.0 0.0 0.01 313.0 0.0 0.0 190.1 LRFD-7 -98.0 0.0 0.0 0.0 0.0 0.0 0.0 864.0 766.0 ASD_1 -136.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -136.6 ASD_2 -136.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -136.6 ASD_3a -136.6 0.0 0.0 -70.0 0.0 0.0 0.0 0.0 -206.6 ASD_3b -136.6 0.0 -28.0 0.0 0.0 0.0 0.0 0.0 -164.6 ASD_4a -136.6 0.0 0.0 -52.5 0.0 0.0 0.0 0.0 -189.1 ASD_4b -136.6 0.0 -21.0 0.0 0.0 0.0 0.0 0.0 -157.6 ASD_Sa -136.6 0.0 0.0 0.0 -131.4 0.0 0.0 0.0 -268.0 ASD_5b -154.1 0.0 0.01 0.0 0.0 0.0 -576.1 0.0 -730.2 ASD 6a1 -136.6 0.0 0.0 -52.5 -98.6 0.0 0.0 0.0 -287.7 ASD_6a2 -136.6 0.0 -21.0 0.0 -98.6 0.0 0.0 0.0 -256.2 ASD 6b -149.1 0.0 0.0 -52.5 0.0 0.0 -432.1 0.0 -633.7 ASD 7 -82.01 0.0 0.0 0.0 0.0 187.8 0.0 0.0 105.8 ASD 8 -64.51 0.0 0.0 0.0 0.0 0.0 0.0 604.8 540.3 Claddingwt 151psf 1824.746 ft2 -27.3kip rn LRFD Max 766.0 kip LRFD Min -1025.9 kip ASD Max 540.3 kip ASD Min -730.2 kip Column Dead Load 136.61 kip Column Self Weight 20.22 kip DL, design 156.83 kip Description: GRID Q-7 BRBF Column, W24X162 psf - - - 39 AT 368 Load Case Axial Load angle 10 25 368 368 > D L Lr S W+ W- EQ+ I EQ- > -42.76 -3.68 -9.20 0.00 0.00 -275 301 SUM LRFD_1 -59.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -59.9 LRFD_2a -51.3 0.0 0.0 -4.6 0.0 0.0 0.0 0.0 -55.9 LRFD_2b -51.3 0.0 -1.8 0.0 0.0 0.0 0.0 0.0 -53.1 LRFD_3a -51.31 0.0 0.0 -14.71 0.0 0.0 0.0 0.0 -66.0 LRFD_3b -51.3 0.0 -5.9 0.0 0.0 0.0 0.01 0.0 -57.2 LRFD_3c -51.3 0.0 0.0 -14.7 0.0 0.0 0.0 0.0 -66.0 LRFD3d -51.3 0.0 -5.9 0.0 0.0 0.0 0.0 0.0 -57.2 LRFD_4a -51.3 0.0 0.0 -4.6 0.0 0.0 0.0 0.0 -55.9 LRFD_4b -51.3 0.0 -1.8 0.0 0.0 0.0 0.0 0.0 -53.1 LRFD_5 -59.11 0.0 0.0 -1.8 0.0 0.0 -275.0 0.0 -336.0 LRFD_6 -38.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -38.5 LRFD_7 -30.7 0.0 0.0 0.0 0.0 0.0 0.0 301.0 270.3 ASD_1 -42.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -42.8 ASD_2 -42.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -42.8 ASD_3a -42.8 0.0 0.0 -9.21 0.0 0.01 0.0 0.0 -52.0 ASD_3b -42.8 0.0 -3.7 0.0 0.0 0.0 0.0 0.0 -46.4 ASD_4a -42.8 0.0 0.0 -6.9 0.0 0.0 0.0 0.0 -49.7 ASD_4b -42.8 0.0 -2.8 0.0 0.0 0.0 0.0 0.0 -45.5 ASD_5a -42.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -42.8 ASD_5b -48.2 0.0 0.0 0.0 0.0 0.0 -192.5 0.0 -240.7 ASD_6a1 -42.8 0.0 0.0 -6.9 0.0 0.0 0.0 0.0 -49.7 ASD_6a2 -42.8 0.0 -2.8 0.0 0.0 0.0 0.0 0.0 -45.5 ASD_6b -46.7 0.0 0.0 -6.9 0.0 0.0 -144.4 0.0 -197.9 ASD 7 -25.7 0.0 0.0 0.0 0.0 0.0 0.01 0.0 -25.7 ASD 8 -20.2 0.0 0.01 0.01 0.0 0.0 0.01 210.71 190.5 Cladding wt 15'psf AT 1893.6'ft2 28.404 kip V LRFD Max 270.3 kip LRFD Min -336.0 kip ASD Max 190.5 kip ASD Min -240.7 kip Column Dead Load 42.76 kip Column Self Weight 12.64 kip DL, design 55.39 kip Description: GRID Q-7 BRBF Column, W24X162 psf 39 f 10 AT 86 86 Load Case Axial Load angle 25 -- - 86 > D L Lr S W+ W- EQ+ EQ- > -31.76 -0.86 -2.15 0.00 0.00 -275 301 SUM LRFD_1 -44.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -44.5 LRFD_2a -38.1 0.0 0.0 -1.1 0.0 0.0 0.0 0.0 -39.2 LRFD_2b -38.1 0.0 -0.4 0.0 0.0 0.0 0.0 0.0 -38.5 LRFD_3a -38.11 0.0 0.0 -3.41 0.0 0.0 0.0 0.0 -41.5 LRFD_3b -38.1 0.0 -1.4 0.0 0.0 0.0 0.0 0.0 -39.5 LRFD_3c -38.1 0.0 0.0 -3.4 0.0 0.0 0.0 0.0 -41.5 LRFD 3d -38.1 0.0 -1.4 0.0 0.0 0.0 0.0 0.0 -39.5 LRFD4a -38.1 0.0 0.0 -1.1 0.0 0.0 0.0 0.0 -39.2 LRFD4b -38.1 0.0 -0.4 0.0 0.0 0.0 0.0 0.0 -38.5 LRFD5 -43.91 0.0 0.0 -0.41 0.0 0.0 -275.0 0.0 -319.3 LRFD_6 -28.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -28.6 LRFD-7 -22.8 0.0 0.0 0.0 0.0 0.0 0.0 301.0 278.2 ASD-1 -31.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -31.8 ASD-2 -31.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -31.8 ASD 3a -31.8 0.0 0.0 -2.2 0.0 0.0 0.0 0.0 -33.9 ASD_3b -31.8 0.0 -0.91 0.0 0.0 0.0 0.0 0.0 -32.6 ASD_4a -31.8 0.0 0.0 -1.6 0.0 0.0 0.0 0.0 -33.4 ASD_4b -31.8 0.0 -0.6 0.0 0.0 0.0 0.0 0.0 -32.4 ASD_Sa -31.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -31.8 ASD_5b -35.8 0.0 0.0 0.0 0.0 0.0 -192.5 0.0 -228.3 ASD_6a1 -31.8 0.0 0.0 -1.6 0.0 0.0 0.0 0.0 -33.4 ASD_6a2 -31.8 0.0 -0.6 0.0 0.0 0.0 0.0 0.0 -32.4 ASD_6b -34.7 0.0 0.0 -1.6 0.0 0.0 -144.4 0.0 -180.6 ASD 7 -19.1 0.0 0.01 0.0 0.0 0.0 0.0 0.0 -19.1 ASD 8 -15.01 0.0 0.01 0.0 0.0 0.0 0.01 210.71 195.7 Claddingwt f 15,psf AT 1893.6ift2 -28.40 � kip 8 LRFD Max 278.2 kip LRFD Min -319.3 kip ASD Max 195.7 kip ASD Min -228.3 kip Column Dead Load 31.76 kip Column Self Weight 12.64 kip DL, design 44.39 kip Description: GRID A-11 BRBF Column, W RISA-31)OUTPUTI'-107.03 Load Case Axial Load _ri uK _as Inr i > D L Lr S W+ W- EQ+ EQ- > 146.62 -61.86 -95.31 0.00 0.00 SUM LRFD_1 -205.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -205.3 LRFD_2a -175.9 0.0 0.0 -47.7 0.0 0.0 0.0 0.0 -223.6 LRFD_2b -175.9 0.0 -30.9 0.0 0.0 0.0 0.0 0.0 -206.9 LRFD_3a -175.91 0.0 0.0 -152.51 0.0 0.0 0.0 0.0 -328.4 LRFD_3b -175.9 0.0 -99.0 0.0 0.0 0.0 0.0 0.0 -274.9 LRFD_3c -175.9 0.0 0.0 -152.5 0.0 0.0 0.0 0.0 -328.4 LRFD_3d -175.9 0.0 -99.0 0.0 0.0 0.0 0.0 0.0 -274.9 LRFD_4a -175.9 0.0 0.0 -47.7 0.0 0.0 0.0 0.0 -223.6 LRFD_4b -175.9 0.0 -30.9 0.0 0.0 0.01 0.0 0.0 -206.9 LRFD_5 -202.71 0.0 0.0 -19.11 0.0 0.0 0.0 0.0 -221.8 LRFD_6 -132.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -132.0 LRFD-7 -105.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -105.2 ASD 1 -146.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -146.6 ASD_2 -146.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -146.6 ASD_3a -146.6 0.0 0.0 -95.3 0.0 0.0 0.0 0.0 -241.9 ASD_3b -146.6 0.0 -61.9 0.0 0.0 0.0 0.0 0.0 -208.5 ASD_4a -146.6 0.0 0.0 -71.5 0.0 0.0 0.0 0.0 -218.1 ASD_4b -146.6 0.0 -46.4 0.0 0.0 0.0 0.0 0.0 -193.0 ASD_5a -146.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -146.6 ASD 5b -165.4 0.0 0.0 0.0 0.0 0.01 0.0 0.0 -165.4 ASD_6a1 -146.6 0.0 0.0 -71.5 0.0 0.0 0.0 0.0 -218.1 ASD_6a2 -146.6 0.0 -46.4 0.0 0.0 0.0 0.0 0.0 -193.0 ASD_6b -160.0 0.0 0.0 -71.5 0.0 0.0 0.0 0.0 -231.5 ASD_7 -88.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -88.0 ASD 8 -69.2 0.01 0.0 0.0 0.01 0.0 0.0 0.0 -69.2 Cladding wt 3-6 psf AT 1319.51ft2 -39.585] kip H LRFD Max -105.2 kip LRFD Min -328.4 kip ASD Max -69.2 kip ASD Min -241.9 kip Column Dead Load 146.62 kip Column Self Weight 9.40 kip DL, design 156.01 kip Uase 2 Gravity Loads @ Gravity -Only Columns IIB' 67116• GL1 ---------------------- / I — I j i Bi ------------------- I i / I / / / I 37 / I i % -- i I FCR / _. LT _.y._.—. _— .__.1.—.—.--- C I i jl i I j i j i I j i j i wa.nj __— % 18 j wun]I / j i i i GL 1 &Ai DL =111 kip = 18 ip LL = kip LL = 17 kip S - 2 ki S = 43 kip N O revised from previous calcs DL = 1101 LL 18 kip S=45kip I DL = 82 ki o EaOEBN¢=mvla j—1gB�BvPILE P P aPOFPBEUP¢ ,sa, souxOFOBO,] 6'ouPEe Le ° " _- TP6W,H OF GRO Ix --- LL = kip LL 11 kip i = a ! - G"'-- "� _--- _._-__ CiL21 &Q S 92 k POP S=26kip 6 i B -_ -- - H! OU PLON9 PILE ;4 ,OP�GPAOE... Ta .6• mP OPP IEcw ¢-Ira 1a -- �— —� P GL 11 & N.5----�._ _/_ttPHOBNO/ m, --/ ----% --- //----7-- �- - .;4 PLR & Q j wx 31 PCI DL = 225 kip b —. b. , ! i ij i ii S - 139 kip —'--- . i 7 -Fc] . � Fcx b _—._._._._._._ _._.—. 7 _ _ / ____/_ ____ p=2ip LL P t S = 379 kip -- -r- - - - - - - --�---1=-------r--------r--_-- __� -- ---- --— i / =POI IT / / / / / / 9EE NOlER / � / / / i — j--'---, r---; / , -% ; ,------4.DL-124kip DL=kip / --/T- " LL - 22 ki e j GL 11 &G.5 -- / --- ---' -- iS = 56 kip -j_-- % -i_. DL = 666 kip ._ __ �_ _ __ 1:_ ._._.F _ __-i _ _ _ ____1._ _ _ _ _ _ _ _ _._ _ f.__ _._L _-_ _! � �^ ----- --- - - - - -- _ __-. LL = 247 kip j i j i i i i i i i i / TYP BEARING COL S = 411 kip - rl --- - _C�?NORTH & SOUTH ___.____ _ E KO --- -- DL = 225 kip ---a - -7// --- oN ao""BPEBr��oF,R•6 B. i wa,]I ^ / E,=. OMF—E vEn u+cH mvw. _._._. _.7 _._._._.F.—.`r1LPaox xotoEscxm raB Pw,E LonoNa r. t._._. —— _. _. _. _--- _.—— _. _._._._._ _ _ j ! LL - 56 kip , _._ , - _ � _._. / / , a+rlucmB,osEw¢cEePBox HB4WAL[M, j Pc, W,T 0.MIET.-60,IM,PMPplS % ! % _. suecc,,oPureLasnw / a 5 = 139 kip / - �GL 11 & C.S� ; i ; / j / ! i� •� - b OF G]i w % i LEEOBfi - L01 W.,GL 21 & A PLxA ! �� PLfi fiF, --�✓ �� BF ✓ _.— _ _ L. _ _ _ —. 0.R / �� _ _ _ _. / iOPM POF PXF CMB UUOEBM g ! /e6' 6' / ?2 g / g l rz-g l xY.g ! B' / xx'.8' / / U-g / g / 6• / ) EL•ITa II]'ttPPLONG GNORI iW OF PIIEGPEL=1Sa 1T / ; / iLPOF GNOEBNEL=Iga llzj LOPMTPABE BN¢=tTa YP% / , ttP soumoF 6BUN— rnsau,xOP6wOIs ,vP MOB,xoF OwO 1s d d d d d d DL 1 kip DL -111 kip LL = kip LL =17 kip S = 2 kl S = 43 kip Pile Cap Design @ Gravity -Only Columns Phase 2 Loads Pile D L Lr S TYP BEARING COL @ N & S -111 0 -17 -43 GL 1 & A -111 0 -17 -43 GL 21 & A -82 0 -11 -26 GL 11 & B.5 -225 0 -56 -139 GL 11 & C.5 -666 0 -247 -411 GL 11 & G.5 -676 0 -227 -379 GL 1 & Q -110 0 -18 -45 GL 11 & N.5 -225 0 -56 -139 21 compression capacity 225 kips tension capacity 100 kips Phase 2 Pile Design LRFD Down LRFD UP ASD Down ASD Up # 16" Req'd # Provided DCR -202.0 -79.6 -154.0 -52.4 0.68 1 2 2 3 5 5 2 2 0.68 -202.0 -79.6 -154.0 -52.4 0.68 0.34 -140.0 -58.8 -109.0 -38.7 0.48 0.24 -492.4 -161.4 -364.0 -106.2 1.62 0.54 -1456.8 -477.7 -1077.0 -314.4 4.79 0.96 -1417.6 -484.8 -1055.0 -319.1 4.69 0.94 -204.0 -78.9 -155.0 -51.91 0.69 0.34 -492.4 -161.4 -364.0 -106.21 1.62 0.81 22 revised from previous calcs. Phase 2 Gravity Loads P BRBF Pile Caps ,I9.B]I,6• DL = 44 kip LL =1 kip DL = 55 kip _ 43 i BB IIEP LL=4kiP = 781�p S 3ki ioae E --— / \ S = 9 klp s 9 BRB_MID _3 I6'OIA PLtM12 P'. fiEMEENPLELnPS /r / __ / --- ---- 1 / B�.W-5 BRB_W-3 -ies DL=157kipPo?------- 1 _-- / - --i _ -._._ _i . PC„s uT= 7 kip LL = 28 kip m BEM S = 70 kip 6 i / / / / ; ; ! !/ BEmm+Pnr Ps / % ! / j / j n /---- Pc r i�i ,6 mNPPssnr Pc,z _.�._. .---- ----- -�-- ----/' -- coN,xoP,wNPLEUPi\n BRB_MID _1 ;= BE S)T-�o —. 1.—. _._._/-_/__.__ l L._.—. - r`'.'_._ �1/—.—.—.— /. _._/ �_-_._._..L._._.—.—/ _ _._/_._._._. /._._.__./._> _._--._._._ j'— —-----.—._._._.----- _--- —`— _— -! 7 —'-- _/ ! j i._._-_;. i i DL p' DL = 796 kip ti DL = 194 kip i 94 kiP 7 --- - ---r._._ _ �_ ._._ 7:.---- - ---i-- _ �._._._._.r._ _ _._ -- - _._ /---- y - -- -.r--- -;-------r---- - ur 33 kip / , ; i j ; / ; i ; / DL = 133 kip s 83 ki i j ; j % j % j l / / j % % l j l , i i b BRB S 1 _ ----- �- - --��- - - ter' s LL = 22 kip :' - % _ ._.i.---/ /--- BRBrN/ 5 ; PG n .-.. S = 56 kip DL = 130 kip L 2 p DLLr _._. LL, = kio — — —— L=22 kip / / / 5= 56 kip�, . - - _ _1 _._._ / --- ---- -/ _ _ _ / f _ _ BRB N 3- = -- 2 ---- --- -- ---- -- - - 7--------- ---BRB_S_3 - -- - -- -- - - --- - -- - --- - --- - i r - -- : - --- -- - - DL = .ip DL = 130 ki b P„ kip _._._i—.—.—._..L._._._._,L._._._ / 1 —_.—.— / _._.— _----- l 51_._._._.1._._._._.L. _. _ _� _. _.—.1._._._._ /._._._._i—. _._._.—/—._._._.T _._ "� _ _._._ s = 56 ki _. _._._—._._._. N LLr — kia 10/ ,� % BRB N_1 PG n- - - - - -- - - ,./---BRB_S_5 - --- - r ---- -- 7 ---- f--------/---- T -- - r--- i- — — — y---- r-- - -r--- - - --T--- - -- --i--- - . -- - DL = 133 kip ! D = 2 . DL = 133 kip k.'pa LL = 22 kip —j-- ----- -i- _ __.1 ...... �._ - - --- - -- - --- -- - - i.-- -- -- -�-- -- ---- -- .. - �n e. . -� � ]BYITTEBPAIn S = 56 kip -- j L.—.—._._! ._._ _ / / / l / .1._._._._ ! / 1._._._ _ ! J_._._ _./ r._._._._a�._._._._._._._._._._._._._._._.— — _._._._ , .. B 10C16—PLEBnTKI�D i/ BETWEEN PNDNGGfU01 N10/ / / / / / BE 511BSi1MED / j / / / ; / ; / ! / FC2j / BETWEEN PoIEG.PB BRB_E 1 BRB_E 3 BRB E 5 P¢ uoNc cNlpn b - -7 KI u•.r 1r - 92 kip LLr kip s - 28 = 78 = 78 . DL =144 kip DL =144 kip LL =19 kip DL =156 kip LL =19 kip S = 48 kip LL = 62 kip S = 48 kip w S = 95 kip Pile Cap Design @ BRBF's Phase 2 Loads Pile GRID D L Lr S W+ I W- EQ+ EQ- BRB_E_R1 A-9 -144 0 -19 -48 -195.0 340.1 -411.7 411.7 BRB_E_R3 A-11 -156 0 -62 -95 -8.5 49.0 -5.1 5.1 BRB_E_R5 A-13 -144 0 -19 -48 -271.6 197.0 -403.9 403.9 BRB_N_R1 G-21 -133 0 -22 -56 -306.5 251.1 -349.9 349.9 BRB_N_R3 1-21 -130 0 -22 -56 -6.2 105.9 -7.6 7.6 BRB_N_R5 K-21 -133 0 -221 56 -135.6 367.6 -312.7 312.7 BRB S_R1 K-1 -194 0 -33 -83 -109.71 295.9 -230.1 230.1 BRB S_R3 1-1 -130 0 -22 -56 -5.11 99.7 -2.9 2.9 BRB_S_R5 G-1 -133 0 -22 -56 -134.4 183.4 -250.4 250.4 BRB_W_R3 Q-9 -44 0 -1 -2 -6.0 20.1 -12.9 12.9 BRB_W_R5 Q-7 -55 0 -4 -9 -323.0 246.7 -401.6 401.6 BRB_MID_R1 I M.5-11 -796 0 -194 -489 -747.0 1087.5 -805.0 805.0 BRB MID R3 I N.7-11 1 -157 0 -28 -70 -425.0 650.8 -732.9 732.9 24 compression capacity 225 kips tension capacity 100 kips Phase 2 Pile Design LRFD Down LRFD UP ASD Down ASD Up # 16" Req'd # Provided DCR -620.4 308.4 -450.6 220.2 2.00 6 0.33 -343.4 -91.4 -251.0 -64.2 1.12 6 0.19 -612.6 300.6 -445.2 214.8 1.98 6 0.33 -545.0 254.5 -394.9 182.1 1.76 3 0.59 -248.7 -11.1 -187.9 -14.5 0.83 3 0.28 -485.4 247.9 -368.91 156.1 1.64 3 0.55 -514.9 121.3 -394.8 69.5 1.75 3 O.S8 -248.2 -17.3 -186.0 -18.2 0.83 3 0.28 -445.5 155.0 -325.3 112.5 1.4S 3 0.48 -74.2 -18.6 -58.7 -11.7 0.26 3 0.09 -479.5 362.2 -343.2 255.21 1.53 3 0.51 -2111.1 371.1 -1658.1 187.81 See megatruss pile calculation -964.01 620.3 -690.21 439.01 4.28 1 8 0.54 25 Comment#19 (Battered Piles) 26 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSON ' KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers 20141205 MOF Covered Airpark lateral pile analysis—batter.lp6o Pile Plus for windows, version 2012-06.032 Analysis of Individual Piles and Drilled shafts Subjected to Lateral Loading using the p-y method © 1985-2012 by Ensoft, Inc. All Rights Reserved This copy of LPile is licensed to: ISM MKA Serial Number of security Device: 291911502 Company Name Stored in Security Device: Magnusson Klemencic ----- ----------------- Files used for Analysis Pathtofile locations: I:\MoF-westAirCover\Engineers\LDM\Foundation\Pile Design\lateral pile anal ysis\ Name of input data file: 20141205 MoF Covered Covered Airpark - Airpark - lateral lateral pile pile analysis—batter.lp6d analysis_batter.lp6o Name of Name of output report file: plot output file: 20141205 MOF 20141205 MOF Covered Airpark - lateral lateral pile analysis_batter.lp6p analysis_batter.lp6r Name of runtime messeage file: 20141205 MOF Covered Airpark - pile -------------------- -------------------------------------------------------------------------------- Date ------------------ and Time of Analysis Date: March 19, 2015 Time: 14:07:23 ------------------------------------------- Problem Title Project Name: Museum of Flight - Covered Airpark job Number: N to Page 1 20141205 MoF covered Airpark - lateral pile analysis_batter.lp6o Client: SRG Engineer: ldm Description: lateral pile analysis ------------------------- Program options -------------------------------------------------------------------- Engineering units are us customary units: pounds, inches, feet Basic Program options: This analysis computes pile response to lateral loading and will compute nonlinear moment -curvature and nominal moment capacity for section types with nonlinear properties. computation options: - Analysis uses p-y multiplers for group action - Analysis assumes no shear resistance at pile tip - Analysis for fixed -length pile or shaft only - No computation of foundation stiffness matrix values - Report pile response for full length of pile - Analysis assumes no loading by soil movements acting on pile - No p-y curves to be computed and reported for user -specified depths solution control Parameters: _ 200 - Number of pile increments - - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in Pile Response output options: - values of pile -head deflection, bending moment, shear force, and soil reaction are printed for full length of pile: - Printing increment (nodal spacing of output points) = 1 ---------------------------------------------------- Pile structural Properties and Geometry -------------------------------------------------------------------------------- Page 2 W 0 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o Total number of pile sections = 1 Total length of pile = 100.00 ft Depth of ground surface below top of pile = 0.00 ft Pile diameter values used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. Point Depth Pile X Diameter ft in 1 -- 0.00000 - 16.0000000 2 100.000000 16.0000000 Input structural Properties: ---------------------------- Pile Section No. 1: = Elastic Pile Section Type Cross -sectional shape = Circular Pipe section Length = 100.00000000 ft Top width = 16.00000000 in Bottom width = 16.00000000 in wall Thickness at Top = 0.43800000 in wall Thickness at Bottom = 0.43800000 in Top Area = 21.41358562 sq. in Bottom Area = 21.41358562 = 648.74515467 sq. in inA4 Moment of Inertia Moment of Inertia at Top at Bottom = 648.74515467 inA4 Elastic Modulus = 29000000. lbs/inA2 ----------------------------------------------------------- Ground slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground Slope Angle = 0.000 degrees 0.000 radians Pile Batter Angle = 5.700 degrees" 0.099 radians Page 3 W 20141205 MoF Covered Airpark - lateral pile analysis-batter.lp6o ---------------- ---------------------- soil and Rock Layering Information --------------------------------------------------------------------------------- The soil profile is modelled using 8 layers Layer 1 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = Distance from top of pile to bottom of layer = 0.0000 5.00000 ft ft Effective unit weight at top of layer = Effective unit weight at bottom of layer 115.00000 = 115.00000 pcf pcf Friction angle at top of layer Friction angle at bottom of layer 30.00000 _ 30.00000 deg. deg. subgrade k at top of layer subgrade k at bottom of layer - 50.00000 = 50.00000 pci pci Layer 2 is soft clay, p-y criteria by Matlock, 1970 Distance from top of from top of pile to to top of layer bottom of layer - S.00000 = 10.00000 ft ft Distance Effective unit weight pile at tope of layer = 111.00000 111.00000 pcf pcf Effective unit weight undrained cohesion at at bottom of layer top of layer = = 400.00000 psf undrained cohesion at bottom of layer - 400.00000 = 0.01500 psf Epsilon-50 at top of Epsilon-50 at bottom layer of layer - 0.01500 Layer 3 is sand, p-y criteria by Reese et al., 1974 Distance Distance from top of pile to top of layer from top of pile to bottom of layer - 10.00000 = 18.00000 ft ft Effective unit weight at top of layer = 52.60000 52.60000 pcf pcf Effective Friction unit weight at bottom of layer angle at top of layer = - 30.00000 deg. Friction angle at bottom of layer = 30.00000 = 50.00000 deg. pci subgrade subgrade k at top of layer k at bottom of layer = 50.00000 pci Layer 4 is sand, p-y criteria by Reese et al., 1974 W N Page 4 20141205 MoF covered Airpark - Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer subgrade k at top of layer Subgrade k at bottom of layer Layer 5 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer Subgrade k at top of layer Subgrade k at bottom of layer Layer 6 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer subgrade k at top of layer subgrade k at bottom of layer Layer 7 is soft clay, p-y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Undrained cohesion at top of layer Undrained cohesion at bottom of layer Epsilon-50 at top of layer Epsilon-50 at bottom of layer Layer 8 is sand, p-y criteria by Reese et al., 1974 W Co lateral pile analysis-batter.lp6o 18.00000 ft 24.00000 ft 57.60000 pcf 57.60000 pcf 32.00000 deg. 32.00000 deg. 75.00000 pci 75.00000 pci 24.00000 ft 45.00000 ft 57.60000 pcf 57.60000 pcf 32.00000 deg. 32.00000 deg. 60.00000 pci 60.00000 pci 45.00000 ft 65.00000 ft 57.60000 pcf 57.60000 pcf 30.00000 deg. 30.00000 deg. 50.00000 pci 50.00000 pci - 65.00000 ft 95.00000 ft = 43.00000 pcf 43.00000 pcf 500.00000 psf 500.00000 psf _ 0.01200 0.01200 Page 5 20141205 MaF covered Airpark - Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer subgrade k at top of layer subgrade k at bottom of layer lateral pile analysis_batter.lp6o 95.00000 ft 120.00000 ft 57.60000 pcf 57.60000 pcf 40.00000 deg. 40.00000 deg. 130.00000 pc' 130.00000 pci (Depth of lowest soil layer extends 20.00 ft below pile tip) - ------------------------ summary of soil Properties -------------------------------------------------------------------------------- Layer Effective undrained Angle of strain Layer Soil Type Depth unit Wt. Cohesion Friction Factor Layer kpY Num. (p-y Curve Criteria) ft pcf psf deg. Epsilon 50 ----1- ci p------- --------------------------- ---------- ---------- ---------- ---------- ---------- Sand (Reese, et al.) 0.00 115.000 -- 30.000 -- 50.000 5.000 115.000 -- 30.000 -- 2 50.000 soft clay 5.000 111.000 400.000 -- 0.01500 - 10.000 111.000 400.000 -- 0.01500 3 - sand (Reese, et al.) 10.000 52.600 -- 30.000 -- 50.000 18.000 52.600 -- 30.000 -- 4 50.000 sand (Reese, et al.) 18.000 57.600 -- 32.000 -- 75.000 24.000 57.600 -- 32.000 -- 5 75.000 sand (Reese, et al.) 24.000 57.600 _- 32.000 -- 60.000 45.000 57.600 -- 32.000 -- 6 60.000 Sand (Reese, et al.) 45.000 57.600 -- 30.000 -- 50.000 Page 6 W 20141205 MOF Covered Airpark - lateral pile analysis_batter.lp6o 65.000 57.600 -- 30.000 -- 50.000 7 soft clay 65.000 43.000 500.000 -- 0.01200 95.000 43.000 500.000 -- 0.01200 8 sand (Reese, et al.) 95.000 57.600 -- 40.000 -- 130.000 120.000 57.600 -- 40.000 130.000 --------------------------------------------- - p-y Modification Factors for Group Action -------------------------------------------------------------------------------- Distribution of p-y modifiers with depth defined using 4 points Point Depth x p-mult y-mult No. ft - 1- 0.000 1.0000 1.0000 2 9.990 1.0000 1.0000 3 10.000 0.0200 1.0000 4 120.000 0.0200 1.0000 -------------------------------------- Loading Type -------------------------------------------------------------------------------- static loading criteria were used when computing p-y curves for all analyses. ----------------------------------------------------------- Pile-head Loading and Pile -head Fixity conditions -------------------------------------------------------------------------------- Number of loads specified = 1 Load Load Condition condition Axial Thrust Compute No. Type 1 2 Force, lbs Top y vs. Pile Length ----- ---- --_------------------_----------------�--------------- - 1 2 v 16900. lbs 5 0.0000 in in 68500. No Page 7 W Cn 20141205 MoF covered Airpark - lateral pile analysis_batter.lp6o v = pperpendicular shear force applied to pile head M = bendin moment applied to pile head y = lateral deflection relative to pile axis s = pile slope relative to original pile batter angle R = rotational stiffness applie to pile head Axial thrust is assumed to be acting axially for all pile batter angles. ------------------------------------------------------------------ - Computations of Nominal Moment Capacity and Nonlinear Bending stiffness Axial thrust force values were determined from pile -head loading conditions Number of Pile sections Analyzed = 1 Pile Section No. 1: Moment -curvature properties were derived from elastic section properties ----------- ---------------------------------- - computed values of Pile Loading and Deflection for Lateral Loading for Load case Number 1 -------------------------------------------------------------------------------- Pile-head conditions are shear and Pile -head Rotation (Loading Type 2) Shear force at pile head = 16900.000 lbs Rotation of pile head = 0.000E+00 radians Axial load at pile head = 68500.000 lbs (zero slope for this load indicates fixed -head conditions) Depth Deflect. Bending shear Slope x y Moment Force S feet inches in-lbs lbs radians Total Bending Soil Res. soil spr. Distrib. stress stiffness p Es*h gat. Load psi* lb-inA2 Win lb/inch lb/inch - 0.00 0.1506-784607. 16900. 0.000 874. 1.881E+10 0.000 0.000 0.000 0.500 0.1499-683156. 16769.-0.000234 11623. 1.881E+10-43.6979 1749.1980 0.000 Page s W 0) 20141205 MOF Covered Airpark - lateral pile analysis_batter.lp6o 1.000 0.1478 -583188. 16373. -0.000436 10390. 1.881E+10 -88.2608 3582.2001 0.000 1.500 0.1447 -486321. 15720. -0.000607 9195.9725 1.881E+10 -129.5489 5373.3001 0.000 2.000 0.1406 -394054. 14827. -0.000747 8058.1836 1.881E+10 -167.8309 7164.4001 0.000 2,500 0.1357 -307778. 13716. -0.000859 6994.2635 1.881E+10 -202.5369 8955.5001 0.000 3.000 0.1302 -228752. 12409. -0.000944 6019.7591 1.881E+10 -233.2875 10747. 0.000 3.500 0.1244 -158095. 10929. -0.001006 5148.4491 1.881E+10 -259.8712 12538. 0.000 4.000 0.1182 -96772. 9303.1389 -0.001047 4392.2493 1.881E+10 -282.2188 14329. 0.000 4.500 0.1118 -45597. 7573.9560 -0.001069 3761.1795 1.881E+10 -294.1755 15787. 0.000 5.000 0.1053 -5005.6182 5818.8525 -0.001077 3260.6306 1.881E+10 -290.8590 16566. 0.000 5.500 0.0989 25115. 4617.3160 -0.001074 3508.6119 1.881E+10 -109.6532 6654.1804 0.000 6.000 0.0925 51285. 3966.6777 -0.001062 3831.3274 1.881E+10 -107.2263 6958.8657 0.000 6.500 0.0861 73588. 3330.8271 -0.001042 4106.3586 1.881E+10 -104.7240 7295.4589 0.000 7.000 0.0799 92112. 2710.1871 -0.001016 4334.7804 1.881E+10 -102.1560 7666.9278 0.000 7.500 0.0739 106946. 2105.1256 -0.000984 4517.7028 1.881E+10 -99.5312 8076.7394 0.000 8.000 0.0681 118182. 1515.9610 -0.000948 4656.2670 1.881E+10 -96.8571 8528.9775 0.000 8.500 0.0626 125916. 942.9696 -0.000909 4751.6421 1.881E+10 -94.1401 9028.5151 0.000 9.000 0.0572 130245. 386.3948 -0.000868 4805.0217 1.881E+10 -91.3849 9581.2702 0.000 9.500 0.0521 131267. -153.5420 -0.000827 4817.6219 1.881E+10 -88.5940 10195. 0.000 10.000 0.0473 129082. -424.4702 -0.000785 4790.6800 1.881E+10 -1.7153 217.5567 0.000 10.500 0.0427 126819. -442.4512 -0.000744 4762.7680 1.881E+10 -4.2783 600.8798 0.000 11.000 0.0384 124385. -467.5030 -0.000704 4732.7517 1.881E+10 -4.0723 636.7018 0.000 11.500 0.0343 121788. -491.2435 -0.000665 4700.7266 1.881E+10 -3.8411 672.5238 0.000 12.000 0.0304 119036. -513.5323 -0.000627 4666.7993 1.881E+10 -3.5885 708.3458 0.000 12.500 0.0268 116140. -534.2509 -0.000589 4631.0866 1.881E+10 -3.3178 744.1678 0.000 Page 9 W V 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o 13.000 0.0233 113109. -553.3014 -0.000553 4593.7134 1.881E+10 -3.0324 779.9898 0.000 13.500 0.0201 109955. -570.6055 -0.000517 4554.8111 1.881E+10 -2.7356 815.8118 0.000 14.000 0.0171 106687. -586.1035 -0.000482 4514.5166 1.881E+10 -2.4304 851.6338 0.000 14.500 0.0143 103318. -599.7535 -0.000449 4472.9708 1.881E+10 -2.1196 887.4558 0.000 15.000 0.0117 99859. -611.5299 -0.000417 4430.3170 1.881E+10 -1.8059 923.2778 0.000 15.500 0.009332 96322. -621.4225 -0.000385 4386.7001 1.881E+10 -1.4917 959.0998 0.000 16.000 0.007112 92719. -629.4357 -0.000355 4342.2654 1.881E+10 -1.1794 994.9218 0.000 16.500 0.005070 89061. -635.5870 -0.000326 4297.1572 1.881E+10 -0.8710 1030.7438 0.000 17.000 0.003199 85360. -639.9060 -0.000298 4251.5183 1.881E+10 -0.5686 1066.5658 0.000 17.500 0.001491 81627. -642.4335 -0.000272 4205.4890 1.881E+10 -0.2739 1102.3878 0.000 18.000 -6.145E-05 77874. -643.2202 -0.000246 4159.2063 1.881E+10 0.0117 1138.2098 0.000 18.500 -0.001464 74111. -641.9463 -0.000222 4112.8028 1.881E+10 0.4130 1691.9366 0.000 19.000 -0.002726 70353. -638.3283 -0.000199 4066.4629 1.881E+10 0.7930 1745.6696 0.000 19.500 -0.003852 66615. -632.4833 -0.000177 4020.3613 1.881E+10 1.1553 1799.4026 0.000 20.000 -0.004851 62909. -624.5222 -0.000156 3974.6649 1.881E+10 1.4984 1853.1356 0.000 20.500 -0.005730 59249. -614.5637 -0.000137 3929.5320 1.881E+10 1.8211 1906.8686 0.000 21.000 -0.006496 55647. -602.7328 -0.000119 3885.1118 1.881E+10 2.1225 1960.6016 0.000 21.500 -0.007154 52114. -589.1594 -0.000102 3841.5439 1.881E+10 2.4019 2014.3346 0.000 22.000 -0.007714 48660. -573.9775 -8.544E-05 3798.9581 1.881E+10 2.6587 2068.0676 0.000 22.500 -0.008180 45296. -557.3235 -7.046E-05 3757.4739 1.881E+10 2.8926 2121.8006 0.000 23.000 -0.008559 42030. -539.3354 -5.653E-05 3717.2006 1.881E+10 3.1034 2175.5336 0.000 23.500 -0.008858 38871. -520.1516 -4.363E-05 3678.2372 1.881E+10 3.2912 2229.2666 0.000 24.000 -0.009083 35824. -499.9102 -3.172E-05 3640.6719 1.881E+10 3.4559 2282.9996 0.000 24.500 -0.009239 32898. -480.6080 -2.076E-05 3604.5830 1.881E+10 2.9781 1934.1291 0.000 Page 10 w w 20141205 MoF Covered Airpark - lateral pile -1.072E-05 3569.7629 analysis_batter.lp6o 1.881E+10 3.0750 1977.1155 25.000 -0.009332 30074. -462.4486 0.000 25.500 -0.009367 27357. -443.7621 -1.561E-06 3536.2594 1.881E+10 3.1538 2020.101 0.000 26.000 -0.009351 24750. -424.6552 6.748E-06 3504.1117 1.881E+10 3.2152 2063.088 0.000 26.500 -0.009286 22256. -405.2308 1.424E-05 3473.3514 1.881E+10 3.2596 2106.0747 0.000 27.000 -0.009180 19876. -385.5882 2.096E-05 3444.0021 1.881E+10 3.2879 2149.0611 0.000 27.500 -0.009035 17612. -365.8221 2.694E-05 3416.0804 1.881E+10 3.3008 2192.0475 0.000 28.000 -0.008856 15464. -346.0227 3.221E-05 3389.5954 1.881E+10 3.2990 2235.0339 0.000 28.500 -0.008648 13433. -326.2751 3.682E-05 3364.5501 1.881E+10 3.2835 2278.0203 0.000 29.000 -0.008414 11518. -306.6597 4.080E-05 3340.9407 1.881E+10 3.2550 2321.0067 0.000 29.500 -0.008159 9719.3257 -287.2512 4.419E-05 3318.7576 1.881E+10 3.2145 2363.9931 0.000 30.000 -0.007884 8034.8818 -268.1191 4.702E-05 3297.9859 1.881E+10 3.1629 2406.9795 0.000 30.500 -0.007594 6463.2477 -249.3275 4.933E-05 3278.6053 1.881E+10 3.1010 2449.9659 0.000 31.000 -0.007292 5002.4030 -230.9348 5.116E-05 3260.5909 1.881E+10 3.0299 2492.9523 0.000 31.500 -0.006981 3649.9783 -212.9941 5.254E-05 3243.9135 1.881E+10 2.9504 2535.9387 0.000 32.000 -0.006662 2403.2883 -195.5528 5.350E-05 3228.5399 1.881E+10 2.8634 2578.9251 0.000 32.500 -0.006339 1259.3654 -178.6531 5.409E-05 3214.4336 1.881E+10 2.7698 2621.9115 0.000 33.000 -0.006013 214.9913 -162.3319 5.432E-05 3201.5549 1.881E+10 2.6706 2664.8979 0.000 33.500 -0.005687 -733.2703 -146.6208 5.424E-05 3207.9461 1.881E+10 2.5665 2707.8843 0.000 34.000 -0.005362 -1589.0432 -131.5465 5.387E-05 3218.4991 1.881E+10 2.4583 2750.8707 0.000 34.500 -0.005040 -2356.1084 -117.1307 5.324E-05 3227.9581 1.881E+10 2.3469 2793.8571 0.000 35.000 -0.004723 -3038.3750 -103.3907 5.238E-05 3236.3715 1.881E+10 2.2331 2836.8435 0.000 35.500 -0.004412 -3639.8524 -90.3390 5.131E-05 3243.7886 1.881E+10 2.1175 2879.8299 0.000 36.000 -0.004107 -4164.6237 -77.9842 5.007E-05 3250.2598 1.881E+10 2.0008 2922.8163 0.000 36.500 -0.003811 -4616.8207 -66.3308 4.867E-05 3255.8361 1.881E+10 1.8837 2965.8027 0.000 Page 11 W 20141205 MOF Covered Airpark - 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lateral pile analysis_batter.lp6o 73.000 -8.395E-07 -4.7793 -3.1691 4.160E-08 3198.9627 1.881E+10 0.3140 2244203. 0.000 73.500 -5.944E-07 -18.1590 -1.5602 3.795E-08 3199.1277 1.881E+10 0.2223 2244203. 0.000 74.000 -3.841E-07 -23.5323 -0.4621 3.130E-08 3199.1940 1.881E+10 0.1437 2244203. 0.000 74.500 -2.189E-07 -23.7301 0.2145 2.376E-08 3199.1964 1.881E+10 0.0819 2244203. 0.000 75.000 -9.900E-08 -20.9777 0.5712 1.663E-08 3199.1625 1.881E+10 0.0370 2244203. 0.000 75.500 -1.928E-08 -16.8895 0.7039 1.059E-08 3199.1121 1.881E+10 0.007212 2244203. 0.000 76.000 2.812E-08 -12.5394 0.6940 5.901E-09 3199.0584 1.881E+10 -0.0105 2244203. 0.000 76.500 5.153E-08 -8.5664 0.6046 2.535E-09 3199.0094 1.881E+10 -0.0193 2244203. 0.000 77.000 5.854E-08 -5.2860 0.4811 3.263E-10 3198.9690 1.881E+10 -0.0219 2244203. 0.000 77.500 5.544E-08 -2.7933 0.3532 -9.620E-10 3198.9382 1.881E+10 -0.0207 2244203. 0.000 78.000 4.700E-08 -1.0467 0.2383 -1.574E-09 3198.9167 1.881E+10 -0.0176 2244203. 0.000 78.500 3.655E-08 0.0672 0.1445 -1.730E-09 3198.9046 1.881E+10 -0.0137 2244203. 0.000 79.000 2.623E-08 0.6889 0.0741 -1.610E-09 3198.9123 1.881E+10 -0.009812 2244203. 0.000 79.500 1.723E-08 0.9572 0.0253 -1.347E-09 3199.9156 1.881E+10 -0.006445 2244203. 0.000 80.000 1.006E-08 0.9934 -0.005341 -1.036E-09 3198.9160 1.881E+10 -0.003764 2244203. 0.000 80.500 4.795E-09 0.8940 -0.0220 -7.354E-10 3198.9148 1.881E+10 -0.001794 2244203. 0.000 81.000 1.238E-09 0.7299 -0.0288 -4.765E-10 3198.9128 1.881E+10 -0.000463 2244203. 0.000 81.500 -9.228E-10 0.5490 -0.0291 -2.726E-10 3198.9106 1.881E+10 0.000345 2244203. 0.000 82.000 -2.033E-09 0.3804 -0.0258 -1.244E-10 3198.9085 1.881E+10 0.000760 2244203. 0.000 82.500 -2.416E-09 0.2392 -0.0208 -2.559E-11 3198.9067 1.881E+10 0.000904 2244203. 0.000 83.000 -2.340E-09 0.1305 -0.0155 3.337E-11 3198.9054 1.881E+10 0.000875 2244203. 0.000 83.500 -2.015E-09 0.0533 -0.0106 6.267E-11 3198.9044 1.881E+10 0.000754 2244203. 0.000 84.000 -1.588E-09 0.003192 -0.006562 7.168E-11 3198.9038 1.881E+10 0.000594 2244203. 0.000 84.500 -1.155E-09 -0.0255 .-0.003484 6.812E-11 3198.9041 1.881E+10 0.000432 2244203. 0.000 Page 15 2014120S MoF Covered Airpark - lateral pile analysis_batter.lp6o 85.000 -7.707E-10-0.0387-0.001323 5.788E-11 3198.9043 1.881E+10 0.000288 2244203. 0.000 85.500 -4.604E-10-0.0414 5.870E-05 4.511E-11 3198.9043 1.881E+10 0.000172 2244203. 0.000 86.000 -2.294E-10-0.0380 0.000833 3.244E-11 3198.9043 1.881E+10 8.580E-05 2244203. 0.000 86.500 -7.107E-11-0.0315 0.001170 2.137E-11 3198.9042 1.881E+10 2.658E-05 2244203. 0.000 87.000 2.702E-11-0.0240 0.001219 1.252E-11 3198.9041 1.881E+10 -1.011E-05 2244203. 0.000 87.500 7.923E-11-0.0168 0.001100 6.014E-12 3198.9040 1.881E+10 -2.963E-05 2244203. 0.000 88.000 9.919E-11-0.0108 0.000900 1.608E-12 3198.9039 1.881E+10 -3.710E-05 2244203. 0.000 88.500 9.852E-11-0.006053 0.000678 -1.077E-12 3198.9039 1.881E+10 -3.685E-05 2244203. 0.000 89.000 8.627E-11-0.002647 0.000471 -2.464E-12 3198.9038 1.881E+10 -3.227E-05 2244203. 0.000 89.500 6.895E-11-0.000403 0.000296 -2.951E-12 3198.9038 1.881E+10 -2.579E-05 2244203. 0.000 90.000 5.086E-11 0.000912 0.000162 -2.870E-12 3198.9038 1.881E+10 -1.902E-05 2244203. 0.000 90.500 3.451E-11 0.001543 6.622E-05 -2.478E-12 3198.9038 1.881E+10 -1.291E-05 2244203. 0.000 91.000 2.112E-11 0.001709 3.798E-06 -1.960E-12 3198.9038 1.881E+10 -7.900E-06 2244203. 0.000 91.500 1.100E-11 0.001590 -3.224E-05 -1.433E-12 3198.9038 1.881E+10 -4.114E-06 2244203. 0.000 92.000 3.919E-12 0.001323 -4.898E-05 0.000 3198.9038 1.881E+10 -1.466E-06 2244203. 0.000 92.500 0.000 0.001003 -5.268E-05 0.000 3198.9038 1.881E+10 2.346E-07 2244203. 0.000 93.000 -3.254E-12 0.000692 -4.832E-05 0.000 3198.9038 1.881E+10 1.217E-06 2244203. 0.000 93.500 -4.556E-12 0.000424 -3.956E-05 0.000 3198.9038 1.881E+10 1.704E-06 2244203. 0.000 94.000 -5.048E-12 0.000217 -2.878E-05 0.000 3198.9038 1.881E+10 1.888E-06 2244203. 0.000 94.500 -5.124E-12 7.852E-05 -1.737E-05 0.000 3198.9038 1.881E+10 1.917E-06 2244203. 0.000 95.000 -5.050E-12 8.817E-06 -5.949E-06 0.000 3198.9038 1.881E+10 1.889E-06 2244203. 0.000 95.500 -4.959E-12 7.114E-06 -2.671E-07 0.000 3198.9038 1.881E+10 5.235E-09 6334.0107 0.000 96.000 -4.854E-12 5.599E-06 -2.358E-07 0.000 3198.9038 1.881E+10 5.200E-09 6427.1479 0.000 96.500 -4.739E-12 4.270E-06 -2.047E-07 0.000 3198.9038 1.881E+10 5.150E-09 6520.2851 0.000 Page 16 A 20141205 MoF Covered Airpark - lateral pile analysis_batter.lp6o 97.000 -4.615E-12 3.126E-06 -1.740E-07 0.000 3198.9038 1.881E+10 5.087E-09 6613.4223 0.000 97.500 -4.486E-12 2.164E-06 -1.437E-07 0.000 3198.9038 1.881E+10 5.014E-09 6706.5595 0.000 98.000 -4.352E-12 1.383E-06 -1.139E-07 0.000 3198.9038 1.881E+10 4.932E-09 6799.6967 0.000 98.500 -4.216E-12 7.794E-07 -8.454E-08 0.000 3198.9038 1.881E+10 4.843E-09 6892.8339 0.000 99.000 -4.078E-12 3.499E-07 -5.577E-08 0.000 3198.9038 1.881E+10 4.748E-09 6985.9711 0.000 99.500 -3.940E-12 9.129E-08 -2.758E-08 0.000 3198.9038 1.881E+10 4.648E-09 7079.1083 0.000 100.000 -3.801E-12 0.000 0.000 0.000 3198.9038 1.881E+10 4.544E-09 3586.1228 0.000 * The above values of total stress are combined axial and bending stress. output verification: computed forces and moments are within specified convergence limits. output summary for Load case No. 1: Pile -head deflection = Computed slope at pile head = Maximum bendin moment = Maximum shear ?orce = Depth of maximum bending moment = Depth of maximum shear force = Number of iterations = Number of zero deflection points = 0.1506408 inches 0.000000 radians -784607. inch-lbs 16900. lbs 0.000000 inches below pile head 0.000000 inches below pile head 13 7 --------------------------------------------------- summary of Pile Response(s) -------------------------------------------------------------------------------- Definitions of Pile -head Loading Conditions: Load Type 1: Load 1 = shear, lbs, and Load 2 = Moment, in-lbs Load Type 2: Load 1 = Shear, lbs, and Load 2 = Slope, radians Load Type 3: Load 1 = shear, lbs, and Load 2 = Rotational Stiffness, in-lbs/radian Load Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbs Load Type 5: Load 1 = Top Deflection, inches, and Load 2 = slope, radians Page 17 Ln 20141205 MOF Covered Airpark - lateral pile analysis_batter.lp6o 41 h d Pile -head Load Load Pi e- ea Condition 1 Condition 2 Axial Pile -head Maximum Maximum Pile -head Case Type v(lbs) or in -lb, rad., Loading Deflection Moment shear Rotation No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians ------ 12 v = 16900. s = 0.000 68500. 0.15064084 -784607. 16900. 0.00000000 The analysis ended normally. Page 18 Joist Design 47 MAGNUSSON KLEMENCIC ASSOCIATES O ROOF MISTS AND BRIDGING CALCULATIONS THE ROOF JOISTS WERE ORIGINALLY DESIGNED AS OPEN -WEB JOISTS AND AS DEFERRED SUBMITTALS. THE DRAWINGS HAVE BEEN REVISED TO REFLECT JOISTS DESIGNED BY MKA. THE FOLLOWING ARE THE CALCULATIONS ASSOCIATED WITH THE JOISTS AND BRIDGING. ■ The roof joists' loads are designed based on the loading described on sheets S101 and 5102. ■ Joists are designed from SAP 2000 designer ■ SAP2000 designer shows that DCR's exceed 1.0 for some top chords. Built-up shape capacity calculations are provided in "top chord design" calcs. ■ Top chord design utilizes design per AISC section H1, where axial and bending capacities are determined from Direct Strength Method (DSM) of The North American Specification for the Design of Cold -Formed Steel Structural Members (AISI 20 to determine critical elastic buckling capacities from the asymmetric sections Supplemental Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 48 Load Combination Dead Wind Wind Wind Wind Snow Up Pl Dn. PI Up P2 Dn. PI EQ+ EQ- Pl — LRFD 1 1.4 Pl — LRFD 3 1.2 1.6 Pl — LRFD 4 1.2 0.5 1.667 Pl — LRFD 6 0.9 1.667 P2 — LRFD 1 1.4 P2 — LRFD 3 1.2 1.6 - - - - ------------- P2 — LRFD 4 1.2 0.5 1.667 - - - ------ ----- - --- ---------- ---------------- P? — I FRD S+ 1383 0.2 1 P2 — LRFD 5- 1.383 0.2 1 P2 — LRFD 6 0.9 1.667 P2 — LRFD 7+ 0.717 1 P2 — LRFD 7- 0.717 1 P2 — LRFD 3 1" (Hang 1) ----- - --- -- P2 — LRFD 3 1" (Hang 2A) P2 — LRFD 3 1" (Hang 2B) P2 — LRFD 3 1" (Hang 3) 49 Wind Wind Wind Wind Load Combination Dead Snow Up P1 Dn. P1 Up P2 Dn. P1 EQ+ EQ- (Pl) Phase One (P2) Phase Two H Associated Hanging Loads are Treated as a Dead Load 50 MUSEUM OF FLIGHT MKA DEAD, PHASE 1 -Used to Determine Camber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 MIND DN, PHASE 1 WIND UP, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) JOIST TYPE 1 - SERVICE DEFLECTIONS 4.0" 0.0" 4.5" -3.4" 4.6" -2.75" Xva 2 411.3" 51 JOL, HYPE 1 SAP2000 DESIGN CHECKS PARTIAL ELEVATION (LEFT SIDE) 3/19/2015 Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets N SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F JOL . TYPE 1 SAP2000 DESIGN CHECKS 3/19/2015 PARTIAL ELEVATION (RIGHT SIDE) Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets 70 1.089 L. 089 L.07E I.97L 1.04L 1.0d7 1.341 L. 341 I. 195 1.155 0.964 0, 77S 0.732 0.74tt Q. 459 0.411 0.01 77 0.877 0. 577 0,877 0.848 0.849 A.791 0. 9d0 0.859 0.859 0.722 A.717 A. 552 A.552 0.757 0. 751 0.00 0.50 0. 0 0.60 1.00 Ln W SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, IF JOI,. - fYPE 1 SAP2000 MODEL Pin Support Chord Members Roller Support --------------------------------------------------- Continuous, TYP Left Side Partial Elevation Web Members Pin -Released, TYP 3/ 19/2015 ------------------------------------------------------------ Right Side Partial Elevation y, SAP2000 17.1.1 Kip, in, F MUSEUM OF FLIGHT MKA DEAD, PHASE 1 -Used to Determine Camber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 AND DN, PHASE 1 WIND UP, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) JOIST TYPE 1 A - SERVICE DEFLECTIONS j 3.8" 5.5" 4.4" -3.3" 4.5" -2.7" �10.4" �10.9" 55 .,OIST TYPE 1 A SAP2000 DESIGN CHECKS 3/19/2015 SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F JOIST TYPE 1 A SAP2000 DESIGN CHECKS 3/19/2015 PARTIAL ELEVATION (RIGHT SIDE) Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets 0.95n D. 449 B.93d 0.9Z2 9,890 9.88a I. LL9 1. L1Y �' 9.99I (i. 991 0.75A D, 969 11, 522 D.522 Q. 246 D. Z48 D.248 > k a.967 D. 76, 9 764 9 97D 0 980 a.867 0.96 9 859 0 8S9 0 721 0. 729 D 550 9 549 9 784 0 15L 0.00 0.50 0. 0 0. 0 1.00 al SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F cn co ,OIST TYPE 1 B SAP2000 DESIGN CHECKS 3/19/2015 Roller Support —Chord Members Roller Support with Spring Continuous, TYP with Spring ------ ----- ------------------------------------- ------ ---------------------------------------------------------------- ------------------------------------------------------------------------------- -- ------- Left Side Partial Elevation SAP2000 17.1.1 Web Members Pin -Released, TYP \1/\I/\/\/\l #___' -------------------------------------------------------- I Right Side Partial Elevation Kip, in, F MUSEUM OF FLIGHT MKA DEAD, PHASE 1 -Used to Determine Camber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 'IND DN, PHASE 1 WIND UP, PHASE 2 WIND DN, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) JOIST TYPE 2 - SERVICE DEFLECTIONS 2.8" j 2.3" t-1.7° 2.3" t-1.3" �0.03" 5.3" 5.0" 59 CD 0 .,GIST TYPE 2 SAP2000 DESIGN CHECKS PARTIAL ELEVATION (LEFT SIDE) SAP2000 17.1.1 \1-/ \V \h/off 0-Yo - 0 Steel P-M Interaction Ratios (AISC 360-10) 3/19/2015 Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets Kip, in, F .,OIST TYPE 3 SAP2000 DESIGN CHECKS 3/19/2015 PARTIAL ELEVATION (RIGHT SIDE) Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets D. 682 D.669 0. 631 0. 619 0. 6D6 D.650 0, 907 9 &A a SH 0. 69Z 0.696 0.925 0.458 0, 468 D.992 D.772 0.95Y U.759 9.7Dk D.903 0.61] 0.611 l.dgb O.k65 D.319 0, 315 0.00 0.50 0. 0 0. 0 1.00 SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F rn N .,GIST TYPE 2 SAP2000 DESIGN CHECKS SAP2000 17.1.1 Pin Support Chord Members Continuous, TYP Roller Support ----------------- ==__ _---------------------------------------------- - - - - -— ------------------------------------------------------------------------ Left Side Partial Elevation Web Members Pin -Released, TYP ------------------------------------------------- Right Side Partial Elevation 3/19/2015 Kip, in, F MUSEUM OF FLIGHT MKA DEAD, PHASE 1 -Used to Determine Camber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 MND DN, PHASE 1 WIND UP, PHASE 2 WIND DN, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) JOIST TYPE 3 - SERVICE DEFLECTIONS j 3.6° 4.88 j 7.90 7.6° 63 JOIST TYPE 3 SAP2000 DESIGN CHECKS PARTIAL ELEVATION (LEFT SIDE) 3/ 19/2015 Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets A SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, IF JOIST TYPE 3 SAP2000 DESIGN CHECKS 3/19/2015 SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F rn m JOIST TYPE 3 SAP2000 DESIGN CHECKS Roller Support with Spring Chord Members Continuous, TYP ----------------------------------------------------------- ---------------- V \V,\I/ ------------------------------------------------------------------------------------------ Left Side Partial Elevation SAP2000 17.1.1 Web Members Pin -Released, TYP 3/ 19/2015 Roller Support --------------------------------------------------------- Right Side Partial Elevation Kip, in, F MUSEUM OF FLIGHT MKA JOIST TYPE 4 - SERVICE DEFLECTIONS DEAD, PHASE 1 -Used to Determine �—• Camber j 0.2° DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) 0.3° SNOW 0.2° WIND UP, PHASE 1 L, -0.2° MND DN, PHASE 1 L, 0.2° WIND UP, PHASE 2 L, -0.1 ° WIND DN, PHASE 2 L 0.0° TOTAL, PHASE 1 11 (Worst Case) L, Nv�szv\z��� 0.5° TOTAL, PHASE 2 (Worst Case) L, 0.6° 67 JOIST TYPE 4 SAP2000 DESIGN CHECKS Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets 0.00 3/ 19/2015 m SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, IF .,GIST TYPE 4 SAP2000 DESIGN CHECKS Pin Support Chord Members Roller Support Continuous, TYP with Spring Brace Points, TYPE Web Members Pin -Released, TYP SAP2000 17.1.1 \1Z 3/19/2015 Kip, in, F MUSEUM OF FLIGHT MICA DEAD, PHASE 1 -Used to Determine Comber DEAD, PHASE 2 -Long Term Dead Load (Camber Not Included) SNOW WIND UP, PHASE 1 HIND DN, PHASE 1 WIND UP, PHASE 2 WIND DN, PHASE 2 TOTAL, PHASE 1 (Worst Case) TOTAL, PHASE 2 (Worst Case) JOIST TYPE 5 - SERVICE DEFLECTIONS 2.5" 3.7° �3.1" -2.3" 3.2" 7.2" 7.5" 70 JOIST TYPE 5 SAP2000 DESIGN CHECKS PARTIAL ELEVATION (LEFT SIDE) 3/19/2015 Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets 8. 478 9 442 0 6ll 0 648 O_]99 � f99 p 91l B 919 0.6L5 8.815 B 849 9 8SI � � 848 4-899 �` 0.88] SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F JOIST TYPE 5 SAP2000 DESIGN CHECKS PARTIAL ELEVATION (RIGHT SIDE) 0.00 Ignore Top Chord Results: Top Chord is Designed Separately Per Attached Top Chord Design Sheets 3/19/2015 N SAP2000 17.1.1 Steel P-M Interaction Ratios (AISC 360-10) Kip, in, F w JOIST TYPE 5 SAP2000 DESIGN CHECKS Pin Support Left Side Partial Elevation SAP2000 17.1.1 Chord Members Continuous, TYP Web Members Pin -Released, TYP Roller Support with Spring ------------------------------ Right Side Partial Elevation 3/ 19/2015 Kip, in, F Joist 1 & 1 A top chord TYPE 8 bf 12 tf 0.875 hw 11 tw 0.5625 e (deg) 12.41 Fy 50 0), 0.9 1% 0.9 N 16.9687 Py 948.435 Pu, 1346.18 P,a 1176.215 P< 1227.78 k 0.794 P_ 651.7205 k 0,744362 P,d 651.7105 kx 0.831283 P„d 728.566 O)Pn 586.5395 Pu 430.455 OCR 0.734 X-X Bending My 2093.859 k-in M,„ 376482 k-in Cb 1.06 M__ 399070.9 k-in Mw 60923.86 k-in M„d 227343.3 k-in Mn, 1093.859 k 0.133995 Mn, 1093.859 kd 0.069365 M„d 1093.859 mMn 994.4735 k-in Mu 137.208 OCR 0.139 Interaction 0.858 Weld Check (assumes singy-symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg _ 9.308 Mange 120.1104 kip d 11.875 Span i 85f5, in fl 13.79 Span/2 42.75 iin f2 9.09 vu 33.7152 k/in L5/16 perft 4.944137 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending My kin Mu, k-in Cb M._ k-in M � k-in Mod k-in Mn, k M,d A. Mw 0im Mu OCR 0.D00 TYPE A bf 12 tf 0.75 hw 11.25 tw 0.5 0 (deg) 12A3 Fy 50 (d, 0.9 me 0.9 !4 14.8125 Py 740.625 P,„ 867.2364 I'm 774.2896 Pud 100000 k 0.924 Pn, 518.0387 )1. 0.817955 Pni 501.212 Ad 0.08606 P. d 740.625 (DPn 451.0908 Pu 357.959 OCR 0.794 X-X Bending My 988.7293 k-in M,,, 380201.8 Wn Cb 1.06 M,,,,n„d 403013.9 k-in M,a 46769.26 k-in Mad 46769.26 k-in Mn, 988.7293 )i 0.245398 M,d 988.7293 kd 0.145398 M„d 988.7293 ()Mn 889.8564 Mu 163.993 OCR 0.194 Interaction 0.957 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis zcg 9.1726 Falange 120.3127 kip d 12 Span 85.5 in fl 15.41 Span/2 42.75 Iin 1`2 11.32 vu 33.77198 Win L 5/16 per It 4.852296 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending My k-in M., k-in Cb M,'� k-in M. k-in M_ k-in M,,, i4 Mm Mm mMn Mu OCR 0.000 TYPE 8 - NEAR SPLICE bf 12 tf 0.875 hw 11 tw 0.5625 B (deg) 12.41 Fy 50 Ot, 0.85 tDp 0.9 A. 16.9687 Py 948.435 P„n 871.7166 P,d 1176.215 Pud 1227.78 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) k: 0.987 Elastic Neutral Axis Pn, 564.5459 zrg 9.308: Faange 120.1304 kip k 0.692798 d 11.875 Span 85.5 in P,d 564.5459 fl 13.79 Span/2 42.7511n A, 0.831283 f2 9.09 vu 33.7152 k/in P, 728.566 L 5/16 per It 4.844137 01P, 479.864 Weld: 5/16" double -sided fillet, 3-12 Pu 3 714� OCR 0.828 X-X Bending Y-Y Bending My 1093.859 k-in M, k-in Mm. I 376484k-in Mo, k-in Cb 1.06 Cb Mu,,,ed 399070.9 k-in M-l-, k-in M<d 60923.86 k-in M,a k-in M„d 227343.3 k-in M„a k-in Mn, 1093.859 k 0.133995 k M,d 1093.859 M,d kd 0.069365 kd Mnd 1093.859 Mm mMn 994.4735 k-in mMn Mu 200.083 Mu OCR 0.203 OCR O.ODO Interaction 1.008 No good, cannot remove post near splice 74 Joist 1 B TYPE B bf 12 tf 0.875 hw 11 tw 0.5625 0 (deg) 12.41 Fy 50 me 0.9 IDb 0.9 As 16.9687 P, 848.435 Pcre 1346.18 Pal 1176.215 Pcrd 1227.78 Xc 0.794 Pne 651.7105 0.744362 Pnl 651.7105 Xd 0.831283 Pnd 728.566 (M 586.5395 Pu 441.327 DCR 0.752 X-X Bending M, 1093.859 k-in Mcre 376482 k-in Cb 1.06 Mcre,mod 399070.9 k-in Mcd 60923.86 k-in Mcrd 60923.86 k-in Mne 1093.859 0.133995 Mnl 1093.859 )Ld 0.133995 Mnd 1093.859 mMn 984.4735 k-in Mu 140.435 DCR 0.143 Interaction 0.879 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.308 Mange 120.1104 kip d 11.875 Span 85.5 in fl 13.79 Span/2 42.75 iin f2 9.09 vu 33.7152 k/in L 5/16 per ft 4.844137 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending M, Mcre Cb Mcre,mod Mcd Mad Mne Mnl Ad Mnd mMn Mu DCR 0.000 k-in k-in k-in k-in k-in TYPE A bf 12 tf 0.75 hw 11.25 tw 0.5 0 (deg) 12.41 Fy 50 (Dc 0.9 mb 0.9 Ag 14.8125 P, 740.625 Pcre 867.2364 Pcd 774.2896 Pcrd 100000 Ac 0.924 Pne 518.0387 1� 0.817955 Pnl 501.212 Ad 0.08606 Pnd 740.625 mPn 451.0908 Pu 373.97 DCR 0.829 X-X Bending M, 988.7293 k-in Mcre 380201.8 k-in Cb 1.06 Mcre,mod 403013.9 k-in Mal 46769.26 k-in Mad 46769.26 k-in Mne 988.7293 hl 0.145398 Mnl 988.7293 Xd 0.145398 Mnd 988.7293 mMn 889.8564 Mu 163.418 DCR 0.184 Interaction 0.992 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.1726 Fflange 120.3127 kip d 12 Span 85.5 in fl 15.41 Span/2 42.75 iin f2 11.32 vu 33.77198 On L 5/16 per ft 4.852296 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending M, Mcre Cb Mcre,mod Mal Mcrd Mne AI MM Xd Mnd omn Mu DCR 0.000 k-in k-in k-in k-in k-in 75 Joist 2 top chord bf 12 tf 1.5 hw 10.5 tw 0.5625 e (deg) 3.4 Fy So rD, 0.9 me 0.9 A. 24.328 Py 1216.4 P 4825.653 P„i 1997.03 P,,d 1997.03 h 0.502 Pn, 1094.603 b, 0.740348 Pn, 1094.603 Ad 0.780451 P„ d 1086.504 opP 977.8535 Pu 581.821 DCR 0.595 X-X Bending My 1097.832 k-in M,„ 301084 k-in Cb 1.06 M„ .. 319149 k-in W„ 133222 k-in M„d 133222 k-in Mn, 1097.832 b, 0.090778 Mni 1097.832 4 0.090778 Mnd 1097.832 'DM' 988.0494 k-in Mu 163.023 DCR 0.165 Interaction 0.742 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.308 Mange 187,7739579 kip d 12 Span 85.75 in fl 14.46 Span/2 42.875 iin f2 6.40 vu 52.55481037 k/in L 5/16 perft 7.550978501 Weld: 5/16" double -sided fillet, 4-12 Y-Y Bending My k-in MI„ k-in Cb Muanwd k-in Mvi k-in M„d k-in Mn, bi Mm Mnd mMn Mu DCR 0.000 TYPE B bf 12 tf 0.875 hw 31 tw 0.5625 e (deg) 12.41 Fy 50 CD, 0.9 01, 0.9 A. 16.9687 P, 848.435 P 1346.18 P„i 1176.215 Pr,d 1227.78 k 0.794 Pn, 651.7105 A, 0.744362 P,d 651.7105 Ad 0.831283 Pnd 728.566 op, 586.5395 Pu 388.681 DCR 0.663 X-X Bending My 1093.859 k-in M"„ 376482 k-in Cb 1.06 M,,,,n„d 399070.9 k-in Mop 60923-86 k-in MI. 227343.3 k-in Mn, 1093.859 b, 0.133995 Mn, 1093.859 Ad 0.069365 M„d 1093.859 mMn 984.4735 Mu 135.754 DCR 0.138 Interaction 0.785 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis ug 9.1726 Mange 129.6331 kip d 11.875 Span 85.75 in fl 14.73 Span/2 42.875 in f2 9.96 vu 36.28215 k/in L 5/16 per ft 5.212952 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending My k- Mu, k- Cb Mra k- M. k- M k- Mn, b, Mm Ad Mna (3)Mn Mu DCR 0.00D TYPE D- DOUBLE SPAN LENGTH NEAR GRID 11 bf 12 tf 1.5 hw 10.5 tw 0.5625 B (deg) 3.4 Fy 50 m, 0.9 (% 0.9 As 24.328 Pr 1216.4 Pin 1910.056 P,„ 1997.03 P„d 1997.03 Weld Check (assumes singly -symmetric section, close enough when entire flange in comp h 0.798 Elastic Neutral Axis Pn, 9317944 tcg 9.308 Fflange 187.774 kip A, 0.68307 d 12 Span 171.5 in P, 931.7944 fl 14.46 Span/2 85.75 iin Ad 0.780451 f2 6.40 vu 26.27741 Win Pnd 1086.504 L 5/16 per ft 3.775489 OP, 838.6059 Weld: 5/16" double -sided fillet, 4-12 Pu 525.293 DCR 0.626 X-X Bending Y-Y Bending My 1097.832 k-in My k-in M,„ 301084 k-in M,„ k-in Cb 1.06 Cb M-mod 319149 k-in M,,,,n,od k-in M, 133222 k-in W. k-in 14- 133222 k-in M„d k-in Mn, 1097.832 M". b, 0.090778 4, Mn, 1097.832 M,d Ad 0.090779 Ad Mnd 1097.832 M„d mMn 988.D484 k-in mMn Mu 148.228 Mu DCR 0.150 DCR 0.000 Interaction 0.760 76 Joist 3 top chord TYPE D - DEMANDS AT HEADER NEAR GRID 11 bf 12 tf 1.5 hw 10.5 tw, 0.5625 e (deg) 3.a Fy 50 m, 0.9 me 0.9 A, 24.328 P, 1216.4 P,,, 4825.653 P. 1997.03 P„4 1997.03 h 0.502 P, 1094.603 k 0.740348 P,, 1094.603 Ad 0.780451 P, 1086.504 mP„ 977.8535 Pu 697.753 DCR 0.714 X-X Bending M, 1097.832 k-in M,,, 301084 k-in Cb 1.06 M,,,_ 319149 k-in M,,, 133222 k-in M,b 133222 k-In M,,, 1D97.832 14 0.090778 M,,, 1D97.832 71a 0.090778 M. a 1097.832 mM„ 998.0484 k-in Mu 264.966 DCR 0.268 Interaction 0.952 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression Elastic Neutral Axis mg 9.308 Fflange 187.7739579 kip d 12 Span 85.75 in fl 14.46 Span/2 42.875 fin f2 6.40 vu 52.55481037 k/in L 5/16 per ft 7.550978501 Weld: 5/16" double -sided fillet, 4-22 Y-Y Bending M, k-in Mie k-In Cb M.-,,,,a k-in M,� k-in M,,, k-in M,,, M„ M. mM Mu DCR 0.000 TYPE B bf 12 If 0.875 hw 11 tw 0.5625 e (deg) 12.41 Fy 50 m, 0.9 ms 0.9 Ar 16.9687 Py 848.435 P,,, 1346.18 P,,, 1176.215 P,b 1227.78 h 0.794 P. 651.7105 �4 0.744362 P,,, 651.7105 Ad 0.831283 P, 728.566 mP„ 586.5395 Pu 446.299 DCR 0.761 X-X Bending M, 1D93.859 k-in Mo, 376482 k-in Cb 1.06 M,,,,_ 399070.9 k-in M,,, 60923.86 k-in M„e 227343.3 k-in M,,, 1093.859 2v 0.133995 M„ 3093.859 71a 0.069365 M„x 1D93.859 (DM„ 994.4735 Mu 177.237 DCR 0.180 Interaction 0.921 Weld Check (assumes singly -symmetric section, close enough when entire Range in compression Elastic Neutral Axis mg 9.1726 Fflange 129.6331 kip d 11.875 Span 85.75 In fl 14.73 Span/2 42.875 iin f2 9.96 vu 36.28215 k/In L 5/16 per ft 5.212952 Weld: 5/16' double -sided fillet, 3.12 Y-Y Bending M, k-in M,,, k-in Cb M,,,,,,,,a k-in M,a k-in M_ k-in M,,, k MM A. M. mM Mu DCR 0.000 TYPE D - DOUBLE SPAN LENGTH NEAR GRID 11 bf 12 tf 1.5 hw 10.5 tw 0.5625 e (deg) 3.4 Fy 50 0), 0.9 mp 0.9 N 24.328 Pt 1216.4 Po, 1910.056 P,a 1997.03 P„4 1997.03 Weld Check (assumes singly -symmetric section, close enough when entire flange in comp k 0.798 Elastic Neutral Axis P,,, 931.7844 zcg 9.309 Fflange 187.774 kip k 0.68307 d 12 Span 171.51n P,, 931.7844 fl 14.46 Span/2 85.75 iin k 0.78M51 f2 6.40 vu 26.27741 On P, 1086.504 L 5/16 per it 3.775489 (DP, 838.6059 Weld: 5/16' double -sided fillet, 4-12 Pu 669.438 DCR 0.798 X-X Bending Y-Y Bending M, 1097.832 k-in Mr Wn M,,, 301084 k-in M,,, Wn Cb 1.06 Cb M,,,_ 319149 k-in M,,,,,,,,x k-in M,a 133222 k-in M,,, Wn M„y 133222 k-in M,b k-in M,,, 1097.832 M,,, 24 0.090778 74 M,,, 1097.832 M,,, k 0.090778 21d M„ a 1097.932 M,,, aw 988.D484 k-in 0)M„ Mu 140.009 Mu DCR 0.242 DCR 0.000 Interaction 0.924 77 Joist 5 top chord TYPE C bf 12 tf 0.625 hw 11.375 tw 0.4375 9 (deg) 12.41 Fy 50 mt 0.9 mb 0.9 Ag 12.6133 Py 630.665 Pcre 528.5664 Pt l 489.788 Pcrd 100000 k 1.092 Pne 382.748 0.884 Pn, 352.4936 Ad 0.079414 Pnd 630.665 mPn 317.2443 Pu 260.152 DCR 0.820 X-X Bending M, 869.421 k-in MCfe 251608.2 k-in Cb 1.04 Mcre,mod 261672.5 k-in Mcd 30639.61 k-in Mad 30639.61 k-in Mne 869.421 N 0.168451 Mni 869.421 Ad 0.168451 Mnd 869.421 mMn 782.4789 k-in Mu 111.968 DCR 0.143 Interaction 0.947 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.308 Mange 95.86511603 kip d 12 Span 85.5 in f1 14.46 Span/2 42.75 iin f2 11.10 vu 26.90950625 k/in L 5/16 per ft 3.86630837 Weld: 5/16" double -sided fillet, 2-12 Y-Y Bending M, k-in MCfe k-in Cb Mcre,mod k-in Mal k-in Mcrd k-in Mne N Mnl ?td Mnd mMn Mu DCR 0.000 TYPE A bf 12 tf 0.75 hw 11.25 tw 0.5 8 (deg) 12.41 Fy 50 me 0.9 mb 0.9 As 14.8125 P, 740.625 Pcre 867.2364 Pcre 774.2896 Pad 100000 h 0.924 Pne 518.0387 0.817955 Pni 501.212 Ad 0.08606 Pnd 740.625 mPn 451.0908 Pu 295.225 DCR 0.654 X-X Bending My 988.7293 k-in Mcre 380201.8 k-in Cb 1.02 Mcre,mod 387805.9 k-in Mcre 46769.26 k-in Mcrd 46769.26 k-in Moe 988.7293 �q 0.145398 Mn, 988.7293 4 0.145398 Mnd 988.7293 mMn 889.8564 Mu 166.507 DCR 0.187 Interaction 0.821 Weld Check (assumes singly -symmetric section, close enough when entire flange in compression) Elastic Neutral Axis zcg 9.1726 Mange 120.3127 kip d 12 Span 1 85.5 in fl 15.41 Span/2 42.75 fin f2 11.32 vu 33.77198 k/in L 5/16 per ft 4.852296 Weld: 5/16" double -sided fillet, 3-12 Y-Y Bending Mcre Cb Mcre,mod LN Mcrd Moe Mni Xd Mnd mMn Mu DCR 0.000 k-i n k-in k-in k-in k-in 78 Double -Angle Weld Designer Size TYPE Pu (k) Far -side Weld Size (w/16) Side (horiz leg) Weld Size (w/16) Side (Oat) Weld Size (w/16) far -side L prov (in) side weld (vert) L prov (in) side weld (Oat) L prov (in) JOIST 1 & 1A 2L L4X4X5/8 COMP 98.945 0 5 3 4 5.250 3.750 2L L4X4X3/2 COMP 86.814 0 5 3 4 4.750 3.250 2L L4X4X3/8 COMP 72.159 0 S 3 4 3.750 2.500 2L L4X4X1/4 TENSION 87.957 0 5 3 4 4.750 3.000 2L 1.3-1/2X3-1/2X1/4 COMP 27.75 0 5 3 3.5 1.500 1.000 21. L3X3X1/4 TENSION 73.478 0 5 3 3 4.000 2.500 21. L3X3X3/16 TENSION 58.235 0 5 3 3 3.250 2.000 21. L2-1/2X2-1/2X3/16 TENSION 44.07 0 5 3 2.5 2.5D0 1.500 21. L2-1/2X2-1/2X3/16 t/c 8.238 0 5 3 2.5 1.500 1.000 2L L4X4X5/8 SPECIAL 3 5 3 4 6.750 3.250 21. L4X4X3/4 SPECIAL 159 3 5 3 4 6.250 3.250 JOIST 1 - ALT A (10I5718 IN DWGS) 21. L4X4X5/8 COMP 112.161 0 5 3 4 5.750 4.256 21. L4X4X1/2 COMP 91.302 0 5 3 4 4.750 3.250 21. L4X4X3/8 COMP 69.36 0 5 3 4 3.750 2.500 21. L4X4X1/4 TENSION 92.432 0 5 3 4 5.000 3.000 21. 1.3-1/2X3-1/2X3/4 COMP 26.183 0 5 3 3.5 1.500 1.000 21. L3X3X1/4 TENSION 70.668 0 5 3 3 4.000 2.500 2L L3X3X3/16 TENSION 1 57.394 0 51 3 3 3.250 2.000 2L 1.2-1/2X2-1/2X3/16 TENSION 42.638 0 5 3 2.5 2.5D0 1.500 2L 1.2-1/2X2-1/2X3/16 t/c 8.238 0 5 3 2.S 1.500 1.Ow 2L MUS/8 SPECIAL 167.151 3 5 3 4 6.750 3.250 JOIST 1-ALT B (JOIST 51N DWGS) 21. L4X4X5/8 COMP 83.884 0 5 3 4 5.250 3.750 21. L4X4X1/2 COMP 72.696 0 5 3 4 4.750 3.250 2L L4X4X3/8 COMP 58.253 0 5 3 4 33SO 2.500 2L L4X4X1/4 TENSION 73.972 0 5 3 4 4.750 3.000 21. 1_3-1/2X3-1/2X1/4 COMP 28.417 0 5 3 3.5 1.500 1.000 21. L3X3X1/4 TENSION 59.25 0 5 3 3 4.000 2.500 21. L3X3X3/16 TENSION 46.01 0 5 3 3 3.250 2.000 2L L2-1/2X2-1/2X3/16 TENSION 32.557 0 5 3 2.5 2.500 1.500 21. L2-1/2X2-1/2X3/16 t/c 8.963 0 5 3 2.5 1.500 1.000 21. L4X4X5/8 SPECIAL 157.938 3 5 3 4 6.750 3.256 JOIST 2 21. L4X4X5/8 COMP 11122 0 S 3 4 5.750 4.250 21. VMX1/2 COMP 93.015 0 5 3 4 5.000 3.500 21. L4X4X3/8 COMP 72.527 0 5 3 4 3.750 2.500 21. L4X4X1/4 TENSION 94.799 0 5 3 4 5.250 3.250 2L 13-1/2X3-1/2X3/4 COMP 29.234 0 5 3 3.5 3.250 2.000 21. L3X3X1/4 TENSION 74.094 0 5 3 3 4.000 2.500 21. 1-3X3X3/16 TENSION 1 50.088 0 51 3 3 2.750 1350 21. L2-1/2X2-1/2X3/16 TENSION 52.777 0 5 3 2.5 2350 1.750 21. 1.2-1/2X2-1/2X3/16 t/c 11.678 0 5 3 2.5 1.500 1.000 21. L4X4X5/8 SPECIAL 162.26 3 5 3 4 6.500 3.000 JOIST 3 21. L4X4XS/8 COMP 118.055 0 5 3 4 6.000 4.500 21. L4X4X1/2 COMP 69.954 0 5 3 4 3.750 2.500 2L L4X4X3/8 COMP 63.525 0 5 3 4 3.500 2.250 21. L4X4X1/4 TENSION 1 100.313 0 51 3 4 5.500 3.500 21. L3-1/2X3-1/2X1/4 COMP 20.786 0 S 3 3.5 1.500 1.000 21. L3X3X1/4 TENSION 64.903 0 5 3 3 3.500 2.250 21. L3X3X3/16 TENSION 56.399 0 5 3 3 3.250 2.000 21. L2.1/2X2-1/2X3/16 TENSION 49.19 0 5 3 2.5 2.750 1.750 21. 1_2-1/2X2-1/2X3/16 t/c 9.282 0 5 3 2.5 1.500 1.000 2L L4X4X5/8 SPECIAL 169.258 3 5 3 4 6.750 3.250 21. L3-1/2X3-1/2X1/4 TENSION 40.539 0 5 3 3.5 2.500 1.500 JOIST 4 21. L4X4X1/4 SPECIAL 52.687 0 5 3 41 3.000 1.756 21. 1.3-1/2X3.1/2X1/4 COMP 26.8111 0 5 3 3.5 1.500 1.000 21. L3X3X1/4 COMP 32.04 0 5 3 3 2.000 1.250 L 22-1/2X2-1/2X3/16 L TENSION 24.644 0 5 3 2.5 R. 1.000 21. L3X3X3/16 TENSION 8.9121 0 5 3 3 1.5001 1.000 79 Weld Capacity Check FM (k-in) Wn (kip) DCR d y_bar (in) far -side effective weld length (in) d-y_bar �cl-2-y_bar far -side total capacity (k) far -side imbalance capacity (k) far -side resultant moment -arm (in) far -side resultant moment (k-in) 1.04 52.20 0.948 4 1.22 6 2.78 1.56 0 0.00 2.00 0 0.74 46.63 0.931 4 1.18 6 2.82 1.64 0 0.00 2.00 0 -0.47 36.54 0.987 4 1.13 6 2.87 1.74 0 0.00 2.00 0 -0.88 45.59 0.965 41 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.67 14.62 0.949 IS 0.954 5.25 2.546 1.592 0 0.00 1.75 0 0.68 38.28 0.960 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 0.09 30.97 0.940 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 0.60 23.66 0.931 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.40 14.62 0.282 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 0.04 85.61 0.000 4 1.22 6 2.78 1.56 25.056 9.77 2.00 -19.54368 -0.10 82.13 0.968 4 1.27 6 2.73 1.46 25.056 9.15 2.00 -18.29088 -0.52 57.77 0.971 4 1.22 6 2.78 1.56 0 0.00 2.00 0 0.74 46.63 0.979 4 1.18 6 Z82 1.64 0 0.00 2.00 0 -0.47 36.54 0.949 4 1.13 6 2.87 1.74 0 0.00 2.00 0 1.00 47.33 0.977 4 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.67 14.62 0.896 3.5 0.954 5.25 2.546 1.592 0 0.00 1.75 0 0.68 38.28 0.923 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 0.091 30.971 0.927 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 0.60 23.661 0.901 2.51 0.687 3.75 1.813 1.126 0 0.00 1.25 0 14.62 0.282 2.5 0.697 3.75 1.813 1.126 0 0.00 1.25 0 85.61 0.976 4 1.22 6 2.78 1.56 25.056 9.77 2.00 -19.54368 0-0.4LO 52.20 0.803 4 1.22 6 2.78 1.56 0 0.00 2.00 0 46,63 0.779 4 1.18 6 2.82 1.64 0 0.00 2.00 0 36.54 0.797 4 1.13 6 2.87 1.74 0 0.00 2.00 0 -0.88 45.59 0.811 4 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.67 14.62 0.972 3.51 0.954 S.2S 2.546 1.592 0 0.00 1.75 0 0.68 38.28 0.774 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 0.09 30.97 0.743 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 0.60 23.66 0.688 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.40 14.62 0.307 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 0.04 85.61 0.922 4 1.22 6 2.78 1.56 25.056 9.77 2.00 -19.54368 -0.52 57.77 0.961 4 1.22 6 2.78 1.S6 0 0.00 2.00 0 -0.15 49.42 0.941 4 1.18 6 2.82 1.64 0 0.00 2.00 0 -0.47 36.54 0.992 4 1.13 6 2.87 1.74 0 0.00 2.00 0 -0.17 50.11 0.946 4 1.08 6 2.92 1.84 0 0.00 2.00 0 0.32 30.97 0.472 3.5 0.954 5.25 2.546 1.592 0 0.00 1.75 0 0.68 38.28 0.968 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 -0.45 26.45 0.947 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 -0.10 26.45 0.998 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0 -0.40 14.62 0.399 2.5 0.697 3.75 1.813 1.126 0 0.00 1.25 0 0.82 82.82 0.980 4 1.22 6 2.79 1.56 25.056 9.77 2.00 -19.54368 -1.29 60.55 0.975 4 1.22 6 2.78 1.56 0 0.00 2.00 0 1.36 36.54 0.957 4 1.18 6 2.82 1.64 0 0.00 2.00 0 0.56 33.76 0.941 4 1.13 6 2.87 1.74 0 0.00 2.00 0 -1.34 52.90 0.948 4 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.67 14.62 0.711 3.5 0.954 5.25 2.546 1.592 0 0.00 1.75N 0.03 33.76 0.961 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0.09 30.97 0.910 3 0.812 4.5 2.188 1.376 0 0.00 1.50 -0.10 26.45 0.930 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 -0.40 14.62 0.318 2.5 0.687 3.75 1.813 1.126 0 0.00 1.25 0.04 85.61 0.989 4 1.22 6 2.78 1.56 25.056 9.77 2.000.65 23.66 0.857 3.5 0.954 5.25 2.546 1.592 0 0.00 1.75 1.21 28.19 0.935 4 1.08 6 2.92 1.84 0 0.00 2.00 0 -0.67 14.62 0.917 3.5 0.954 5.25 2.546 1.592 0 0.00 1.75 0 0.34 19.14 0.837 3 0.836 4.5 2.164 1.328 0 0.00 1.50 0 -0.40 14.62 0.843 2.5 0.687 3.75 1.813 1.1276 0 0.00 1.25 0 -0.66 14.62 0.305 3 0.812 4.5 2.188 1.376 0 0.00 1.50 0 80 Whitmore Section Check side weld (horiz leg) capacity(k) side weld (horiz leg) moment(k-in) side weld (Rat) capacity(k) side weld (flat) moment(k-in) Side weld (horiz) Side weld (Rat) far -side [stem Fy,stem Agv 0)Rn DCR 36.54 44.5788 15.66 -43.53 5.2s0 3.750 4 0.47 SO 6.11 274.95 0.36 33.06 39.0308 13.57 -38.27 4.750 3.250 4 0.47 50 5.64 253.8 0.34 26.10 29.493 10.44 -29.96 3.750 2.500 4 0.47 50 4.8175 216.7875 0.33 33.06 35.7048 12.53 -36.58 4.750 3.000 4 0.47 s0 5.5225 248.5125 0.35 10.44 9.9S976 4.18 -10.63 1.500 1.000 3.5 0.47 50 2.82 126.9 0.22 27.84 23.27424 10.44 -22.59 4.000 2.500 3 0.47 50 4.465 200.925 0.37 22.62 18.36744 8.35 -18.27 3.250 2.000 3 0.47 50 3.8775 174.4875 0.33 17.40 11.9538 6.26 -11.36 2.500 1.500 2.5 0.47 SO 3.055 137.47S 0.32 10.44 7.17228 4.18 -7.57 1.500 1.000 2.5 0.47 50 2.35 105.75 0.08 46.98 57.3156 13.57 -37.73 6.750 3.250 4 0.47 50 6.58 296.1 0.00 43.50 55.24S 13.57 -37.05 6.2SO 3.250 4 0.47 50 6.345 285.525 0.56 40.02 48.8244 17.75 -49.34 5.750 4.250 4 0.47 50 6.58 296.1 0.38 33.06 39.0108 13.57 -38.27 4.750 3.250 4 0.47 50 5.64 253.8 0.36 26.10 29.493 10.44 -29.96 3.750 2.500 4 0.47 SO 4.8175 216.7875 0.32 34.80 37,584 12.53 -36.58 5.000 3.000 4 0.47 50 5.64 253.8 0.36 10.44 9.95976 4.18 -10.63 1.500 1.000 3.5 0.47 50 2.82 126.9 0.21 27.84 23.27424 10.44 -22.59 4.000 2.S00 3 0.47 50 4.465 200.925 0.35 22.62 18.36744 8.35 -18.27 3.250 2.000 3 0.47 50 3.8775 174.4875 0.33 17.40 11.9538 6.26 -11.36 2.500 1.500 2.5 0.47 50 3.055 137.475 0.31 10.44 7.17228 4.18 -7.57 1.500 1.000 2.5 0.47 50 2.35 105.75 0.08 46.98 S7.31S6 13.57 -37.73 6.7SO 3.2SO 4 0.47 50 6.58 296.1 0.56 36.54 44.5788 15.66 43.53 5.250 3.750 4 0.415 50 5.3951 242.775 0.3S 33.06 39.0108 13.57 -38.27 4.750 3.2501 4 0.41SI 50 4.98 224.1 0.32 26.10 29.4931 10.44 -29.96 3.750 2.500 4 0.415 50 4.25375 191.41875 0.30 33.06 35.7048 12.53 -36.58 4.750 3.000 4 0.415 SO 4.87625 219.43125 0.34 10.44 9.95976 4.18 -30.63 1.500 1.000 3.5 0.41S SO 2.49 112.05 0.25 27.84 23.27424 10.44 -22.59 4.000 2.500 3 OA15 50 3.9425 177.4125 0.33 22.62 18.36744 8.3S -18.27 3.250 2.000 3 0.415 SO 3.42375 154.06875 0.30 17.40 11.9538 6.26 -11.36 2.500 1.500 2.5 0.415 SO 2.6975 121.3875 0.27 10.44 7.17228 4.18 -7.57 1.500 1.000 2.5 0.415 50 2.075 93.375 0.10 46.98 57.3156 13.57 -37.73 6.750 3.250 4 0.4151 50 5.811 261.45 0.60 40.02 48.8244 17.75 -49.34 5.750 4.250 4 0.5625 50 7.87S 354.37S 0.31 34.80 41.064 14.62 41.22 5.000 3.500 4 0.5625 50 7.03125 316.40625 0.29 26.10 29.493 10.44 -29.96 3.750 2.500 4 0.5625 50 5.76S625 259.453125 6.28 36.54 39.4632 13.S7 -39.63 S.250 3.250 4 0.5625 50 7.03125 316.40625 0.30 22.62 21.57948 8.3S -21.26 3.250 2.000 3.5 0.562S SO 4.921875 2214484375 0.13 27.84 23.27424 10.44 -22.591 4.000 2.5001 3 0.56251 50 54343751 240.46875 0.31 19.14 15454168 7.31 -15.99 2.750 1.750 3 0.5625 50 4.21875 189.84375 0.26 19.14 13.14918 7.31 -13.25 2.750 1.750 2.5 O.S625 50 3.9375 177.1875 0.30 10.44 7.17228 4.18 -7.57 1.500 1.000 2.S 0.5625 50 2.812S 126.5625 0.09 45.24 55.1928 12.53 -34.83 6.500 3.000 4 0.5625 50 7.59375 341.71875 0.47 41.76 50.9472 18.79 -52.24 6.000 4.500 4 0.5625 50 8.15625 367.03125 0.32 26.10 30.798 10." -29.44 3.750 2.500 4 O.S6251 50 5.765625 259.453125 0.27 24.36 27.5268 9.40 -26.97 3.500 2.2501 4 O.S6251 50 5.484375 2463968751 0.26 38.28 41.3424 14.62 -42.68 5.500 3.500 4 0.5625 50 7.3125 329.0625 0.30 10.44 9.95976 4.18 -10.63 1.500 1,000 3.5 0.5625 SO 3.375 151.875 0.14 24.36 20.36496 9.40 -20.33 3.500 2.250 3 0.5625 50 4.921875 221.484375 0.29 22.62 18436744 8.35 -18.27 3.250 2.000 3 0.5625 50 4.640625 208.828125 0.27 19.14 13.14918 7.31 -13.25 2.750 1.750 2.S 0.5625 50 3.9375 177.1875 0.28 10.44 7417228 4.18 -7.S7 1.500 1.000 2.5 0.5625 50 2.8125 126.5625 0.07 46.98 57.3156 13.57 -37.731 6.750 3.250 4 0.5625 50 7.875 354.375 0.48 17.40 16.5996 6.26 .15.95 2.500 1.500 3.5 0.5625 50 4.21875 189.84375 0.21 20.881 22.55041 7.31 -21.34 3.000 1.750 4 0.415 SO 3.63125 163.40625 0.32 10.44 9,95976 4.18 •30.63 1.500 1.000 3.5 0.415 50 2.49 112.05 0.24 13.92 11.63712 5.22 .11.30 2.000 1.250 3 0.415 50 2.59375 116471875 0.27 J.. 441 7.172281 4.18 .7.57 1.500 1.000 2.5 0.415 50 2.075 93.375 0.26 10.441 8.47728 4.18 .9.14 1.500 2.000 3 0.415 50 2.2825 102.712S 0.09 81 Joist Seat Design 82 Design Sheet PROJECT MC>F— 1..0' � Fajf) .All LOCATION `TuVW(L 14 . 4-IN 0 MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET CLIENT sit(; DATE Oj1O21r;S BY E M AID p = �.1 Ow P.l1--D = V� . � � PK I � 71-MV IS �e,,.)0 W440 = [03 . �k (P4 2- [IS jXmP*34 Bout— N �F (2) 11g >A, A325 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Such 11-M- LkG � ►ClD � i tLr,kxrw Vi 1 � z. 0•3y?' (�5 2, 2(,P �f i S T1 /-err-- "-- Co. � k MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers WE% Yit`LD 12. P- `I'TK `At -t-op (II4°4D) Mix _ CA . C20 .� q2.(o2S'� = S�.3y (�-►� <*- Lo I.7 � 2s1�- 2�l Z��q 2 it 4m '1 85 0 Joist Bridging Design 86 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT �AGF� Cov�,a�\�q(jlL SHEET LOCATION U�WII,A CLIENT 5?.0 DATE p Zra +!✓ BY 6b T 10 a St Ow Pd- %M O GLN C, P Jc>LETS '9PcS t S = CoNSI Q FV-- -jroISTS DEE(> (STEAMS, L,0114 lze- "Tots-" TAP Ct{-oMt IS 4ALOGouS T"=) 13€AwL iOp FLANGE. ®JZn �pft6�UAr'r'ELY L1R- CL Ar 6EAM , ilE Anvi. 'DISpt,AcEYW&JT- 8F `[*rr- -ro9 A-NQ f C:1> PDAA RAN &ES War BE: F(ZEVFt n1M 1++I S 3 P-OkQ tM C�in�+6trJA-nerJ ��1��r. �•---,—� . 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To EXIST L,�Retz DNLY (2) 7J01M #AN(- g1;£tl ErzECTFp) SINCE, 701.5?S {k aze SLA Cart.-' 5, .- , I-n FR-r> m BV24DG It �, I 1�j PL*0 iL S7.V C� �53-L- r _ ;q, Design Sheet PROJECT LOCATION uK.LA) E CLIENT DATE SHEET BY MAGNUSSON !? KLEMENCIC4: ASSOCIATES ■ Structural + Civil Engineers ms,-Mrt-i hL- (6our B ER N OG, 5/� " A&25 T3,L7 *� Boca tz D `�•--- t�. Toff. ia L- 1 FNStts �ZuVTMg.E- ' (2n - #:�Ae 4 = o.75 49, ,- f�, 9• ,�, XZ�i. x slit, - t�� " 0.901 (H"- o •3 oZ i ,,'` pV- � ' ©�p� - .� /Fr + �/gr��'��a�,� � Q."1 �jc� I k � ' � • ZZS,�,` O� US c t, Z.!/z X 2, V-z x 3114 ,2lkx ?-,4 �1 h J�)tA M25 89 Design Sheet PROJECT M p f Coj f:v&fn A LOCATION -T. CLIENT SHEET DATE OZ1ZS�S BY MAGNUSSON KLEMENCIC.,_.. ASSOCIATES ■ Structurol + Civil Engineers wi+rrmc" q lei o c. ®F Gush i . 4> 5 Lj <1 .�o odol ¢ U16c T'k N l� Aye = 3" + I si60 15154 = 5.375 A n { = I `/�4 - t)T ST, FFoF--SS jDf`: ►b r� 2.�} Nth QcF. TO GECQU 1L�na� 1,� r���41rc. s��,►�c �, e 2 FovL S,MAur J® , dx - ' CAe I ntl� J0 z = 1 �,r V?m I 10 A7 kl� 90 Design Sheet MAGNUSSON KLEMENCIC SN' . ASSOCIATES ■ Structural + Civil Engineers PROJECT m o f CoifCoiftep Ai`Q.. Ayq,L SHEET LOCATION U �} CLIENT CfLG DATE �2 2� �s BY (D� Fo,R. G jJ Eo G�ECMCJ- - / 9-EdoP617, T T?b C — It "' GSih A r o I j w �" ' •L> 91 STRUCTURAL CALCULATIONS Structural Permit Covered Airpark, Museum of Flight Tukwila, Washington RECEIVED CITY OF TUKWILA JAN262015 PERMIT CENTER tie January 26, 2015 RDE"EWE 2 '6 2015 0 RElD MlDDLETON, INC. MAGNUSSON KLEMENCIC ASSOCIATES $trvCtural * Civil :i rwgtn. x, 1301 Fifth Avenue, Suite 3200 Seattle, Washington 98101-2699 T: 206 292 1200 F: 206 292 1201 TABLE OF CONTENTS 1. STRUCTURAL NARRATIVE 2. FOUNDATION DESIGN 2.1 Steel Pipe Pile Design 2.2 Pile Cap Design 2.3 Grade Beam Design 2.4 Concrete Pavement Design 3. GRAVITY SYSTEM DESIGN 3.1 Gravity Loading 3.2 Gravity System Column Design 3.3 Gravity System Baseplate and Anchor Rod Design 3.4 Gravity System Beam Design 3.5 Megatruss Design 3.6 Roof Joist Loading & Design Criteria 4. SEISMIC FORCE RESISTING SYSTEM (SFRS) DESIGN 4.1 Seismic and Wind Loading 4.2 Analytical Model Overview 4.3 Buckling -Restrained Brace (BRB) Design 4.4 BRBF Column Design 4.5 BRBF Beam Design 4.6 BRBF Baseplate and Anchor Rod Design 4.7 Diaphragm Loading & Design Criteria 5. MISCELLANEOUS DESIGN 5.1 Skylight Framing Design APPENDICES Appendix A Geotechnical Engineering Services, Museum of Flight Covered Airpark, Tukwila, Washington for Museum of Flight Appendix B Report Addendum, Geotechnical Engineering Services, Museum of Flight Covered Airpark Appendix C ACPA AirPave Guide, AirPave 11 MAGNUSSON KLEMENCIC ASSOCIATES ■ STRUCTURAL NARRATIVE The Museum of Flight (MOF) Covered Airpark project consists of approximately 140,000 square feet of a covered airpark to protect several aircraft from weather exposure. The project is located in Tukwila, Washington, between the existing MOF Space Gallery and the Aviation High School. The project is to be completed in two phases. Phase 1 is to consist of the primary structure without exterior wall framing. Phase 2 will complete the design of the project by enclosing the building at some later date. The structural design approach is to design for the governing load case for each phase to minimize retrofit implications when Phase 2 is finally built. The governing code for Phase 2 is not known at this time. These calculations make reference to sections in the structural drawings by a detail number and drawing number; thus, 1 /S501, refers to detail # 1 on sheet S501. Where it lends clarity to the calculations, excerpts are taken from the structural drawings. BUILDING CODES This building is designed in accordance with the following building codes: ■ International Building Code, 2012 Edition (IBC 2012) ■ City of Tukwila Amendments to the IBC. ■ Reinforced Concrete: Building Code Requirements for Structural Concrete and Commentary, 2011 Edition, American Concrete Institute, (ACI 318-1 1). ■ Structural Steel: Specification for Structural Steel Buildings, American Institute of Steel Construction (AISC 360-10). ■ Buckling -Restrained Braced Frames: Seismic Provisions for Structural Steel Buildings, Fourteenth Edition, American Institute of Steel Construction (AISC 341-10). OTHER REFERENCES Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, 2010 Edition (ASCE 7-10). Steel Construction Manual, Fourteenth Edition, American Institute of Steel Construction (AISC Manual). Base Plate and Anchor Rod Design, Second Edition, American Institute of Steel Construction (AISC Design Guide 1). LOADS AND LOAD PATH The building gravity system consists of steel columns, steel beams, steel roof deck, open -web steel joists (OWJ's), one "megatruss", concrete grade beams, steel pipe pile foundations, and concrete pavement. Components of the gravity system resist the gravity loads shown in the load maps on S101 and S102, as well as the self -weight of the elements shown in the structural drawings. The primary lateral system, hereafter referred to as the Seismic Force -Resisting System (SFRS), consists of buckling -restrained braced frames (BRBF), steel framing at the roof perimeter, steel roof deck, concrete Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON KLEMENCIC ASSOCIATES grade beams, and steel pipe pile foundations. The steel roof deck delivers seismic inertial forces to the perimeter framing at the roof level. The perimeter framing collects diaphragm forces and delivers them to the top level of the BRBF's. The BRBF's deliver the seismic forces to the foundation systems at the BRBF column base plates and anchorage. Forces are distributed through the grade beams to remote sets of piles. Finally, the lateral forces are resolved at the foundation level through passive soil pressure on the pile cap face and pile sidewalls. OWJ's and BRB's are vendor -designed components per the structural documents. These elements of the design are deferred submittal components, and the contractor will submit design calculations for these elements at a later date. The concrete pavement is detailed such that no connection exists between it and the other gravity and lateral systems. LOAD COMBINATIONS Structural proportioning and design is in accordance with Load and Resistance Factor Design (LRFD), also known as Strength Design, unless noted otherwise. Load combinations, provided below for reference, are in accordance with ASCE 7-10 section 2.3.2. 1. IAD 2. 1.2D + 1 3. 1.2D + 1 4. 1.2D + 1 5. 1.2D + 1 6. 0.91D + 1 7. 0.91D + 1 FOUNDATION 6L + 0.5(Lr or S or R) 6(L, or S or R) + (L or 0.5W) OW + L + 0.5(L, or S or R) OE+L+0.2S OW OE The Covered Airpark incorporates a deep foundation system consisting of steel driven pipe piles with reinforced concrete pile caps. The piles are typically 16-inch diameter and based on the geotechnical information provided by GeoEngineers in the Geotechnical Report, entitled "Geotechnical Engineering Services, Museum of Flight Covered Airpark, Tukwila, Washington for Museum of Flight", and an Addendum to the Geotechnical Report. See Appendix A for the Geotechnical Report and Appendix B for the Addendum. The soils at this site are liquefiable with potential for lateral spreading. This requires consideration for lateral spreading for a group of piles adjacent to the Slip 6 west of the site along the Duwamish River. Several groups of piles in the northwest corner of the building, along Grid Q, have battered piles to help with the lateral spreading (ref. S201). Pile axial bearing capacities as well as flexural and shear behaviors at the supporting soil are characterized in the Geotechnical Report and Addendum. Building vertical forces are transmitted to the underlying rock through pile end bearing. Building lateral forces are transmitted to the soil by both the passive soil pressures on the face of the largest pile caps and shear force transfer from the piles to the supporting soil over the length of the piles. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON KLEMENCIC _I - ASSOCIATES The slab is designed as an unreinforced concrete pavement bearing on compacted subgrade. The final structural documents reflect this detailing. See Appendix B for parameters pertaining to the concrete pavement design. GRAVITY FRAMING The roof consists of steel roof deck spanning between typical long -span OWJ's at 9'-9 on center that are 10'-0" deep. At the perimeter of the roof, there exists gravity framing consisting of steel beams and unique OWJ's. These elements are supported by structural steel columns. The perimeter beams at Grids 1 and 21 support the outer end of the typical OWJ's. As mentioned previously, OWJ's are vendor -designed. Loading criteria is given for the design of these elements on S101 and S103 to facilitate the design by others. The deck and beam systems are designed to resist the gravity loads as shown on the structural load maps (ref. Sl 01), in addition to the self -weight of these elements and the OWJ's. The roof elements deliver loads to the steel columns, which in turn deliver these loads to the foundations. A large "megatruss" mid -way in the building, at Grid 11, spans approximately 213 feet in the east -west direction and supports the interior end of several of the OWJ's. The megatruss allows the MOF to relocate the 747 aircraft to the interior of the building's north half prior to completing the southern half of the roof structure. After the aircraft have been moved, a steel column will be erected to support the truss near mid -span. See S501 for specific sequencing information. SEISMIC FORCE -RESISTING SYSTEM Seismic forces originate at the roof deck, which behaves in diaphragm action. The steel roof deck diaphragm is proportioned based on manufacturer's product data and superimposed gravity loads, with required diaphragm shear capacities as noted on the structural drawings (ref. S203). Lateral forces from wind and seismic are resisted by steel BRBF's placed around the perimeter of the building at Grids 1, 21, A, and Q, and adjacent to the megatruss at Grid 11. This system was selected in lieu of a conventional bracing system, e.g. special concentric braced frames (SCBF), due to long diagonal brace member lengths. Buckling restrained braces (BRB) are proportioned based on the requirements of AISC 341-10 section F4, with required braces size (ref. S301), connection geometries (ref. S302), and material properties (ref. S002) to be provided by the BRB supplier. Braced frame columns and beams are designed per AISC 341-10 chapters D and F. MATERIALS The material properties used for the design include the following: Member Structural Steel Properties Standard, Strength Wide Flange Shapes ASTM A992, Fy = 50 ksi ASTM A913, F, = 50 ksi Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON KLEMENCIC ASSOCIATES ■ WT Sections ASTM A992, FY = 50 ksi Tube Sections ASTM A500, Grade B, F, = 46 ksi Pipe Sections ASTM A53, Type E or S, Grade B, FY = 35 ksi Steel Pipe Piles ASTM A252, Grade 3, FY = 45 ksi Angle and Channel Sections ASTM A36, FY = 36 ksi Miscellaneous Plates and Connection Material ASTM A572, FY = 50 ksi ASTM A588, FY = 50 ksi ASTM A441, FY = 50 ksi High -Strength Bolts 7/8" diameter and smaller 1" diameter and larger ASTM A325 ASTM A490 Weld Electrode FEV = 70 ksi Headed Stud Anchors F"=60ksi Anchor Rods ASTM F 1554, Grade 36, Fy = 36 ksi ASTM F 1554, Grade 105, Fy = 105 ksi Member Concrete Properties Strength* Miscellaneous Concrete, Curbs, & Sidewalks Pc = 4.0 ksi Exterior Exposed Slabs on Grade f'c = 4.0 ksi Grade Beams & Pile Caps f', = 4.0 ksi Concrete Paving Slab f'b = 650 psi *28-day strength, unless noted otherwise Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON KLEMENCIC ASSOCIATES ■ Standard Reinforcement Properties Strength ASTM A615, Grade 60 f, =60 ksi ASTM A706, Grade 60 f, =60 ksi Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON KLEMENCIC ASSOCIATES ■ FOUNDATION DESIGN 2.1 Steel Pipe Pile Design 2.2 Pile Cap Design 2.3 Grade Beam Design 2.4 Concrete Pavement Design Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON f1 KLEMENCIC I ASSOCIATES O 2.1 STEEL PIPE PILE DESIGN The behavior of steel pipe piles at the site of the Covered Airpark was characterized in the Geotechnical Report (Appendix A) and Addendum (Appendix B). Piles are designed per AISC 360-10 chapter H. Piles that support gravity -only columns are proportioned for the gravity reactions at the column base plates. Piles that support BRBF elements are proportioned for the combined action of imposed axial loads from gravity and braced frame action. See sections 3.2 and 4.2 of these calculations for information pertaining to the gravity -only column demands and braced frame action, respectively. Piles are assumed "fixed -head" in resisting lateral forces per the Geotechnical Report. See section 2.3 of these calculations for discussion regarding the resolution of forces induced on the concrete grade beams by accounting for the "fixed -head" assumption. The allowable axial load capacity of the 16" pipe piles was determined by the Geotechnical engineer to be 225 kip in compression and 100 kip in tension (uplift condition). To proportion the pipe piles for axial load -carrying capacity, the following Allowable Stress Design (ASD) load combinations of ASCE 7-10 section 2.4.1 are considered. 1. D 2. D + L 3. D + (Lr or S or R) 4. D + 0.75L + 0.75(Lr or S or R) 5. D + (0.6W or 0.7E) 6a. D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R) 6b. D + 0.75L + 0.75(0.7E) + 0.755 7. 0.6D + 0.6W 8. 0.6D + 0.7E For all other aspects of the steel pipe pile design, LRFD load combinations are considered. The allowable lateral load capacity of a single pile is determined per the requirements of IBC 1810.3.3.2, which limits this capacity to one-half of the load which produces 1" of lateral deflection at the top of the pile. Per the Addendum, a load of 35 kip applied to the top of the pile produces this effect. Hence, the allowable lateral load capacity is 17.5 kip. Where pile spacing is less than five pile diameters, the effects of group action reduce the lateral capacity of each pile in the group. See the Geotechnical Report for details pertaining to group action. See the following pages for calculations and figures pertaining to the proportioning, analysis, and design of the pipe piles. See S401 for steel pipe pile details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 2.1-1 Design Sheet PROJECT LOCATION CLIENT DATE Si mt- f t f:>� R1- S 1 CC>,j �1H = I?,5If-It .7 y MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET BY 25ik `07 F:T- 315� 4. N�eTE f 4-cTlDrLs ©,?/ 1,Lt- ttRf rtzo I ("SF--%(e,4 : A? F- IcoYS :i-- 0.,9 6/15 A421q.1sl morue'nrT Gkocc-rry : 4 tcl _ O.9' � a Z. C) q t`l'S p,w,5fL&Ct"1" C4-Ec1c- k-F 2.1-2 Phase 2 Gravity Loads @ Gravity -Only Columns DL = 1 10 kip LL = 27 kip P-E>IIP S = 45 kip / PGMPaE DL = 184 kip TocoPPaecAPfl-,sauz' I' ttP50UM OF GPD I] - — LL = 46 kip / // , d ,I. T� S = 92 kip Ka c ! was _ IPou rtuua PILE j' / ,/ N'1lxltr i GBl _ `-- Prax / t6'ow as TE' TaP OFGRA0E0M¢ �t bur // j /IP•Owttuve PlE � j/ i rry _ 4 _— _._. _ — _ GL1&Q�D--7 i -"T EGGS a,r / L ' —/_ _ _._ ./ i $y�/l / - -----------..---�-- - - - - - '-- � PAmI,GSIAa------/----- ---- �/---_ '-r---- - i-- --r__----1---'-�-i--�--�-----r----/----�i-----F----/--- i i i i j i ; P DL = 225 kip !�u6/-i�----/�---' � �.----� ----------.-- E��7------ LL=56kip i ------- i ----! , S- 139 kip i , i j i / i m; / / ' l ---- - - - - -- =-_i—...- .L--------/--------1------'-----/----L----!----J--------._..----i-_._._.1.----r----/-----!--'-- / -----i!v------------: --- i----i-/----1-----r---- S = 379 kip -- -r- -- a -- r----F----/-----/----r------ - - - - ------�--- I w PL1 ' / ! ! / ' / ' / / / / /—SEENOTE ] - ---------- ---- r- DL = 126 kip flS VI ,oPOEP�EWPaG GEaM ,pp s t" = r I b •IS>rP Al0UGG9gt 22 kip fV / / ,PCS LL = GL11 &G.5___ S = 56 kip --i-----.._�--�----i-----!----�----i ___,j-DL=666kiP--_-i____1- --1---/-----1----1/----i�---��--r----�----� _ /------- j LL = 247 kip TYP BEARING COL PW j S = 41 1 ki -- a<.olj----/ --- P -- !---!----/ --- !---- - a�,l _QNORTH &SOUTH -- v _ a•coucAProliAaauwPquMErE'n oP lzsuq, j / -- - - - ----. ---J/ --- ----�- LL 56 kip r-- I a i w..,6, / , / / DL 225 ki / - _ _ � PAPPGMrmroEsrlEG PGnaAra-Langrw —— -- — — - - -- - -- Pc r---- - - - _.-._ = P i / / °fIII�Pv,',E°Ra�°u�>��` is'nP�P�'"-Tp i Pry — / CS / / / PU 6U0-TOPI-E OA S - 139 kip i _ / // PL" � ---/---- --; --- JI// 1 / P I i l i / ' / / / , / /PA�vnaslura _— _— _._._._ _ _._._._ _._ - - +- --r - - i----7--------i----&B.5 - -----r -i --- ---- ---- ------ _----_-__ - jiOPI-N CAP¢ 4/ GL 1 &A : n/ reMO G FGIy O GL21 &A GBd ! GBd / GEI G01/ - G05 Gab •__ G� // / — / PC6 / ' pC6 GlA „PC6 / Wa iC30 1 / PWA ;• " OPPIEw GNAOEEM " IIP / Y P / P / IIP / Y.P / Y.P / Y P / P_{. Y-P / ¢•,TS1—ALOVOCNOEI (,�-(�; (��(�j (�y(� (,�.(\j/ / (,g.(�;' (���(�/ (�(� OP PL(E,�G�yP E. 5 (,�.y(�/ (,Y.�(�j' (,P.�/�/ TOP Of cn DE BMEL15 'j L Tw of wLE OMEL ITS(1��4q('�, (,�J�// (,�.�(�j /o\ ttP50UMIl Allr MSWFGQI015 ttPNOCNq 15 \/ \l �l `l DL = 184 k LL = 46 kip DL = 184 kip S = 92 kip LL = 46 kip S=92kio Pile Cap Design @ Gravity -Only Columns compression capacity 225 kips tension capacity 100 kips Phase 1 Loads Phase 2 Loads Phase 1 1 Phase 2 Pile Design Pile D L Lr S D L Lr S LRFD Down LRFD UP ASD Down ASD Up I LRFD Down _RFD UP ASD Down ASD Up # 16" Re 'd # Provided DCR NP BEARING COL @ N & S -77.5 0 -22 56 -126 0 -22 -56 -192.6 -55.6 -133.5 -36.6 -240.8 -90.4 -182.0 -59.5 0.81 1 0.81 GL 1 & A -113.2 0 -46 .92 -194 0 46 -92 -283.1 -81.2 -205.2 -53.4 -368.0 -132.0 -276.0 -86.9 1.23 2 0.61 GL 21 & A -113.2 0 -46 -92 -184 0 -46 -92 -283.1 -81.2 -205.2 -53.4 -368.0 .132.0 -276.0 -86.9 1.23 2 0.61 GL 11 & B.5 -138.5 0 -56 -139 -225 0 -56 439 -388.6 -99.3 -277.5 -65.4 492.4 -161.4 -364.0 -306.2 1.62 3 0.54 G L 11 & C.5 -409.8 0 -247 -411 -666 0 -247 -411 -1149.4 -293.9 -820.8 -193.5 -1456.8 -477.7 -1077.0 -314.4 4.79 5 0.96 GL 11 & G.5 -390.2 0 -227 -379 -634 0 -227 -379 -1074.6 -279.8 -769.2 -184.2 -1367.2 -454.7 -1013.0 -299.3 4.50 5 0.90 GL 1 & Q -113.2 0 -46 -92 -194 0 -46 -92 -283.1 -81.2 -205.2 -53.4 -368.0 -132.0 -276.0 -86.9 1.23 2 0.61 GL 11 & N.5 -138.5 0 -56 -139 -225 0 -56 -139 -368.6 -99.3 -277.5 -65.4 -492.4 -161.4 -364.0 -106.2 1.62 2 0.81 Phase 2 Gravity Loads @ BRBF Pile Caps ue -e n+6• r DL 43 kip DL 78 kpl LL -2'kip tiB lL = E kip S - 3 ki / j' %/ i roenEB S - 9 ki / j' BRB_MID_3 a / Bf W_ AZ I! - -- BRB W 5 — BRB 3 i( DL lbsk - .-(__._-._.-_.-.-.__._._._ .-- / / - j j ./: .// // L1r=42 k,pp/-.__._�._._._. � _._._.7 �- _.-. _- _.-._._ ec? _.-._.- /C ki - jHE SMTIMTED -----------------___._/ _ �. / j / j i i j i j i j i LL 194 kip 831k FP .--._._._._._// i/ / /.// ._.-/ /i/-._._ /_.-._-/ ./it-.--_.- /j L = k %i_. �11 _ - / / / / / / /_ _._._ _ 5 98, kip _ _ _ i _._._ : • / / / / / / ...— — — _ _ 1 _._ — _ / __ _ _i — - / 20' k OL 133 kio / / _._ _/-.__- - i / i / i / i / i _ - _ i / i _._._. �? ,� _ LLr = 33 kipp --- -'-r--------'-----r---------�'---------%-----"----7--- -/---------'7`--------7-------'-�----'-'- L - 22 k'p /- - j. 7—�-- - i / mrz BFnu / i i i / i i i eEmEw rxEuvs - / ffi \ . 5 - 83 ki - da - <•, _ -BRB S 3 r----i---1----r-- - -/— ----._:.---------- - r --- - r --- -. --- - rcB --- -- -- - --- �----i-----i---- / ___ f--BRB N 3- .c- - - - - - - - - - - - - - / • / / / l l / / / / / / / E: / DL 133 kp 6E6' r / / / / LL. 22 kip DL = 20i --- _— -.- _. _!_._.-._.-L._._._ _! _ _._ ! 1._._._ .l /_ _ _. _' �_.......L._ _._._L _ _ ; J-_._.-.1.-._._._.L _. _. / _ _.1._._ _._ ! _._._._/_._._ _ 1_._._.- 11 °�z 56 ki _- _- - _- _ I SLLr = 33 kip BRB N 1 w ---—1------ ---- ---BRB S 5 7/----.r---- ----i----+--------j----T---- — — — ---'—�---i-/--------"----7i---- --' 3= —' ------------------ / - j-- - - /-- - - j DL = 201 kip LLr = 33 ki 5 =83kp / / / / / rc� n._._.-._._.-._-_._._._._._ _- _- _ _.-._ L.____.____ _.___._ _.____ L-__ �_.___ r__._ __� i I / �--9oYa•nEeEi.N / / / / / / mm161uac wEs wr / i / % / % / l / / l 6 / rvmuuurcaBp i. cxn / / / / / BE6u6smuBEn- / j / % / FS / rcz / i / / / T.-.-_-% !zraa•r�EeEiu/ /.� i / i / i l i / / \ / BRB_E 1 BRB_E 3 BRB E 5 rncxuoNccBoe i b rn / Y-P � 3S.a / II-9• � 12.9' / II-9' � II-B' � �95'.h' / o P / II 9' / „ II 9' / a'-B' / _' 9' � II-B' � II-B' / Y-9' � II.0 / T1.9' � Y-9' � - / - Y T C) 5 L�< b vDL=2 iD=A9 kiP Ki38Yki.p 2b\rJ{ al IA 41 Design Sheet PROJECT mrc — Cam Ai LOCATION 1 U Y._ s It i a-. w A SHEET CLIENT �LZC DATE ®11z. BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SA nn f LF- --JC (C_.LA�r�-�o, - 2�F P►�,�. stays )(km f L,r- : _ _.i flof CA-e C DCmA-NOS (frP4- rr- 2> I�� = 201 kt P Uic = ` S S _ $3 k f'o - = -� LoA0 GDA^ a 1 r4P,- C> r4 S r wN v i AYLD _ } C7. 7 E �RcE ►.0 O�i�i �D 914 C 71') + (6.7X35C") Cf-= `fi72k +Co.�� -T" Ckop p�c,-lcy G-tECY-- Lry-) CoA 4:',. G Cc, . _ 3�225�j _ (,75 k > Cv, , - 472. --, Dc+- = 0.70 V'Oee) lc)c>� --;- Trz - 115 rx r,- 11V1 ax C�- = 0.70 ' -BY,- Pao Post-Tio r11 I3 C 2.1-6 ro>� O-rttE�L- T- pjt,E: Pile Cap Design @ BRBF's Phase 1 Loads Phase 2 Loads Pile D L Lr S W+ W- EQ+ EQ- D L Lr S W+ W- EQ+ EQ- BRB_E_R1 -116 0 -38 -78 -177.4 118.8 -189 0 -38 -78 -195.0 340.1 -411.7 411.7 BRB_E_R3 -57 0 -13 -28 -72.9 47.0 -92 0 -13 -28 -8.5 49.0 -5.1 5.1 BRB_E_R5 -116 0 -38 -78 -74.7 106.1 -189 0 -38 -78 -271.6 197.0 -403.9 403.9 BRB N R1 -124 0 -33 -83 -112.5 161.9 -201 0 -33 -83 -306.5 251.1 -349.9 349.9 BRB_N_R3 -82 0 -22 -56 -85.8 76.1 -133 0 -22 -56 -6.2 105.9 -7.6 7.6 BRB_N_R5 -124 0 -33 -83 39.5 105.3 -201 0 -33 -83 -13S.6 367.6 -312.7 312.7 BRB S R1 -124 0 -33 -83 22 8 78.0 -201 0 -33 -83 -109.7 295.9 -230.1 230.1 BRB S_R3 -82 0 -22 -56 83. 79.6 -133 0 -22 -56 -5.1 99.7 -2.9 2.9 BRB_S_R5 -124 0 -33 -83 -96.0 139.7 -201 0 -33 -83 -134.4 183.4 -250.4 250.4 BRB_W_R3 -26 0 -2 -3 -16.3 5.8 -43 0 -2 -3 -6.0 20.1 -12.9 12.9 BRB_W_R5 -48 0 -6 -9 -50.6 3 7 -78 0 -6 -9 -323.0 246.7 -401.6 401.6 BRB_MID_R1 -470 0 -194 -489 -862.3 919.2 -764 0 -194 -489 -747.0 08 17.5 -805.0 805.0 BRB MID R3 -114 0 -42 -70 -473.1 249.0 -185 0 -42 -70 -425.0 650.8 -732.9 732.9 See example calculation N r 0 L compression capacity 225 kips tension capacity 100 kips Phase 1 Phase 2 Pile Design LRFD Down LRFD UP ASD Down ASD Up LRFD Down LRFD UP ASD Down ASD Up # 16" Req'd # Provided DCR -355.9 14.1 -254.6 1.5 -688.7 276.2 -501.4 199.0 2.23 6 0.37 -154.8 -4.0 -110.4 -5.8 -159.4 -33.8 -124.1 -25.8 0.55 6 0.09 -301.7 1.5 -208.4 -6.1 -680.8 268.3 -495.9 193.5 2.20 6 0.37 -337.5 50.6 -236.6 22.9 -644.4 205.7 -471.6 150.0 2.10 3 0.70 -230.7 2.4 -162.5 -3.5 -252.3 -13.8 -191.1 -16.3 0.85 3 0.28 -351.0 -6.0 -248.7 -11.0 -607.2 186.7 -445.8 124.0 1.98 3 0.66 -411.7 -33.3 -285.7 -27.4 -524.6 115.0 -402.4 66.2 1.79 3 0.60 -229.8 5.9 -161.6 -1.4 -251.8 -20.0 -189.0 -20.0 0.84 3 0.28 -329.2 28.3 -229.1 9.6 -544.9 106.2 -413.1 80.4 1.84 3 0.61 -49.5 -19.0 -36.2 -12.5 -73.0 -17.9 -57.6 -11.2 0.26 3 0.09 -112.7 -10.5 -78.3 -9.2 -511.3 345.7 -369.1 244.3 1.64 3 0.55 -1777.7 496.1 -1224.91 269.4 -2072.7 399.9 -1623.21 202.91 See megatruss pile calculation -644.71 146.5 -397.71 81.1 -1002.8 600.3 -721.71 425.71 4.46 1 8 1 0.56 Description: Vertical Load at Megatruss Pile - west end, Phase 2 Load Case Axial Load N cD -633.751 1 243.75-406.25 Truss end reaction -Bottom Chord Truss end reaction - Top Chord 43.25 -16.64 -27.731 1 Reaction from additional set of joists ----> D L Lr S W+ W- EQ+ EQ- > -763.5 0.0 193.8 -489.4 -809.0 892.0 -810 810 SUM LRFD-1 -1068.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -1068.9 LRFD_2a -916.2 0.0 0.0 -244.7 0.0 0.0 0.0 0.0 -1160.9 LRFD_2b -916.2 0.0 96.9 0.0 0.0 0.0 0.0 0.0 -819.3 LRFD_3a -916.2 0.0 0.0 -783.1 0.0 0.0 0.0 0.0 -1699.3 LRFD_3b -916.2 0.0 310.1 0.0 0.0 0.0 0.0 0.0 -606.1 LRFD_3c -916.2 0.0 0.0 -783.1 -404.5 0.0 0.0 0.0 -2103.8 LRFD_3d -916.2 0.0 310.1 0.0 -404.5 0.0 0.0 0.0 -1010.6 LRFD_4a -916.2 0.0 0.0 -244.7 -809.0 0.0 0.0 0.0 -1969.9 LRFD_4b -916.2 0.0 96.9 0.0 -809.0 0.0 0.0 0.0 -1628.3 LRFD-5 -1055.8 0.0 0.0 -97.9 0.0 0.0 -810.0 0.0 -1963.7 LRFD_6 -687.2 0.0 0.0 0.01 0.0 892.01 0.0 0.0 204.8 LRFD_7 -547.6 0.0 0.0 0.0 0.0 0.0 0.0 810.0 262.4 ASD-1 -763.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -763.5 ASD_2 -763.5 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 -763.5 ASD 3a -763.5 0.0 0.0 -489.4 0.0 0.0 0.0 0.0 -1252.9 ASD_3b -763.5 0.0 193.8 0.0 0.0 0.0 0.0 0.0 -569.7 ASD 4a -763.5 0.0 0.0 -367.1 0.0 0.0 0.0 0.0 -1130.6 ASD_4b -763.5 0.0 145.4 0.0 0.0 0.0 0.0 0.0 -618.1 ASD_5a -763.5 0.0 0.0 0.0 -485.4 0.0 0.0 0.0 -1248.9 ASD 5b -861.2 0.0 0.0 0.0 0.0 0.0 -567.0 0.0 -1428.2 ASD_6a1 -763.5 0.0 0.0 -367.1 -364.1 0.0 0.0 0.0 -1494.6 ASD_6a2 -763.5 0.0 145.4 0.0 -364.1 0.0 0.0 0.0 -982.2 ASD_6b -833.3 0.0 0.0 -367.1 0.0 0.0 -425.3 0.0 -1625.6 ASD_7 -458.1 0.0 0.0 0.0 0.0i 535.2 0.0 0.0 77.1 ASD 8 -360.4 0.0 0.0 0.0 0.01 0.01 0.0 567.0 206.6 D+S 1040 Dead 633.8 Snow 406.3 Roof Live 243.75 LRFD Max 262.4 kip LRFD Min-2103.8 kip ASD Max 206.6 kip Allowable Pile Capacity 225 kip ASD Min-1625.6 kip # Piles Required 7.22 Geotechnical Lateral Pile Behavior 0 0 0 c 0 N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.25 0 0.25 0.5 0.75 1 1.25 0 20 35 kip lateral force results in 1" deflection at top of pile 40 m t 60 p, No Load d 10 kips 20 kips 30 kips 35 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington G]EoENGINEER� Figure 2.1-10 0 q 0 0 N N Geotechnica) Lateral Pile Behavior 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 20 At 17.5 kip, it is estimated that the service -level moment demand at the top of the pile is 75 k-ft. 2.1-11 Geotechnical Lateral Pile Behavior 0 0 0 0 CD N O N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -5 0 5 10 15 20 25 30 35 40 0 20 40 r d 60 p, No Load d 10 kips 20 kips 30 kips 35 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEER� Figure 2.1-12 Design Sheet PROJECT Ma LOCATION (. „„ -At CLIENT 3 PtIf— MAGNUSSON„ .t KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET DATE pj! p, I 14!r BY L (LAa-Frz-A L) �y EfficIIE4C-e �� 1 D + ®. c� 4D PL = � 21( D,.sj + 0. 6 Q ® Ir 9N-SS1Vf V-eS)%TmV--C fog- O 9 Fwy- CA-f . ZqS° q s (q . 6-7 X3. t 25 kc,F) = 30. 2 k t-4 - z 2. 2.1-13 �'� BRBF Base Reactions BRBF Location Envelope of Base Reactions (kip) Seismic (LRFD) Wind (LRFD) Seismic (ASD) Wind (ASD) North (GL 21) 336.7 378.5 235.7 227.1 South (GL 1) 204.1 195.7 142.9 117.4 East (GL A) 613.7 318.4 429.6 191.0 West (GL Q) 437.6 434.8 306.3 1 260.9 Mid (GL 11) 535.3 619.4 374.7 1 371.6 NOTES: 1) Wind loads on MWFRS reflect exposure category C wind loading, which is conservative. 2.1-14 . Design Sheet PROJECT LOCATION r."- f) - r CLIENT SHEET DATE A IG7 Ads BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers E12 cf -- l�DtlQ S ,.o-E CpCrMQW GL B(LB P%t-E CA? PCB s'15 Pei fc6 fcz-- pc6 Pc2- Pc2- to7h�` } zj6J& 111 s ,` 1% 355�7 C 1 l7 Y55- 05 t,9k CI o 3, rG ,1NSA r 3 lc L� 9*a2 36•� �� C �� �: ��30 � 5 Zo`� + 3��f•575� � 2 (4h'IS� �7•S , p PC2 36.2� j55 k �Yz- X&L Fcs r r 2.2 Pcs fCz Rx C�al,�t2.'� Gbs,�1T.►o U2? Ub Y2'? T 2;2c 211 Z. 1'L L 1pc z L.15 k-•fr 2 .o k 1110 2,z _ Z,i� 4 2(z �) Zi, lk e (75 2P7 k --F-r- Design Sheet PROJECT LOCATION a ,, , k , SHEET CLIENT SI'& DATE 0110-1 its BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Z k �IUC pc'I r1 I• o s a PC2, rl 2•0 59k It8}` s�k pC r rt = 2 2- PC z Pc l �3 PcZ ►�z ►xZ PL3 ► - In,4'?] C877 G91�kJ 122-- Czi,3�2 CsD e 14�q us 3,3 - P 2,6• 2 , _ i C c ,r- .q / 1► S � y 313 2s'•y . 31 ;r (76 V FT) 7��Ie k. e C2- M ." (75 V- Fr)l Vo.= t23(� *1.o t `i zo t2.2.') I.3 mf = ('75 V--rk-)� 1 k k ) = 13 q 1�--f r �0,,-T'" �o k � �o� 276 q Plus f.v� fc2-- QC -a- pc PCz ft3 r1.7K, 37 rai, 0 rZy 12� 13y 12--L �3y za. lot, Lrr �E c4f o CY { 17Cg' PC Z CH35,77 �05 ! z.2_ C o,77 t ` ' ' c ram- Cg I.H7 -C C -7,b]c— C6`b3 �R 'I, 2� •c�-J 28.5 22.5 3%.3 ?B.5 313 11.1 �8.5 PC, 2 28` S' V 22 k -Fr PA' CZs 1�-i<�( s = 2.1-17 PG2 � 2.0 pG3 2. 2 f��� : $,o �D Fc-2 Design Sheet PROJECT a►A-4: LOCATION m CLIENT SHEET DATE o i /o -y/K BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers 31. 5.0 & frc-rir Vp.- (2,'7GkX -S[2 CS V-f-"t )I'[ ? 05 ® 1,00m oN : G L- �I k �1�+sSlJQ. - PC - hSVur*ED To 3 �,Pix = 3q6k PC& ,RLx o-P f-Ff (C-Av l c`C F4 PC & : 2 z %S75 P,C-T (? oa£ (Pccg OOZY - .575 M�. (7s ��s -��- 1* �s u P1.PTX ot4 S T 17.5 TRiF- F1xED - VtFAO PA ►titerT- /-s 75 k-Fl- 2.1-18 3 MAGNUSSON l! KLEMENCIC l! ASSOCIATES C 2.2 PILE CAP DESIGN At pile caps supported by a single pile (PC1, ref. S201 and 5401), load is transferred from the column above by direct bearing. At pile caps with multiple supporting piles (PC2, PC3, PCS, PC6, and PC8), top and bottom reinforcing is governed by the greater of minimum reinforcing per ACI 318-1 1 section 7.12.2.1 and that required by strut -and -tie design according to ACI 318-1 1 Appendix A. Strut -and -tie design is used to determine the strength demands on the bottom reinforcing by considering the supporting piles to deliver the ultimate compressive capacity to the pile cap. The ultimate capacity is taken as 1.4 times the allowable pipe pile bearing capacity, per the Geotechnical Report. Hence, for a pipe pile of 225 kip allowable axial capacity, ultimate capacity is 315 kip. These forces are equilibrated by a reaction at the column equal to the sum of all pile capacities. Therefore, the bottom reinforcing is sized for the maximum probable load that can be delivered to the supporting pipe piles. Where pile caps support gravity -only columns, top reinforcing is designed to provide one-half that required per ACI 318-1 1 section 7.12.2.1, to mitigate temperature and shrinkage effects. Where uplift conditions exist at BRBF base connections, top reinforcing is designed based on the strut -and -tie mechanism required to resolve the amplified seismic force at the BRBF baseplate,.which is the maximum probable load that can be delivered by the BRB's. See section 4.3 of these calculations for further information pertaining to braced frame action. See the following pages for calculations and figures pertaining to the analysis and design of the pile caps. See S201 for pile cap locations at the foundation plan and S401 for pile cap details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 2.2-1 Design Sheet MAGNUSSON KLfMENCIC ASS(JC;IA.ItS ■ urutt" r C" EP40os Ii�YB SKIT 10FA1108 (EtFKT wt er f ViLC- CP 1D,49Gw gy S-�Rur_ T &Se- On �4 4mojuC. C�7t�C�tA clo� mew. �s ms!- tv&\ bci vi\h sq " Qn G �0ZG� A, �Zevlcea PA go%m below bey, area: Norge- wA wm m�S Ion on aD R s 1 �P r ott\:, 0�E.ep (o��G� 0.:Ts(q•%sY1.0x civ4c a r�- NL rAwa emeak fwuk roc4 compvsadn wli cf tc 'Zko-P) : Nape, s4 om bean^% anal • 10 A, = 6i� = Cb{4d��' ne=�bw,z >:7 ` tbk t►�i� 1 �33b' bl b- +1�?5�_,• , �a 0-s7:Rt) 0 oi4b - O 0lG A, 2.2-2 Design Sheet ft01ECi COCATI(tB�� 'Wc k�t N SHEET CUM BiiE By aQoroArv� ova &?ac �l : �Com wVi\i Coct�col 1�tlp,hR� S�ul� CS�o�C� •�octe- �oc o� C4")6 wi« ( fwcesiot 4-t VII iseot� bakt oS CiCCLga areas W+ (-gde ACb(A V a ,n. MAGNUSSON s KLEMENCIC ASSOCIAEES Shu .-1 . CA f q;— ril TqA m i� wAl hwt V qr�m1 COE) 40� tni pit¢/cjtum a i Q refit rol ova, i.e. SVA wi n I -Sea Ot\ PACL WkJA\ (=2ioc) QS 4'3'Ile foot- rmm k bQ C%Kyvta w0=0 •60 0,0 will COAJ Over 14 cxvls m - ncc)e AO) rnt be Siva wj/ wP �'l Ta. • ; fi� VOr;a��t. bee. -a. �-- •eort�iai valxtj �ritelowl�+a^ �teco�e =i(!�A, -6, �S� � f10� C ��(a•$Si3�t)�n� � 0'�ST�O.85F0•FAx�'`c��cJE�4�Os'�� 2.2-3 Design Sheet PRQiE(T t4(AT[DX S�iFtt ,tiEMf QOit lY MAGNUSSON ! KLEMENCICi ASSOCIAl LS A -ft'.] ♦ C Q EnpGw*" ttbc( auk. Dmmom se. 41-. ;N�o mg �?ram am a4'ecolu- 4 Sum A �-%mcs 0� ol t 6 an Qo& (;oz o-% - col tttl. x�;te� eotutat,/ r �eaE, fC= C on® (or ) too pp�-x- feia��s n�tlh,, 2.2-4 Museum of Flight - Covered Airpa See S4O1 for pile cap geometry Pile Cap Design by Strut -and -Tie LDM ttgttdfftfiJ4 ID: PC2 f, 4 ksi P<m 630 k Pile Cap Cntr Offset, % h 42 1 A„ 247.1 in' Pile Cap Cntr Offset, Y L. 80 in r, 8.87 In (these affect layout plot only) Ly 32 in dnr 1.24 in h�� 4 in T(P.x) 0 k-in pile tol 3 in F.(P.y) 0 k-In Fy 60 ksi 0 in 0 in x in y In P.m k Aax in2 P.x k.in P.y kin boa in rmx in x,,,,x in yn�- in 0Cy,,,, deg k h,-_ in b_ in ;:F,„ k DCR T k T, k Ty k 24 0 315.0 201.1 7560 0 27.00 8.00 10.13 36.76 47.2 429.3 17.54 16 429.4 1. 291.7 291.7 0.0 -24 0 315.0 201.1 -7560 0 27.00 8.00 10.13 36.76 47.2 429.3 17.54 16 429.4 1. 291.7 .291.7 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 CIA 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 OW000 0.0 0.0 0. 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0. 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5,87 0 0.0 0.000 0.0 0.0 0. 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 OW000 0.0 0.0 0. 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.O0 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 ODDO 0.0 0.0 0. 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 01 3.001 0.00 -5.87 36.76 90 0.0 5.87 01 0.0 O.CID01 0.01 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.871 36.76 901 0.01 5.87 0 0.0 0.0DO1 o.01 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.0001 0.0 0.0 0. 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 ODOM 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 36. 66 90 0.0 5.87 0 0.0 0.00 0.0 0.01 0.0 0 0 3.00 0.00 -5.87 36.76 90 0.0 5.87 0 0.0 0-240.0 0.0 0-01 0 0 1001 0.00 -5.871 36.76 90 0.0 5.871 al 6.0 0.0001 0.0 Sum T: Pile Cap depth 42.0 in Pile Embed 4.0 in Top of Pile to reinf 2.0 in E01".0 d 36.0 in Reirrfnrelnx Red- T k A. in' AM„ in' Au in' Aoe in' Amd In'/ft x-dir: 291.7 6.48 3.94 2.42 6.48 2.431 y-dir: 0.0 0.00 0.00 6.05 6.05 0.907 x-dir: y-dir: SPCG 8 m Bar Size 9 Bar Size 5 4 Count 7 Count 11 Aprov 7.00 In' Aprov 3.41 in' DCR 0.926 DCR 1.774 Length 107.0 in Length 47.0 Weight 212.2 ib Weight 44.9 lb Conc Volume 62.2 ft' 2.30 yd' Rebar Quantity 257.2 lb 111.6 M / yd' User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-5 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LDM ppHNq#8R ID: PCZA P, 4 ksi P„i 630 k h 52 in A,,, 247.1 in' L, 80 in rb% 8.87 In 4 32 in dHz 1.24 In h_ 4 in E(P.x) 0 k-in pile tol 3 in E(P.y) 0 k-in F 60 ksi Pile Cap Cntr Offset, X 0 in Pile Cap Cntr Offset, Y 0 in (these affect layout plot only) L x In y in Pdrt k Am* in2 P.x k.in P.y k.in bn in rpi, in �4��n in I ymm in 17 deg Cm k h..,- in b.w, in 'r%F- k OCR T k T. k Ty k 24 0 315.0 201.1 756O 0 27.00 8.00 10.13 46.76 59.6 365.21 14.92 161 365.3 1.000 184.8 184.8 0.0 -24 0 315.0 201.1 -7560 0 27.00 8.00 10.13 46.76 59.6 365.2 14.92 16 365.3 1.000 184.8 -184.8 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.761 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.871 46.76 901 0.01 5.87 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 • 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -S.871 46.76 90 0.0 5.87 0 0.0 0.0 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.761 901 0.01 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.761 901 0.01 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.7611 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 46.761 901 0.01 5.87 0 0.0 0.0001 0.0 0 0 3.00 0.00 -5.87 46.761 901 0.01 5.87 0 0.0 0.00ol 0.0 1.UUU Sum T: Pile Cap depth 52.0 in Zone: k Pile Embed 4.0 in x < 0 -184.8 Top of Pile to reinf 2.0 in x> 0 184.8 d 46.0 in y<0 0.0 y > 0 0.0 T k A. in' A- inz A,m,c In' A.dd In' Ad In'/ft x-dir: 184.8 4.11 4.91 3.00 4.91 1.94 y-dlr: 0.0 0.00 0.00 7.49 7.49 1.123 x-dlr: y-di,: SPCG 6 0 Bar Size 9 Bar Size 5 # Count 5 Count 14 Aprov 5.00 in' Aprov 4.34 in' OCR 0.981 OCR _ _ 1.725 Length 107.0 in Length 47.0 Weight 151.6 lb Weight 57.2 lb Conc Volume 77.0 ft' 2.85 yd' Rebar quantity 208.8 lb 73.2 If / yds User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-6 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LOM ID: PUB fv 4 ksi P., 630 k h 59 in A„ 247.1 in' L, 80 in r, 8.87 in Ly 32 in dm 1.24 in hive 4 in £(P.X) 0 k-in Pile tol 3 in £(P.y) 0 Wn Fy 60 ksi Pile Cap Cntr Offset, X 0 in Pile Cap Cntr Offset, Y 0 in (these affect layout plot only) x in y in P,m k A x in2 P.x k.In P.y k.ln bnu In In in in 11 deg C_ k I h,, ._ in b_ in i%F- k DCR T k T. k Ty k 24 0 315.0 201.1 7560 0 27.00 8.00 10.13 53.76 64.1 350.2 14.37 161 351.7 0.996 153.0 153.0 0.0 -24 0 315.0 201.1 -7560 0 27.00 8.00 10.13 53.76 64.1 350.2 14.37 16 351.7 0.996 153.0 -153.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0. 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 O.DDO 0.0 0.0 0. 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.000 0.0 0.0 0.0- 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 $3.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.0001 0.01 0.0 0.0 0 01 3.001 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.02A0.01 0.0 0.0 0 0 3.00 0.00 .5.87 53.76 90 0.0 5.87 0 0.0 0.0001 0.01 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 901 0.01 5.87 0 0.0 0.0001 0.01 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.6 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.0 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0. H. 0.0 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.00 0.0 o 0.0 0 0 3.00 0.00 -5.87 53.76 90 0.0 5.87 0 0.0 0.0001 0.01 0.0 0.0 2.2-7 u."t, Sum T: Pile Cap depth 59.0 in Pile Embed 4.0 in Top of Pile to relnf 2.0 in M d 53.0 in ReinfnrAno R.d. T k A4 inz Ate, In' Ate, in' P o inz A- in'/ft x-dir: 153.0 3.40 4.53 3.40 4.53 1.700 y-dir: 0.0 0.00 0.00 8.50 8.50 1.27 x-dir: 00 Bar Size 9 Count 5 Aprov 5.00 inz OCR 0.906 Length 107.0 in Weight 151.6 lb Conc Volume Rebar Quantity 87.4 ft' 3.24 ydz 208.8 lb 64.5 # / yds y-dir: SPCG 6 Bar Size 5 # Count 14 Aprov _ 4.34 in' OCR _ 1.958'i Length 47.0 Weight 57.21b User to verify that pile layout and edge distance is consistent with [he uniform reinforcing assumption. Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LDM tNt#qM#RR ID: PC3 f, 4 ksi P., 945 k h 45 in An, 370.6 in' L. 80 in 10.86 in L, 80 in dxi 1.52 in h� 4 in £(P.x) 0 k-in Pile tol 3 in £(P.y) 0 k-in Fy 60 ksi Pile Cap Cntr Offset, % 0 in Pile Cap Cntr Offset, Y 8 in (these affect layout plot only) x In y In P„x k A� In2 P.x k.ln P.y k.in b_ In rai. In x. In Y.- In 11 deg C_ k hm„cwn In b_ in 'i F_ k OCR T k T. k Tz it 0 32 315.0 201.1 0 10080 35.D0 8.00 16.14 39.48 39.3 497.31 20.33 16 497.6 0.999 384.9 0.0 384.9 24 -16 315.0 201.1 7560 -5040 31.84 8.00 12.98 39.48 46.5 434.3 17.76 16 434.7 0.999 298.9 248.7 -165.8 -24 -16 315.0 201.1 -7560 -5040 31.84 8.00 12.98 39.48 46.5 434.3 17.76 16 434.7 0.999 298.9 -248.7 -165.8 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0- 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.96 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.861 39.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 901 0.0 7.86 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 OOGO 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 O.ODO 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.00 0.0 0.0 0.0 0 0 3.001 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.00 0.0 0.0 0. 0 0 3.00 0,00 -7.86 39.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.00 0.0 0.0 0. 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0" 0.0 0.0 0.0 0. 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 39.48 90 0.0 7.86 0 0.0 0. 0.0 0.01 0. Sum T: Pile Cap depth 45.0 in Zone: k Pile Embed 4.0 in x <o -248. Top of Pile to reinf 2.0 in x> 0 248. d 39.0 in y<0 -331.6 y > 0 384.9 Reinferdne Red- T k A. in' A- in' A . In' Aroa In' A,e in'/ft x-dir: 248.7 5.53 7.37 6.48 7.37 1.105 y-dir: 394.9 8.55 10.40 6.48 10.40 1.560 1-0ir: y-dir: SPCG 8 SPCG 8 Bar Size 8 Bar Size 9 R Count 11 Count 11 Aprov 8.69 in' Apr- 11.00 in' OCR 0.948 OCR 0.945 Length 104.0 in Length 107.0 Weight 254.5 lb Weight 333.5 lb Conc Volume 166.7 ft' 6.17 yd' Rebar Quantity 588.0 lb 95.3 If / yd' User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-8 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LDM 44444444 ID: PC3A P, 4 ksi P,a 945 k In 52 in A„ 370.6 in' L. 80 in ry,s 10.86 in 4 80 in dxz 1.52 in hooe,e 4 in £(P.x) 0 k-in Pile tol 3 in £(P.y) 0 k-in Fv 60 ksi Pile Cap Cntr Offset, X 0 in Pile Cap Cntr Offset, Y 8 in (these affect layout plot only) x In Y in P,M k A,, in2 P.x k.in P.y k.in b- in r. in x" in Y- in 11 deg C,„,d k h,.!..- in b_ in rF,„, it DCR T k T. k T, k 0 32 315.0 201.1 0 10080 35.00 8.00 16.14 46.48 51.2 404.2 16.54 16 405.0 0.998 253.31 0.0 253.3 24 -16 315.0 201.1 7560 -5040 31.94 8.00 12.98 46.48 SS.S 382.2 15.62 16 382.5 0.999 216.5 180.1 -120.1 -24 -16 315.0 201.1 -7560 -5040 31.94 8.00 12.98 46.48 55.5 382.2 15.62 16 382.5 0.999 216.5 -180.1 -120.1 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0. 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46,48 901 0.01 7.86 0 0.0 0.000 0.0 0.0 0. 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.4E 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0. 0 01 3.001 0.00 -7.861 46.48 90 0.0 7.86 01 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.01 a.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 901 0.01 7.86 0 0.0 0.0001 0.01 0.0 0. 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0. 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 T86 0 0.0 OF000 0.0 0.0 0. 0 0 3.00 0.00 -7.86 46.4E 90 0.0 7.86 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0,00 0.0 0.0 0.0 0 0 3.00 0.00 -7.86 46.48 90 0.0 7.86 0 0.0 0.000 0.0 u."y Sum T: Pile Cap depth 52.0 in Pile Embed 4.0 in Top of Pile to reinf 2.0 in El d 46.0 in Reinfordnv R.d- T k Ak in' A.. in' N-P in' Aad in' Arad in'/ft x-dir: 180.1 4.00 5.34 7.49 7.49 1.123 y-dir: 253.3 5.63 7.50 7.49 7.50 1.12 x-dir: y-dir. SPCG 8 SPCG 8 Bar Size 8 Bar Size 8 Count 11 Count 11 Aprov 8.69 in' Aprov 8.69 in' DCR 0.862 DCR 0.864 Length 104.0 in Length 104.0 Weight 254.5 lb Weight 254.5 lb Conc Volume 192.6 It' 7.13 yd' Rebar quantity 509.1 lb 71.4 4 / yd' User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-9 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LOM Z1pppMpitp ID: PCs Fr 4 ksi P� 1575 k h 54 in A. 617.6 in' L. 80 in r,, 14.02 in 1.1 116 in dxr 1.97 In h� 4 in E(P.x( 0 k-in pile tol 3 in E(P.y) 0 k-in Fr 60 ksi Pile Cap Cntr Offset, % 0 in Pile Cap Cntr Offset, Y 0 in (these affect layout plot only( x in Y in P„n k Amb in2 P.x kin P.y k.in bats in rok in xu- in Yaw in 17 deg C.. k h..._ in b,,,,,, in ;2F_ k DCR T k T. k Ty k 24 -42 315.0 201.1 7560 -13230 51.37 8.00 29.35 48.03 35.2 546.5 22.33 16 546.7 1.00 446.5 221.5 -387. 24 42 315.0 201.1 7560 13230 51.37 8.00 29.35 48.03 35.2 546.5 22.33 16 S46.7 1. 446.5 221.5 387. 0 0 315.0 201.1 0 0 3.00 8.00 -19.02 48.03 90 315.0 19.02 16 465.6 0.676 0.0 0.0 0.0 -24 -42 315.0 201.1 -7560 -13230 51.37 8.00 29.35 48.03 35.2 546.5 22.33 16 546.7 1.00 446.5 -221.5 -387.7 -24 42 315.0 201A -7560 13230 51.37 8.00 29.35 48.03 35.2 546.5 22.33 16 546.7 1. 446.5 -221.5 387. 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.021 48.03 90 0.0 11.02 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.0 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0. 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0. 0.0 0.0 0.21 0 0 3.00 0.00 -11.02 48.03 90 0.0 11.02 0 0.0 0.00 0.0 0.0 0.0 Sum T: Pile Cap depth 54.0 in Zone: k Pile Embed 4.0 in x <0 -443.1 Top of Pile to reinf 2.0 in x> 0 443.1 d 48.0 in y<0 -775.4 y>o 775.4 T k Acb in2 A„y, inr A, in2 Amd in' A,ad In2/ft x-d i r: 443.1 9.85 13.13 11.28 13.13 1.358 y-dir: 775.4 17.23 12.80 7.78 17.23 2.595 x-dlr. y-dir: SPCG 6 SPCG 6 Bar Size 8 Bar Size 10 M Count 20 Count 14 Aprov 15.80 in' Aprov 17.78 in' OCR 0.831 OCR 0.969 Length 104.0 In Length 146.0 Weight 462.8 lb Weight 732.9 lb Conc Volume 290.0 ft3 10.74 yd2 Rebar Quantity 1195.7 lb 111.3 M / ydz User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-10 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LDM ID: PC6 f. 4 ksi P., 1890 k h S7 in k, 741.2 in' L. 96 in ryr 15.36 in Ll 128 in dM 2.15 In h.,,,y.e 4 in £(P.x) 0 k-in Pile tol 3 in £(P.y) 0 k-in Fr 60 ksi Pile Cap Cntr Offset, X 0 in Pile Cap Cntr Offset, Y 0 in (these affect layout plot only) x In y in Pme k Ao in2 P.x k.in P.y k.in bay in r., in xv„n in V._ in 17 deg Cam k hPo-.e.WP in brw, in 9F- k DCR T k T. It Tr k 32 0 315.0 201.1 10080 0 35.00 8.00 11.64 50.85 39 500.5 32.19 16 788.0 0.635 389.0 389.0 0.0 32 -48 315.0 201.1 10080 -15120 60.69 8.00 37.33 50.85 27 693.8 28.36 16 694.2 1.000 618.2 342.9 -514. 32 48 315.0 201.1 10080 15120 60.69 8.00 37.33 50.85 27 693.8 28.36 16 694.2 1. 618.2 342.9 514. -32 0 315.0 201.1 -10080 0 35.00 8.00 11.64 50.85 39 500.5 32.19 16 788.0 0.635 389.0 -389.0 0.0 -32 -48 315.0 201.1 -10080 -15120 60.69 8.00 37.33 50.85 27 693.8 28.36 16 694.2 1. 618.2 -342.9 -32 48 315.0 201.1 -10080 15120 60.69 8.00 37.33 50.85 27 693.8 28.36 16 694.2 1. 618.2 .342.9 514.4 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0.00 0.0 0.0 0.01 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0.0 0.0 0.0 0. 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0.0 0.0 0.0 6.0 0 0 3.00 0.00 -12.36 50.85 89 0.0 13.25 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 5Im 0.0 13.25 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 5 0.0 13.25 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 5 0.0 13.25 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 5 0.0 13.25 0 0.0 0.00 0.0 0.0 O 0 0 3.00 0.00 -12.36 59 0.0 13.25 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 59 0.0 13.25 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 59 0.0 13.25 0 0.0 0.0 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 59 0.0 13.25 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -12.36 59 0.0 13.25 0 0.0 0.0 0.0 0.0 0.00 0 3.00 0.00 -12.36 59 0.0 13.25 0 0.0 0.0001 0.51 0wol 0.0 1.000 Sum T: Pile Cap depth 57.0 in Zone: k Pile Embed 4.0 in x <O -1074.8 Top of Pile to relnf 2.0 in x> 0 1074. d 51.0 in y<0 -1028.8 y>0 1028. oet..r,...t..e .- T k A. In' A,,,m, In' A, in' Amd in' Am in'/ft x-dir: 1074.8 23.89 21.76 13.13 23.89 2.239 ydi,: 1028.8 22.86 16.32 BIAS 22.86 2.858 x-0ir. y-dir. SPCG 6 SPCG 6 Bar Size 10 Bar Size li t$ Count 22 Count 17 Aprov 27.94 in' Aprov 26.52 in' OCR 0.855 DCR 0.862 Length 126.0 In ' Length 161.0 in Weight 994.0 lb Weight 1211.8 lb Conc Volume 405.3 fta 15.01 yd' Rebar Quantity 2205.8 lb 146.9#/yd' User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-11 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie LDM ID: PC8 rr 4 ksi P� 2520 k h 66 in A., 988.2 in' L. 152 In r, 17.74 in Lr 116 in dxz 2.49 in h_, 4 in E(P.x) 0 k-in pile tol 3 in £(P.y) 0 k-in Fr 60 ksi Pile Cap Cntr Offset, % 0 in Pile Cap Cntr Offset, y 0 in (these affect layout plot only) x in y in P, k A,, in2 P.x kin P.y k.in bo-a in r in x.- in yn,a, in 17 deg C.. k hn_ in b,,,,, In ;:F- k OCR T k T. k Ty k 20 -14 315.0 201.1 6300 -4410 27.41 8.00 1.68 59.51 75.4 325.5 13.38 16 327.5 0.994 82.1 67.2 47.1 20 42 315.0 201.1 6300 13230 49.52 8.00 23.78 59.51 53.8 390.4 15.96 16 390.6 0.999 230.5 99.1 208.2 60 14 315.0 201.1 18900 4410 64.61 8.00 38.88 59.51 40.7 483.1 19.77 16 483.9 0.998 366.2 356.6 83.2 60 -42 315.0 201.1 18900 -13230 76.24 8.00 50.50 59.51 31 611.6 25.00 16 612.0 0.999 524.2 429.5 -300.6 -20 14 315.0 201.1 -6300 4410 27.41 8.00 1.68 59.51 75.4 325.5 13.38 16 327.5 0.994 82.1 -67.2 47.1 -20 42 315.0 201.1 -6300 -13230 49.52 8.00 23.78 59.51 53.8 390.4 15.96 16 390.6 0.999 230.5 -99.1 -208.2 -60 -14 315.0 201.1 -18900 -4410 64.61 8.00 38.98 59.51 40.7 483.1 19.77 16 483.9 0.9981 366.2 -356.6 -83.2 -60 42 315.0 201.1 -18900 13230 76.24 8.D0 50.50 59.51 31 611.6 25.00 16 612.0 0.9991 524.2 -429.5 300. 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.0001 0.0 0.0 0. 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.0001 0.0 0.0 0. 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.0001 0.0 0.0 0. 0 01 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 O.00A 0.01 0.0 0.01 0 0 3.00 0.00 -14.741 59.51 90 0.0 14.74 0 0.0 0.004 0.01 0.0 0.0 0 0 3.00 0.00 -14.74 59.51 901 0.0 14.74 0 0.0 0.0001 0.01 0.0 0. 0 0 3.00 0.00 -14.74 59.51 901 0.0 14.74 0 0.0 0.0001 0.01 0.0 0.0 00 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.0001 0.01 0.0 0.0 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.004 o.01 0.0 0. 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -14.74 59.51 90 0.0 14.74 0 0.0 I 0.0 0.0 0.0 0 0 3.00 0.00 -14.74 59.5190 0.0 14.74 0 0.0 0.0 0.0 0.0 0.0 Sum T: Pile Cap depth 66.0 in Zone: k Pile Embed 4.0 in x < 0 -952.5 Top of Pile to relnf 2.0 in x > 0 952.5 d 60.0 in y<0 -639.1 y � 0 639.1 Reinfordn¢ Rnd: T k A,b In' Amy in' A, in' A,da in' Amd in'/ft x-dir: 952.5 21.17 23.20 13.78 23.20 2.400 y-dir: - 639.1 14.20 18.94 18.06 18.94 1.495 .-di,: y-dir: SPCG 6 SPCG 6 Bar Size 10 Bar Size 8 Count 20 Count 26 Spacing 5.894737 in Spacing 5.92 in Aprov 25.40 in' Aprov 20.54 in' OCR 0.913 OCR 0.922 Length 182.0 in Length 140.0 Weight 1305.2 lb Weight 809.91b Conc Volume 673.4 ft' 24.94 yd' Rebar Quantity 211S.1 It, 84.8 # / yda User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-12 Design Sheet PROJECT M LOCATION 'C ,w• wx CLIENT S DATE �itf—: CrEP�� — Carr SHEET BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Sfrudural + Civil Engineers e' U pw �± rut A.P4 a1f lfoi2-G1J& ST C. (S # oPo�RTlo�l E?� 'tom E EvEt,op —mt-- A.471co,PxTeri Axt#cL WOPF fbaE leucloP 1r-i 7*f- @if- Cowmo 1 i3hSE RAZE. Goveo-1J%aG GoVE2t4%NG VCEs : rav- C5ti �L Il �' 1u = 1?17 k (Modified pile cap depth, see calc soreasheets �t 1t A Sp it Ailmo o tL ?4-ot'-V iE U PU F r" f62C.c- Wg is i{ is Resouveo yv F4LottwD A- sTyurr Tio -(ftE A%-DMD tc:P REWF t rJ "Mrt- ewe CA f 4- 4- 2.2-13 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie Pile cap depth is reduced by b" to LOM account for top of plate washer at Rpdd##### anchor rods from bottom of pile cap ID: PC3, Uplift f ; :Candition 4 P, 325 k Pile Cap Cntr Offset, X 0 in h 39 A,,, M.5 in Pile Cap Cntr Offset, Y 8 In L. 80 in r, 6.37 in (these affect layout plot only) Lr 80 in d"z 0.89 in h_,_, 4 in E(P.x) 0 k-in pile tol 3 in E(P.y) 0 k-In BRB Uplift Demand = 325 kip Fr 60 ksi divided equally between (3) piles u x in y in Pm, k Aa, k.in P.y k.in bac I in rak in x. In y,mn In 11 deg Cm k hn"n.- in b_ in FM, k OCR T k I T. k Tr k 0 32 1 201.1 0 3466.667 35.001 8.00 20.63 34.11 50.5 140.4 5.78 161 141.4 0.9931 89.3 0.0 89.3 24 -16 108.3 201.1 2600 -1733.33 31.84 8.00 17.48 34.11 54.7 132.7 5.45 16 133.3 0.99 76.7 63.8 42.5 -24 -16 108.3 201.1 -2600 -1733.33 31.94 8.00 17.48 34.11 54.7 132.7 5.45 16 133.3 0.99 76.7 -63.8 -42.5 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.0 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 .3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 .3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.11 90 0.0 3.37 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -3.37 34.111 901 0.01 3.37 0 0.0 0.240.0 0.0 0.01 0 0 3.00 0.00 .3.37 34.11 90 0.0 3.37 0 0.0 0.0001 0.0 0.01 0.0 Sum T: Pile Cap depth 39.0 in Zone: k Pile Embed 4.0 in x <O -63.8 Top of Pile to reinf 2.0 in x> 0 63.8 d 33.0 in y<0 -85.1 y > 0 89.3 Relnf-dna Rod- T k A", in' A„,s, in' A, inz A,aa in' Am In'/ft x-dir: 63.8 1.42 1.89 5.62 5.62 0.842 y-dir: 89.3 1.98 2.65 5.62 5.62 0.842 x-dir. y-dir. SPCG 8 SPCG 8 Bar Size 7 Bar Size 7. Count 11 Count 11 Aprov 6.60 in' Aprov 6.60 in' OCR 0.851 OCR 0.851 Length 101.0 in Length 101.0 Weight 189.2 lb Weight 189.2 lb Conc Volume 144.4 ft' 5.35 yd' Rebar quantity 378.5 lb 70.7 8 / ydz User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-14 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie Pile cap depth is reduced by 6" to Loon account for top of plate washer at lanchor rods from bottom of pile cap ID: PC3A, Uplift Condition f , 4 ksi P, S35 k Pile Cap Cntr Offset, X 0 in h _ - 4q. An, 209.8 in Pile Cap Cntr Offset y 8 in L, 80 in rb� 8.17 in (these affect layout plot only) L, 80 1n d. 1.15 in h_ 4 In £(P.x) 0 k-in pile tol 3 in £(P.y) 0 k-In BRB Uplift Demand = 535 kip Ef 60 ksi divided equally between (3) piles x in y in P,m k A, kin P.y k.in bau in r k in X- In yum In 17 deg Cum k hum.wo in bmW in ;%i'� k OCR T k T. k T k 0 32 17 . 201.1 0 5706.667 35.00 8.00 18.83 40.85 53.6 221.6 9.09 16 222.5 0.99 131.5 0.0 131.5 24 -16 178.3 201.1 4280 .2853.33 31.94 8.00 15.67 40.85 57.6 211.2 8.66 16 211.9 0.99 113.2 94.2 -62.8 -24 -16 178 33 201.1 -4280 -2853.33 31.84 8.00 15.67 40.85 57.6 211.2 8.66 16 211.9 0.997 113.2 -94.2 -62. 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 01 0.0 0.0001 0.0 0.0 0. 0 0 3.00 0.00 -5.17 40.85 90 0.01 5.17 0 0.0 0.00 0.0 0.0 0. 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.0 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.0001 0.0 0.0 0. 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 O.o0Ol 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.0 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.0001 0.01 0.0 0.0 0 0 3.00 0.00 -54171 40.85 90 0.0 5.17 0 0.0 0-0001 0.0 0.0 0.01 0 01 3.001 0.00 -5.17 40.85 901 0.01 5.17 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 S.1J 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 -5.17 40.85 90 0.0 5.17 0 0.0 0.00 0.0 0.0 0.0 Sum T: Pile Cap depth 46.0 in Zone: k Pile Embed 4.0 in x <O -94.2 Top of Pile to reinf 2.0 in x> 0 94.2 d 40.0 In y<0 -125. y > 0 131. Rrinfrrd- Red- T k A. in' A- in' A._ in' A.cd in' Acd in'/k x-dir: 94.2 2.09 2.79 6.62 6.62 0.99 y-dir: 131.5 2.92 3.90 6.62 6.62 0.994 x-dlr. y-dlr: SPCG 8 SPCG 8 Bar Size 7 Bar Size 7 Count 11 Count 11 Aprov 6.60 in' Aprav 6.60 in' OCR 1.004 OCR 1.004 Length 101.0 In Length 101.0 Weight 189.21b Weight 189.2 lb Conc Volume 170.4 k' 6.31 yd' Rebar Quantity 378.5 lb 60.0 p/yd' User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-15 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie Pile cap depth is reduced by 6" to !-DM account for top of plate washer at ######## anchor rods from bottom of pile cap ID: PC6, Uplift f, Condition 4 P, 500 k Pile Cap Cntr Offset, X 0 in h 5 An, 196.1 in' Pile Cap Cntr Offset, y 0 in L. 96 in r. 7.90 in (these affect layout plot only) 4 128 1n dm 1.11 in hen,xd 4in E(P.x) 9.09E-13k-in pile tol 3in F(P.y) ok-In BRB Uplift Demand = 500 kip F, 60 ksi divided equally between (6) piles u y in P„x k Aad k.in P.y k.m boa in race in x_ in yn,." in 11 deg Cn"n k hn.m.vn in b.:,,d in ; rF_ k OCR T k T. k T, k 0 8 . 201.1 2666.667 0 35.00 8.00 19.10 45.89 62.9 93.6 3.90 16 9S.5 0.98 42.6 42.6 0.0 k32 -49 83.3 201.1 2666.667 -4000 60.69 8.00 44.79 45.89 41 127.0 S.2S 16 128.5 0.988 9S.9 S3.2 -79.8 48 83.3 201.1 2666.667 4000 60.69 &00 44.79 45.89 41 127.0 5.25 16 128.5 0.9 9S.9 53.2 79.8 0 83.3 201.1 -2666.67 0 35.00 8.00 19.10 45.89 62.9 93.6 3.90 16 9S.5 0.98 42.6 .42.6 0.0 -d8 83.3 201.1 .2666.67 -4000 60.69 8.00 44.79 45.89 41 127.0 5.25 16 128.5 0.988 95.9 -53.2 -79.8 48 83.3 201.1 -2666.67 4000 60.69 8.00 44.79 45.89 41 127.0 5.25 16 128.5 0.988.95.9 -53.2 79.8 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0001 o.01 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0240.0 0.0 0.0 0 01 3.001 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 4S.89 90 0.0 4.90 0 0.0 o.004 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -4.901 4S.891 90 0.01 4.90 01 0.0 0.0001 0.01 0.0 0.0 0 0 3.00 0.00 -4.901 45.69 90 0.0 4.90 0 0.0 0.0001 OW01 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 o.0 4.90 0 0.0 0.00 0.0 0.0 0.0 0 01 3.001 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 4S.89 90 0.0 4.90 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0. 0.0 0.0 0. 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0001 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.0 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.90 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -4.90 45.89 90 0.0 4.901 01 0.0 U.988 Sum T: Pile Cap depth 51.0 in Pile Embed 4.0 in -149.0 Top of Pile to reinf 2.0 in 149. d 45.0 in H -159.5 159. Qntnlnrrine QnA• rihD OCINC QCI1'rl rnQ QOQC I IDi T It A. in' A- In' A—. in' Ad In' A�d in'/ft x-dir: 149.0 3.31 4.41 11.75 11.75 1.102 y-dir: 159.S 3.55 4.73 8.81 8.81 1.102 x-dir: y-dir: SPCG 6 SPCG 6 Bar Size 7 Bar Size 7 # Count 22 Count 17 Aprw 13.20 in' Aprov 10.20 in' OCR 0.890 OCR 0.864 Length 117.0 in Length 149.0 In Weight 438.4 lb Weight 431.5 lb Conc Volume 362.7 ft' 13.43 yd' Rebar Quantity 869.9 lb 64.8#/yd' User to verily that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-16 Museum of Flight - Covered Airpark Pile Cap Design by Strut -and -Tie Pile cap depth is reduced by 6" to LDM account for top of plate washer of rods from bottom of pile cap ID: ID: POB, Uplift Con1ditionlanchor PCB, Uplift Condition f'p 4 ksi P, 1717 k Pile Cap Cntr Offset, % 0 in h l 60, A_ 673.3 in' Pile Cap Cntr Offset, Y 0 in L, 152 in r� 14.64 in (these affect layout plot only) L, 116In dM 2.05 In h._ 4 in F(P.x) 0 k-in pile tol 3 in F(P.y) 0 k-in BRB Uplift Demand = 1717 kip F, 60 ksi divided equally between (8) piles u x in y in P. k Am, k.in P.y kin b..rp,p In in upn in Yu,p: to 17 deg rZnm k hsp,.wp in b.,, in ;:Fp k OCR T k T. k T, k 20 .14 21 201.1 4292.5 -30D4.75 27.41 8.00 4.77 53.95 75.3 221.9 9.07 16 22 2.1 0.999 56.3 46.1 -32.3 20 42 214.6 201.1 4292.5 9014.25 49.52 8.00 26.88 53.95 53 268.7 11.00 16 269.3 0.998 161.7 69.5 146.0 60 14 214.6 201.1 12877.5 30D4075 64.61 8.00 41.97 53.95 40.7 329.1 13.53 16 331.2 0.994 249.5 243.0 56. 60 -42 214.6 201.1 12877.5 -9014.25 76.24 8.00 53.60 53.95 32.9 395.1 16.18 16 396.1 0.998 331.8 271.8 490.3 -20 14 214.6 201.1 -4292.5 3004.75 27.41 8.00 4.77 53.95 75.3 221.9 9.07 16 222.1 0.999 56.3 -46.1 32.3 -20 -42 214.6 201.1 -4292.5 -9014.25 49.52 8.00 26.88 53.95 53 268.7 11.00 16 269.3 0.998 161.7 -69.5 -146.0 -60 -14 214.6 201.1 -12877.5 -30D4.75 64.61 8.00 41.97 53.95 40.7 329.1 13.53 16 331.2 0.994 249.5 -243.0 -56.7 -60 42 214.6 201.1 .12877.5 9014.25 76.24 8.00 53.60 53.95 32.9 395.1 16.18 16 396.1 0.998 331.8 -271.8 190.3 0 01 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 04000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11w641 53.95 90 0.0 11.641 0 0.01 0.000 0.01 0.01 0.0 0 0 3.00 0.00 -11.641 53.95 90 0.0 11.64 0 0.0 0.n 0.0 0.0 0.0 0 0 3.00 0.00 •11.64 53.95 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 04000 0.0 0.0 0.0 0 0 3.00 0.00 41.64 53.95 90 0.0 11.64 0 0.0 Clow 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 S3.9S 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0.000 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0. 0.0 0.0 0.0 0 0 3.00 0.00 •11.64 53.95 90 0.0 11.64 0 0.0 0.00 0.0 0.0 0.0 0 0 3.00 0.00 -11.64 53.95 90 0.0 11.64 0 0.0 0. 0.0 0.01 0.0 Sum T: Pile Cap depth 60.0 in Pile Embed 4.0 in Top of Pile to reinf 2.0 in ay�0425.3 d 54.0 in RelMorcine Rod: rMP RFINF RFrYn FnR RRRF I IPI mT r4P4rtwl T k Anp in' A- in' A— in' A pd in' had in'/ft x-d i r: 630.4 14.01 18.68 12.53 18.68 1.932 y-dir: 425.3 BIAS 12.60 16.42 16.42 1.296 x-dir: y-dir: SPCG 6 SPCG 6 Bar Size 9 Bar Size 8 Count 20 Count 26 Spacing 5.894737 in Spacing 5.92 in Aprov 20.00 in' Aprov 20.54 in' DCR 0.934 DCR 0.799 Length 179.0 in Length 140.0 Weight 1014.3 lb Weight 809.9 lb Conc Volume 612.2 it' 22.67 yd' Rebar quantity 1924.2 lb 80.5 a/yd' User to verify that pile layout and edge distance is consistent with the uniform reinforcing assumption. 2.2-17 MAGNUSSON KLEMENCIC ASSOCIATES O 2.3 GRADE BEAM DESIGN Grade beams span between adjacent pile caps in the Covered Airpark below grade. Grade beams serve three primary purposes: 1) Transfer gravity loads to the pile caps 2) Resolve lateral forces from the Seismic Force Resisting System (SFRS) to the supporting piles 3) Stabilize pile caps where one -pile or two -pile configurations are employed See S201 for grade beam locations at the foundation plan and S402 for grade beam details. The Loading Gravity loads include dead, roof live, and snow loads in the form of concentrated loads (column base reactions), distributed loads (cladding base reactions), and moving loads (aircraft tire reactions). See section 2.4 and 3.1-3.2 of these calculations for information pertaining to such loading. Each beam analysis checks the worst -case condition for strength and deflection. Lateral (seismic) forces are applied as axial forces and point -moments. Axial forces and bending moments are induced in those grade beams that are considered part of the SFRS. Axial forces result from the lateral force distribution which occurs at the BRBF base plates; story shear forces are dragged to pile caps remote from the braced frame. See section 2.1 of these calculations for more information. Inherent to the analysis and design of steel pipe piles in resisting lateral forces is the assumption that the pile cap rotational fixity is "fixed -head," per the Geotechnical Report. To justify such an assumption, the grade beams alone are assumed to restrain the pile cap rotation. Hence, bending moments develop in the grade beam at locations of pile lateral resistance. Analysis/Modeling Assumptions The grade beam models assume continuous, simply -supported spans. While beams are designed for the maximum shear and flexural demands from RISA models, a long-term deflection limit of L/360 (total gravity load) often drives geometry due to longer spans. For beams with axial forces, spColumn analyzes resultant P-M-M interactions. Slenderness checks assume fully pinned conditions (k = 1.0). The following pages contain a summary of loads applied, resulting demands, and example calculations for gravity -only and those beams that are part of the SFRS. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 2.3-1 grade beams grade beams gravity loading GRADE BEAMS -- LATERAL LOADING SEISMIC LOADS grid Q (typical) 1 174.3k-fl 174.3k-ft 191.4k-ft 174.3k-R 191.4k-fl 435.7k-R 174,3k-ft 174.3k-ft (40.7 k) (81.4 k) (27.6 k) (68.3 k) (84.2 k) (81.4 k) (40.7 k) grid Q (plane, max flexure/ deflection) 1 174.3k-ft 174.3k-ft 191.0-ft 174.3k-ft 191.4k-ft 435.7k-ft 174.3k-11 174.3k-ft 1 (40.7 k) (81.4 k) (27.6 k) (68.3 k) (84.2 k) (81.4 k) (40.7 k) 1 ! grid Q (plane, max shear) 1 74.3K-R 41,14.3k-ft 91.4k-ft-74.3k-R 411,IA-ft 7k-ft �74.3k-R 74.3kfi 1. 1 F (40.7 k) (81.4 k) (27.6 k� (68.3 k)-V (84.2 k) (81.4 k) (40.7 k) i grid 21 1 1 1 1 C43K-fl !7k-fl C1.4k-R C4.3k-ft �?1.4k-ft hC'174.3k-11 191.4k-fl .87k-ft C4,3k-fl rt-�r (40�(60.9 k)-V((21.3 -V(61.9 k� k)(61.9 k) (21.3 k)- (60.9 k)-V (40.6 grid 11 grid 1 857k41 857k-ft 181.4k-ft ! 65.7k-R 181.4k-fl�165.7k�ft 181.4k-ft 1 1 1 7k-R 1 (8.7 k) (2t 9.9 k) (2Y 9.9 k) (Y 8.7 k) t (57.2 k) (57.2 k) grid A 21.4k-R 507.2k-tt 507,2k-ft _ 2140t 507.2k-ft -221.4k-R -.2214k-ft N 1 .221.4k-R (51.7 k) (103.4 k) (68.2 k) 120.4 k (68.7 k) (103.4 k) (51.7 k) 1 1 * load applied = service loads/0.7 [see ultimate load combinations below] * (x) = axial forces LOAD COMBINATIONS -- STRENGTH NAME LOAD CASE SCALE FACTOR I LOAD CASE SCALE FACTOR LOAD CASE SCALE FACTOR 1.4D D 1.4 1.2D+1.6S D 1.2 S 1.6 1.2D+1.OE+L D 1.2 E 1 L 1 1.2D-1.0E+L D 1.2 E -1 L 1 D+0.75S+0.75*0.7 D 1 S 0.75 E 0.525 D+0.7 E ID 1 E 0.7 D=dead S=snow L=live E=seismic GRADE BEAMS ULTIMATE DEMANDS ENVELOPED GB2 -- GRAVITY BEAM DESIGN EXAMPLE Ver1.5 Reinforced Concrete Beams (ACI 318) Ultimate Forces: Beam ID: GB2 Mu 1302 kip-ft Project: Museum of Fli t- Covered Ai ark Vu 119 kips Date: 01/18/15 Pu 2.0 kips Engineer: ACK Reinforcement Summary Geometry: I LAYER OF (6) 910 TENSION Length 47.5 ft Width 36 in 44 STIRRUPS Q 12 in Height 52 in (5) 45 BARS EACH SIDE Fixity Type Pin -Pin Member Type Beam T-Beam Slab 0 in B,flange Auto auto or in b,efi 36.0 in Concrete: F'c 4000 psi 01 0.850 Ec 3605 ksi Steel: Fy Es Inter -Layer Clearance Bottom Cover Side Cover Consider p' 60 ksi ksi in in in 29000 1 3.0 3 No As Location 1 Web "Compression" REINF Count BarNumber De th to bar As / bar As / Layer Extreme -most Layer 2nd Layer 3rd Layer 4th Layer Tension REINF 4th Layer 3rd Layer 2nd Layer Extreme -most Layer d Diameter Horiz Clr Spacing Check .14 1.270 4.27 (OK) 10 auto 1.27 7.62 4 0 auto 0.00 0.00 0.00 0.000 n/a R 0 auto 0.00 0.00 0.00 0000 n/a 0 auto 0.00 0.00 0.00 0.000 n/a 0 auto 0.00 0.00 .0 0 auto 0.00 0.00 0.00 0 ff 0 auto 0.00 0.00 0.0 10 auto 1.27 7.62 47.87 1.27 4.27 in or auto in' in' in Global: d 47.87 in As 7.62 in' As min 5.74 in' Internal Axial Forces: Equilibrate Section Macro s,max 6.18 in (OK) c 4.39 in Extreme Fiber Es 0.0297 0 0.90 Tension Controlled Mn 1752 kip-ft OMn 1577 kip-ft Mu 1302 kip-ft (OK) DCR 0.825 Transverse Shear REINF Fy 60 ksi Transverse Bar Mark 4 Spacing,T l2 in N Legs,T 2 A,/layer 0.40 in d' As' (OK) p (rho) in in 4.14 in 7.62 inZ 0.44 % (OK) Strain Cum atibili - Axial Force Equilibrium - Mament Capacity Layer depth in strain stress ksi Arca (inZ) Force (kips) Moment k-in) Comp Web 1.87 0.00300 3.40 134.47 457 --- Comp Flange As'] As'2 As'3 As'4 As4 Asa As2 As1 47.87 -0.02968 -60.00 7.62 -457 21030 E 0.00 21030 Shear: 2.3-6 Vn,max 1090 kips = 10.001sgrt(fc)•bw•d VC 218 kips = 2.00'sgrt(fc)•bw-d Vs 96 kips = 0.88'sgrt(fc)-bw-d Vn 235 kips Vu 119 kips (OK) 0.506 DCR Side Bars 226 5 mark Number of Side Bar Pairs 5 .4 # or "Above" Deflections: L/h max 16 No Deflection Calculations Req'd fr 474 psi L/h actual I I b,eff 36 in Check Anyway : it Yes ss::;e Ig 421824 in' L/A Limit 360`xMV Mcr 641.3 ft-kip Ma, DL &'1056M ft-kip n 8.04 Ma, DL+LL i;;.1017h ft-kip Ac,d 1723.14 in' Loading Type `�; 1'oin[Load ;' Icrack 101645 in p' 0.00442 Ec 3605 ksi 1.64 Ie DL 198300 in Ie DL+LL 181930 in° A DL ? `"` in (inputs from RISA model] 0 DL+LL *.-559 00 592 � 'F in Allowed Deflection 1.58 in (OK) Total Long Term Deflection 1.51 in 2.3-7 GB5 -- TIE BEAM DESIGN EXAMPLE 0 0 0 0 0 0 0 0 y 0 4-x 0 0 0 0 0 0 0 0 0 36x32in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 01 /18/15 Time: 18:39:04 fs=0 P (kip) (Pmax)3500 (Pmax) fs=0 fs=0.5fy/ j \fs=0.5fy W-207083 --181 179 -2000 005 199;197,5 20421751523 rt203'201 2000 Mx (k-ft) ------ ----- (Pmin) (Pmin) -1500 spColumn v4.81. Licensed to: Magnusson Klemencic Associates. License ID: 59577-1032338-4-28196-26404 1 File: C:\Users\ack\Documents\MFlight_work\bms\MOF_D-GB5.col Project: MOF Column: GB6 Engineer: ACK fc = 4 ksi fy = 60 ksi Ag = 1152 in^2 18 #10 bars Ec = 3605 ksi Es = 29000 ksi As = 22.86 inA2 rho = 1.98% fc = 3.4 ksi Xo = 0.00 in Ix = 98304 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 124416 in^4 Beta1 = 0.85 Min clear spacing = 3.35 in Clear cover = 3.50 in Confinement: Tied kx(nonsway) = 1 kx(sway) = 1 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 2.3-8 S TRU TUR .CTIIT 14.8": (TM) L d to: Mag sn K1 c .......... ..ice e ID: 5957/-_032338-4-28196-2E404 ..., I7s e. s\ack\Jerome nts\MF:_ght wo k'.hm=\MOF D-GE`nc l a. 0o a o0 0o co 00 » o0 00 00 oc oc co 00 00 0 00 Do ou aoo or, oo.... o...D oou o0000 0 00 00 00 00 00 (TM) spCo_umn 14. 81 (TM) Ccmput e,r program for t: e Si rengt❑ Design of Reinfcr ced Concrete Sections opyrignt G 1988-2012, STR"JCTUREF(IINT, LLC. All ri g,ts r e ved page 0 ,18/15 06: 38 pM _, rated above a. '.I.dges that STROC"UREFOINT (SP) r _ and c not be esponsible for either L icons=e s rkn 's no an the acy o adequacy cf the matexi al supplied a Lnpnt fcx p' u essina by the spcolumn omputax pregra `uI'-Ithermore, SI'RUCT'UREPOINT neither m any w my expre sod n -plied with re spect ct the ecl.r ess of the o,,Iprt prepare. by the spColomn paogram. A!_no Ugh STRC CTUREPOI NT has endeavored ro produce spcolumn a Eree the program not and not be c ied infallible. The final. and only -e sp.1...a. ib:lity fcx---ly': decxg.-r and engL ' g do:ume ntar ' the licensee s. A_ xdingiy, S IRUtIlLp.F,P01Ni disclaims a1.J x e sponsibilrty 1 Quit act, no g_ig.... a other for to- ary analysis design nr e( ji--ng dnromerts prepared Lr. runt - oo wirh the '.,se of the sprnl mmn pr n gram. CO STRUCTUREP0_11T - sp^_o lomx. 14 .9' (TM) L nsed t M q i(' en Associates. Llcense ID595i7-1032338-4-28196-26434 Users\ack\Documents -\MF!:ght _k,bms\MOP D-GBS Col v - ln£ormat-.- File Name: C:\Users,ack\D,coments,MFlight work\bms\MOF' D-GhS -I px oject: MOF Column: GB6 Fngineer: ACK Code: ACI 318-11 U.it a- English Run Opri r lnvestigaLirn 5lendernes s: Considerad Run Axis(' X-axis .o:i,mr. Type: Structural Material Properties: f'r 4 Is' fy - 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = U.UU3 in/in Beta, = 0.85 Section: =Rectangoi- Width - 36 in Depth = 32 in ea Gross section a , Ag = 1152 in'2 Ix = 98309 ly = 124416 in^4 = 9.2376 ,n ry = 1C.3923 .n %o = U in Reinfor. eot Aar===-=4STM I"' Si=e DLam (in) Are. (in"2) Size Diam (Sn) Area (in'2) Size ➢i.an, ). n) Area n-2) ____ ____________________ _3________-_ k 0.38 0.11 A 4 ------------- 0.50 0.20 8 ______1___- 0. 63 3.31 N 6 0.75 0." A - 0.89 0.60 M 8 I.00 3.79 R 9 1.13 -_'CO M IU 1.'7 1.17 M 1- 1.4_ 1.56 Y 14 1.69 2.25 A lfi 2.21 4.00 Confinement. 'Pied; Y4 tie= with J10 bars, M4 with larger bars. phi(a) = 0.8, phL(b) phi(.) 0.6 .,ayoot: R ',gala atte rt des Dif'e ent (Covet to to tom-c or L5r anfcen ent) "n1.1 1. r. A<r- 22.F6 ,^2 at. -h 44 MLnim m c.earspac-g = 3,31 r., Top B. ar, weft R:gct ---------------- Bars 1 410 7 xl0 ---------------- 2 81D 2 410 Cover(in) 3 3 3 3 Service Loads Load A-1 Load Mx @ Top Mx @ Bot My @ Pap My @ Bct No. Case --- ---- kip ---------------------- -_L -------------- k-ft ------------ k-ft ------------ k-ft 1 Dead U. fiU 440.OD -96.50 O.CO O.DC Live O.GO i05.20 -17. 70 0.00 0 OC Wind O.CO 0.90 0.00 O.CO O.00 EQ 120.40 507.20 221.40 U.CO 0.0C S no.0,00 O.UU 0.00 O.CO O.UC' 2 Dead 0.00 440.00 -96'50 O.CO O.CC Live 0.00 105 20 -27.70 O.CO O.00 Wind O.CO 0.00 0.0' 0.00 0.00 EQ 12U_4U -5U7.2U L21 .41 U.LO U.Ut Snow 0.00 0.00 U.UO a.co O.00 3 Deed 0.00 440.00 -96.50 O.CO O.00 Live 0.00 105.20 -27. 70 O.00 O.00 Wind 0.00 0.000.00 O.00 EQ 120.40 -SG7, 20 -221.40 O.CO O.00 Snow U_UU U.00 U_00 U.CO O.UL 4 Dead U.UO 44C. 00 -96.50 O.CO O.00 Live 0.00 105.20 -27. 70 D.CO O.00 Wind 0.00 0.0D 0.00 0. CO D.00 EQ 120, 40 507.2D -221.40 0.00 O.00 Snow 0.UU U.U0 U.VO U.CO U.UL STRUCTURF.POIIIT - spColumc v4.81 (TM) Page 3 STRUCTUREPOIIIT - sp Column v4.81 (TM) Page 4 Lice nsetl to: Magnusson Klemencic Associates. License TO: 59577--032338-4-28196-26404 O1/18/15 Lrcensed to: Magnusson Klemencic Associates. License 1D: 5957'I-1032338-4-28195-26434 01/18/15 C:\Users\ack\Documents\MFl ight_work\bms\MOF_D-GBS.col 06:38 PM C:\Users\ack\Documents\ MF1ighL_work�bms\M,OF_D-GB5.co1 06:38 PM 5 Dead o.00 990.00 -96.50 0.00 0.00 Live 0.00 105 .20 -27.70 0.00 0.00 Moment Magnification Factors: Wind 0.00 0.00 0.00 0.00 0.00 ________________-_______ EQ-120.40 5o 7.20 -221.40 0.00 0.0o Stiffness reduction factor, phi(K) = 0.75 Snow 0.00 0.00 0.00 O.Oo D.00 Cracked -sect ion coe Efic ients: cT(beams) = D.35; cT(columns) = 0,7 6 Dead 0.0o 440.U0 -96.50 O.DU I1. 00 Live 0.00 105.20 -27.70 0.00 0.00 0.2*Ec'Iq + Es -Ise (X-axis) = 1.46e+008 kip-in-2 wind 0.00 O.Oo 0.IT 0.00 0,11 E(! -1.2IT.40 -507.20 -221.40 O.On 0.0o X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Snow 0.on 0.00 00' U.UO 0.00 Ld/Comb S-?u(kip) Pc(kip) SumPc(kip) Betadc Deltas Pu(kip) k'lu/r P,(kip) Betad Cm Delta 7 Dead 0.00 990.00 -96.50 0.00 0.00 _______ __________ ... ___ ________ ______ ______ ____ ___ __________ ______ ______ ______ L ivc 0.00 105 .20 -27,70 0.00 0.00 1 U1 0.00 29191.80 29111.11 1.111 (N/A) 0.00 (N/AI 29191. 80 0.000 (N/A) (N/A) Wind O.oD 0.00 0.00 0.D0 ID.DI U2 0.00 29111. Al 29191. 80 0.Coo (N/A) 0.00 (N/A) 29191.80 0.no0 (N/A) (N/A1 ' F.Q-120.40 -507 .20 221.90 O.00 0.00 U3 0.00 29191.80 29L91.8U 0.000 (N/A) O.00 (N/AI 29'191.80 0.000 (N/A) (N/A) ` Snow O.OU 0.00 D.00 0.00 0.00 U4 0.00 39191. BO 29191. 80 D.000 IN/AI 0.00 IN 29151.80 0.000 IN/A) (N/A) " 8 Dead 0.o0 440.00 -96. 50 0.00 0.00 U5 0.00 29111. 80 29191. 80 0.000 IN/A) 0.00 (N/A) 29191 80 0.000 IN/A) (N/A) Live 001 105,20 -27.70 0.00 0.no U6 0.00 29191.80 29191.80 (1.00D IN/A) 0.00 IN/A) 29191.80 O. DO0 (N/A) (N/A) ' Wind 0.00 0.00 0.00 0.00 0.00 U7 0.Co 29191. BO 29191. 80 D.COD IN 0.00 IN/A) 29191.80 0. 000 (N/A) (N/A) F.Q-120.4U 507.20 221.90 0.00 0.00 U9 0.00 29191.80 29191 80 D.000 (N/AI 0.00 II A) 29191.80 0.000 IN/A) (N/A) Snow DID 0.00 0.00 0.00 0.00 U9 0.00 29191 so 29191. 80 o.Coo IN/A) 0.00 (N/A) 29191.80 0.000 ITT/A) (N/A) U10 120.40 29191. BO 29191.8D D.000 I, oD6 120.40 (N/AI 29191.80 0. 000 D.572 1. 000 Sustained Load Factors: oil 120.40 29111. 80 29191. 80 D.000 1.OD6 120.4o (N/A) 29191, 80 0. 000 0.54D 1.0no U12 -120.40 29111.80 21111:10 0.000 (N/AI -120.J0 IN/A) 29191.80 0. D00 O.DOO (N/A) (N/A) Load Factor U13 -120.40 29191.B. 29191.80 0.000 (N/A) -120.on IN/AI 29191.80 (N/A) (N/A) Case M 2 U1 0.00 29191.so 29191. 80 0.000 IN/A) 0.00 IN/A) 29191.80 0.DO0 (N/A) (N/A) ------------ U2 0.Do 29191.80 29191. 80 D.00D IN/A) 0.00 IN/A) 29191.80 0. 000 (N/A) (N/AI Dead Too U3 0.00 29111.so 29191.80 D.000 (N/AI O.DD IN/AI 29191.80 0.DO0 (N/A) (N/A) ' Live 0 U4 0.00 29111.80 29191.8In 0. 000 IN/AI 0.00 IN/AI 29191.80 0.DO0 (N/A1 (N/A) " Wind 0 U5 0.Oo 29191.So 29191.80 D.000 IN/A) 0.00 IN/AI 29191,80 0.000 (II/A) IN/A) ` EQ U U6 0.00 29191.80 29191.H0 0.000 IN/A) 0.00 IN/A) 29191 80 O.000 (N/A) IN Snow C U7 0.00 29191.8C 29191.80 0.000 IN/A) 0.00 (N/AI 29191.80 O.ODO (N/A) (N/A) U8 0.00 29191.80 29191.80 0.000 (N/A) 0.00 IN/A) 29191.80 O.DO0 WA) IN/AI Lead Combi raCion s: U9 0.00 29191..80 29191. 80 0. 000 IN/AI 0.00 IN/A) 29191.80 D.DJD (N/A) IN/A) " ____ U10 120.40 29191.. BO 29191. 80 0.000 1.006 12U.4U IN/AI 29191.80 0.000 U.393 I.. UUO U1 1.40D"Dead + 1.000 "L1 ve + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U11 120.40 29191.80 29191. 80 0.000 1.O D6 120.40 (N/A) 29191.80 o.DDO D.936 1.000 U2 = 1.200*Dead + 1. 600*Live + 0.000'Wind + 0. 000' Ea r t hQua ke + 0.500'Snow U12 -120,40 29191.80 291.91.80 0.000 IN/A) -120.40 IN/AI 29191.80 0. 000 (II/A) (N/A) " U3 = 1200'Dead + 1.000'Live + O.ODO'Wind + 0. 000' Eart hQuake + 1.'o00'Snaw U13 -120.40 29191.80 2919180 C.000 IN/A) -120.40 IN/AI 29191.80 0. 000 (N/A) IN/A) U4 - 1.200*Dead + 0.000*Live + 0.800'Wind 10.000'EarthQuake + 1.600*Snow 3 U1 0.00 29191.80 29191.80 0.000 IN/AI 0.00 IN/A) 29191.80 0.000 (N/AI IN/AI US 1.200*Dead 1.000*I,.i.ve _,600*Wind 0.000*F,a rthQuake 0. 500'Snow U2 0.00 29191.. 80 29191. 80 0. 000 (N/A) 0.00 (N/A) 29191.80 0.000 (NIAI IN/AI UG = Nf1.900'Dead + 0.000'Live + =.L00*Wind + 0.000*Ea ct hQuake + 0.000*Snow U3 0.00 29191.80 29191.80 29191.80 29191.80 0.000 000 IN/AI O.00 0.00 (N/A) 29'191. 29191.80 80 0. D00 In o (N/A) (N/AI IN/AI " IN/AI U1 (��1 .200*Dead + 0.000"Live IIR = -1 .2 n n'Dead + l.nn0'Live - - 0.800-wind _.6nn'Wind + 0.000'earehQuake + n.nnn' + E art hQua k e + 1.600'5now n.;nn*Sncw U4 Ili 0.00 n.nn 29191.Bn 29191.en 0. T.nn0 IN/AI IN/A) n. I)n IN/AI (N/A) 29191.AD n.nnn (N/A) (N/A) ' U9=,.900'Dead + 0.000*Live - _. 600*1ind + 0.000*EarthQuake 1. 0.000*Snow U6 0.00 29191 go 29191. BO 0.Do0 (N/A) 0.00 IN/A) 29191.80 U.ODO (N/AI IN/A) ' Uto =C1 .2 o0*Dead + 1.000*Live + a 000*Wind.+ 1. 000' Eart hQuake + 0.200*Snow U7 0.00 29191 .so 29191.80 0.000 (N/A) O.on II A) 29191.80 U.000 (N/A) (N/AI " U11 = 0.900*Dead + 0. 000"Live + 0.000'Wind + 1. 000'EarthQuake + 0.000*Snow UB 0.00 29191.80 29191.80 0. 000 IN/A) 0.00 IN/AI 29191.80 0.000 (N/AI IN/AI U12 - 1.200'Oead + 1.000'Live + o.0Co.Wi nd - 1. 000' Ear thQuake + 0.200*Snow U9 0.00 29191.8o 29191.8In 0. 000 IN/AI o.00 (N/A) 29191.80 0. 000 (N/A) IN/A) U13 = 0. 900*Dead + 0. 000"Live + 0.000'Wind - 1. no" Ear thQua ke IT o Snow U10 120.40 29191.80 29191. 80 0.000 1. 006 120.40 (N/AI 29191+80 0. D00 D.735 1.000 U11 :120.90 2919I..BO 29191.80 0.000 1.006 120.40 IN/AI 29791.80 0.000 0.453 1.. 000 Slenderness: U12 -120.90 29191.80 29191.80 0.000 IN/A) -120.40 IN/A) 29191,80 0000 (II/A) (N/AI U13 -120.40 29191.60 29191. 80 0.000 IN/AI -120.40 IN/A) 29191+80 0.000 WA 7 IN/A) Sway Criteria: -------------- 4 U1 U2 0.Do 0.00 29191.90 29191.B0 29191.80 29191.80 D. 000 0.DOD (N/A) IN/A) 0.00 0.00 (N/A) (N/AI 29191+80 29191.80 0. DOo 0. DOo (N/A) (N/A) IN/A) (N/A) ' X-axis: Sway column. S-P, - 1.10 * Pc S-P, = 1.11 * Pu U3 0.00 2919I.BD 29191. 80 0. 000 IN/A) 0.no IVA1 29191.80 0. 000 (N/A1 IN/AI ' Second -order effeCCs alony ].e nq[h considered U4 0.00 29191.90 291.91. 80 0.000 IN/A) 0.00 IN/A) 29191.80 0.000 (N/A) IN/AI U5 0.00 29191.80 29191. 80 a 000 IN/A) TO IN/A) 29191.80 0. DO0 (N/AI IN/A) " Height width Depth I T'c Ec U6 0.Do 29191. BD 29191. 80 0. 000 IN/A1 0.00 IN/A1 29191, 80 0.DOo (N/A1 IN/A) Column Axis £t n n"4 ksi ksi U7 0.00 2919180 29191.8C 0.000 IN/A) 0.00 I1/A1 29191.80 1.001 (N/A) (N/AI ------ ---------------------- ------------------r----------- - ---- - -- UB 0.11 21111.80 29191.8C 0.000 IN/A) 0.00 IN/A) 29191. 80 0.000 (N/AI (N/A) Design X 11.I 36 32 98309 9 3605 U9 0.00 29191.. BO 29191.B0 C.0no IN/A) 0.00 IN/A) 29191.80 0.000 TWA) IN/A) ' Above X 16.5 36 36 1_9968 9 36D5 U30 120.90 29191.80 29191.80 0.000 1.006 120 .90 I1/A1 29191.80 0.000 0.728 1.000 be law X (no column specified...) U11 120. 4D 29191.81 29191.80 D.000 1.006 120.4D IN/A1 29191.80 0.000 0.737 1. 0DO U12 -120. 40 29191.80 29191.80 0.000 IN/A) -120.40 (N/A) 29191.80 0.000 (N/A) (N/A) X-Beams Length Width Depth I f'c F.c U13 -120.40 291Y1.BIT 2Y191.8U u.000 (N/A) -12U.4U IN/A) 2Y191.BU IT U (N/A) (N/AI ' Luca, ion ft n, ksi ksi 5 U1 O.OD 29191.80 29191.80 D.0 DO (N/A) 0.00 (N/A) 29191 Bo0.000 IN/A) (N/A) ________ ________ __________ __________ ________1___ -_______ ______-_____ U2 0.00 29191.80 29191.80 0.000 (N/A) 0.00 (N/A) 29191.80 0.000 (N/A) (N/A) ' Above Left (no beam specifietl...l U3 0.00 29191.80 29191.80 0.000 IN/A) 0.on (N/A) 29191.80 O.000 IN/AI IN/A) hbove Rioht Ino beam specified...) U9 0.00 29191.90 29191.80 0.000 IN/A) 0.00 IN/AI 29191.80 0.000 IN/A1 (N/A) Below Left Ino beam specified...) U5 0.00 29191.8C 29191.80 0.000 IN/A) 0.00 IN/A) 29191.80 0.000 IN/A) (N/A) " Below Ri ohC Ino team spec.if ied...l U6 O.OU 291.91.80 29191.80 0. 000 IN/A) 0.00 (N/n) 29191.BU O.000 (M/A) IN/A) U7 0.00 29191.80 29191. 80 0.000 IN/AI 0.00 IN/A) 29191. BU O.00o (N/AI IN E EfEctive Length Factors: U8 0.00 29191.60 29191.80 0.000 IN/AI 0.00 (N/A) 29191. 8o 0.Coo IN/A) (N/A) ' ------------------------- 119 0.00 29191.80 29191.80 0.000 IN/A) 0.00 IN/AI 29191.80 0.000 IN A) (N/A) ' Axis Psl(top) Pel(bot) k(Noneway) k(Sway) klu/r U10 -120.40 29191.80 29191.80 0.000 IN/A) -12o.40 (N/A) 7.9191.80 0.000 (N/AI IN/A) ' ---------------------------- ------------ ----------- U11 -12 o.40 29191.80 29191.80 O.000 IN/A) -120 .40 IN/AI 29191.80 0.000 (N/A) IN/AI " X 0.Oo0 0. 000 1.DOD 1.000 24.03 U12 120.40 29191.8IT 29191.80 D.000 1.006 120.40 IN/A1 29191. 80 0.000 0.343 1.a Do 113 120.40 29191. 80 29191.80 0.000 1.Dos 120 .4D II ) 29191. 80 0. 000 0.936 1.000 6 U1 o.00 29191.80 29191.80 D.000 (N/A) 0.00 IN/A) 21111.80 0.110 (N/A1 (N/A) U2 U.00 29171..90 29171.H0 0.000 IN/A) D.DD IN/A) 29191.80 O.000 (N/A) IN/AI ' U3 0.0o 29111.so 29191.8o 0.000 IN/AI 0.00 IN/A) 29191.80 0.000 (N/A) IN/A) ' U9 0.00 29191.80 29191.80 0.000 (N/A1 0.00 (N/A) 29191. 80 0.000 (N/AI IN/AI ' STRUCTUREPOIIIT - spColumr. v4.81 (TM) Page 5 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: Magnusson Klemencic Associates, License 1D: 59577--032338-4-28196-26404 01/18/15 Licensed to: Magnusson Klemencic Associates. License ID: 59577-1032338-4-28196-26434 C:\Users\ack\Documents\MFlight work\bme\MOF D-GBS.col 06:38 PM C:\Users\ack\Documents\MFlight_work,bms\MOF_D-GS5.co1 US 0.00 29191.00 29191.BO 0. 000 IN/AI 0.00 IN/A) 29191 .80 0.000 IN/AI (N/AI * 2 U3 633.20 0.00 633.20 (N/AI M2= IN/AI (N/AI IN/AI U6 0.00 29191.90 29191.80 0. 000 (N/AI 0.00 IN/A) 29191.80 0.000 IN/AI (N/AI " 193.50 0.00 143. 50 IN/A) M1= (N/A) IN/AI IN /.41 U7 0.00 29191.80 29191.a 0.000 (X/AI 0.00 IN/A) 29191.80 0. 000 (N/A) (N/AI * 2 U4 528.00 0.00 528.00 IN/A) M2= (N/A) IN/AI IN /.41 Utl 0. 00 2919L.N0 29191.80 U.000 (\/AI 0.00 IN/AI 291.91.a0 0. 000 IN/A) (N/AI " 115.90 0.00 115.80 IN/AI M1= (N/A) IN/AI IN/AI U9 0.00 29191.90 29191.80 0.000 (X AI 0.00 (N/A) 29191.80 0.000 IN/A) (N/AI " 2 US 633.20 0.00 633. 20 IN/A) M2= (N/A) (N/A) IN/A) U10 -12D.40 29191.80 29171 .80 0.000 IX/AI -120.40 (N/A) 29191 .80 0. 000 IN/A) (N/AI 143.50 0.00 143.50 IN/A) M1- (N/A) IN/AI IN/A) U11 -120.40 29191.80 29191.BO 0.0 00 (X/AI -120.90 IN/AI 29191.B0 0.000 IN/A) (N/AI " 2 U6 396.00 0.00 J96.00 IN/AI N2= (N/A) IIJ/AI IN /.4) U12 120.40 29191.80 29191.80 0.000 1.006 120.40 IN/A) 29191.00 0. 000 0. 572 1.000 86.85 0.00 86. 85 IN/A1 M1= (N/A) IN/AI IN /.41 I)13 120.40 29191.80 29191.80 0.000 1.006 120.40 (N/A) 29191.8'0 0.000 0.590 L.000 2 U7 528.00 0.0n 128. 01 IN/A) M2= (N/A) IN/A) IN/A) 7 Ul 0.00 2919L.80 29191.80 0.000 IN/A) 0.00 (N/A) 19191.80 0.000 IN/A) IN/" 115.80 0.00 I15. 80 (N/A) M1= IN/A) IN/A) IN/AI U2 0.00 29191.80 29191.80 0.000 (K/AI 0.00 IN/A) 29191.80 0. 000 (N/A) IN/AI * 2 US 633.20 0.00 633.20 IN/A) M2= (N/A) (N/AI IN/AI 113 0.00 29191.80 29191.80 0.000 (X/AI 0.00 (N/A) 29191.80 0.000 (N/A) (N/AI * 193.50 0.00 143.50 IN/A) M1- (N/A) IN/AI IN/AI I19 0.00 29191.80 29191.80 0.000 (X/AI 0.00 IN/A) 29191.B0 0.000 (N/A) (N/A; * 2 U9 396.00 0.00 396.00 (N/A) M2- IN/A) IN/AI IN/AI U5 O.O0 29191.BU 29191.80 0.000 IN/AI U.00 IN/A) 29.1.91.a 0. 000 IN IN/ 86.85 0.00 86. 85 IN/A) M1.= (N/A) IN/AI IN/AI U6 0.00 29191.80 29191.80 O.U00 IN/A1 0.00 IN/AI 29191.80 0.000 (N/A) (N/AI 2 U10 633.20 -507. 30 116.00 15.65 M2= 123. 20 123. 20 0. 978 U] 0.00 29191.80 29191.80 0.000 (N/AI 0.00 IN/A) 29191 .80 0.000 II1 /.4) IN/" 193.50 -221,40 -'7.90 -15. 65 M1= -79.12 -]9.12 1.01E UN 0.00 29191.80 29191 .80 0. 000 (N/AI D.DD IN/A) 29191.N0 0.000 (N/A) (N/AI 2 Ull 396.00 -507.20 -111.20 -15.65 M1= -114.00 -114.00 1.025 U9 0.00 2919L.80 29191 .80 0. 000 IN/AI 0.00 IN/A) 29191.80 0,000 IN/A) (N/A) " 86.85 -221.40 -139.51 -15.65 M2= -135.77 -135.77 1. 009 U10 -120.90 2719L.90 29191.80 0. 000 IN/A1 -120.40 (N/A) 29I91.80 0.000 IN/AI IN/* 2 U12 633.20 507.20 1140.40 (N/A) M2= (N/A) IN/AI IN/AI U11 -120. 40 29191.SO 29191.80 0.000 IN/AI -120.40 IN/A) 29191.80 0.000 IN/AI IN/A) " 193.50 221.40 364.90 (N/AI MI- (N/AI IIJ/AI IN/AI U12 120.4U 29151.90 29191.tl0 0.000 1.006 120.40 IN/A) '29191 .80 0.000 0.726 1.000 2 U13 396.00 507.20 903.20 I11/AI M2= (N/A) IN/A) IN/A) U13 120.40 29191.80 29191.80 0.000 1.006 120.40 IN/A) 29191.80 0. 000 0.737 1.000 86.85 221.40 308.25 IN/A) M1= (N/A) IN/AI IN/AI 8 li1 0.00 29191.80 29191 .80 0.000 IN/AI 0.00 IN/AI 29191.80 0.000 (N/AI (N/AI 3 U1 616.00 0.00 616.00 (N/A) M2= (N/AI IN/AI IN /.41 U2 0.00 2919L. 80 29191.So 0. 000 (K/AI 0.00 IN/AI 29191.B0 0.000 IN/(N/A) " 135.10 0.00 135.10 IN/A) M1= IN/A) IN A) IN/AI U3 0.00 29191.80 2.9191..80 U.O00 (K/AI U.00 IN/AI 29191,80 0.000 IN/A) (N/AI " 3 U2 696.12 0.OU 696.32 IN/A) M2= (N/AI (141AI IN/AI U4 0.00 29191.80 29191.80 �0.000 IK/A1 0.00 IN/AI 29191.80 0.000 (1]/AI (N/A) * 160.12 0.00 160. 12 IN/al M1- IN/A) IN/AI IN/A) US 0.00 29191.90 29191.80 0.000 IN/AI 0.00 IN/AI 29191.BO 0.090 (N/.4) (N/h) " 3 U3 633.2U 0.00 633.20 IN/A) M2- (N/A) (N/AI IN/AI U6 0.00 29191.So 29191 .80 O.000 IX/AI 0.00 IN/AI 29191.80 0.000 (N/A) (N/A) " 193.50 0.00 143.50 (N/A) M1= N/A) IN/AI IN/A) U] 0.00 29191 80 29191 .80 0.000 IN/AI 0.00 IN/AI 2. 9191.80 0.000 111/41 IN/A) + 3 U4 528.00 0.00 5?8.00 (N/A) M2= (N/AI IN/ IN/AI US 0.00 29191.80 29191 .BD O.000 IN/AI 0.00 (N/A) 29191.80 0.000 IN/AI IN/A) " 115.80 0.00 115.BU (N/A) M1= (II/A)) IN/AI IN/AI U9 0.00 29191.80 29191.80 0.000 IX/AI 0.00 (N/AI 29191.80 0.000 (N/A) IN * 3 US 633.20 0.00 633.20 (NIA) M2= IN/AI IN/AI IN/AI U10 -120.90 29191.80 29191.80 0.000 (\/AI -120.40 IN/AI 29191.80 0.000 (N/A) (N/A) " 193.50 0.00 193.50 (N/A) M1= (N/A) (NI IN/AI U11 -120.40 29191.80 29191.eD 0.D00 IK/AI -120. 40 (N/A) 29191.80 0.000 IN (N/AI ` 3 U6 396.00 0.00 396.00 (N/A) M2- (N/AI IN IN/A) U12 120.40 29191.80 29191.80 0.000 1.006 120. 40 (N lAI 2:191.80 0.000 0.735 1.000 86.85 0.00 86.85 WA) MI- (N/AI IN IN/AI U13 120.40 29191.SO 29191.80 0.000 1.006 120.40 (N/A) 29191.80 0.000 0.453 1,000 3 U7 528.00 0.00 128.01 WA) M2= (N/AI IN/AI IN/.4) 115.80 0.00 115.80 (11/A) M1= (N/A) (11/AI IN/AI ' Slenderness need not be considered. 3 U0 633.20 0.00 633.20 (N/A) M2= IN/AI IN A) IN/A) 143.50 0.00 143.50 (N/A) M1= (N/AI (N/AI IN/A) Factored Moments due to First -Order a no a ., con d-Order Effects: 3 U9 396.00 0.00 396.00 (N/A) M2- IN/AI (NI AI IN/A) _= Minim eccentric it/. EX,min = 1.56 in 3 U10 80.85 633.20 0.00 -507.20 86.85 126.00 (N/AI 15.fi5 M1= M1= IN/A) 123.20 IN/ 123.20 IN/A) 0. 978 141 ..50 221.40 364.90 15.65 M2= 366.12 36E.12 1.0 n3 NOTE:-8ach leading combination incl uoes the fol_owing cases. 3 Ull 396.00 -101.20 -111.20 -1S.6S M1= -114.00 -114.00 1.011 -fli xst line - a[ column [op 86.85 221.4U 3U8.25 15.65 M2= 3C9.47 309. 47 1,U0I Second line - at co Lumn bottom 3 U12 633.20 507.20 1140.40 IN/A) M2- IN/A) (N/AI (N/A) X-axis -------------- ls[ Order ------------- --------- 2nd Order -------- - Ratio - 143.50 -227.40 -�7.90 IN/ A) M1= IN/A) (N/AI IN/A) Load Mns Ms Mu Mmin Mi Mc 2nd/1st: 3 U13 396 .00 501 .20 903.20 (N/A) M2= IN IN/A) IN/A) Combo k-ft k-ft k-ft k-ft k-ft k-ft 86.85 -221.40 -134.55 IN/ Ml= IN/ (N/AI IN/A) __ ____________ ____________ ____________ ____________ _______________ ____________ _________ 4 U1 616.00 0.00 616.00 (II/A) M2- (NI A) III/A) IN/A) 1 U1 616.00 0.00 616.0 IN/AI M2= IN/AI IN/A) (N/A) 135.1U 0.00 135.10 (N/A) M1= (N/A) (N/AI IN/AI 135.10 0.00 135.10 IN/A) M1= (N/AI IN/A) (N/AI 4 U2 696.32 0.00 696.32 IN/AI M2= I. N/A) IN/A) 1 U2 696.32 0.00 696.32 IN/A) M2- (N/A) IN/A) (N/A) 160, 12 0,00 160.12 IN/A) M1- (N/A) IN/A) IN/A) 160.12 0.00 160.12 IN/A) M1= IN/AI IN/A) (N/A1 4 U3 6363.20 0.00 633.20 (N/A) M2= (N/A) IN/AI IN/A) 1 U3 633.20 0.00 633.20 IN/.A) M2.= (N/A) IN/A) (N/A) 193.50 0.00 143.50 (N/A) M1= (N/A) (N/A) IN/A) 193.SU O.DU 143.50 IN/A) M1= IN/AI IN/AI IN/A) 4 U4 52N.DD U.00 528.0U (N/A) M2- (N/A) (N/A) IN/AI 1 U4 528.00 0.00 528.00 IN/A) M2= IN/A) IN/A) IN/A) 115.80 0.00 115.80 (N/A) M1= IN/ IN/A) IN/A) 115.80 0.00 115. BO (N/A) M1= IN/AI IN/A) (N/A) 4 US 633.20 0.00 633.20 (N/A) M2= (N/A) IN/AI IN/A) 1 US 633.20 0.00 633.20 IN/A) M2- IN/AI IN/AI IN/A) 143.50 _ 0.00 143.50 (N/A) M1- (N/.A) IN/AI IN/AI 143.50 D.00 143. 50 IN/A) M1= IN/A) IN/AI (N/AI 4 U6 396.00 0.00 396.00 (N/AI M2- (N/A) IN/AI IN/AI 1 U6 396.00 0.00 396. 00 OVA) M2= IN/A) IN/A) IN/A) 86.85 0.00 66.85 (N/A) M1= (N/A) IN/AI I11 86.85 0.00 86.85 (N/A) M1= (N/AI (N/AI IN/AI 4 U7 528.00 0.00 128. 00 (N/A) M2= (N/A) IN/A) IN/AI 1 U7 528.00 0.00 528.00 IN/AI M2= IN/AI IN/AI IN/AI I15.80 0.00 115. 80 N/A) M1= (NI IN/AI IN/al 115.NU U.UU 115.60 IN/A) M1= (N/AI (N/AI IN!AI 4 ud 633.1U U.UU 633.2U (N/AI M%= (N/AI (N/AI IN/A) 1 U8 633.20 0.00 633.20 IN/AI M2= (N/AI (N/AI IN/A) 143.50 0.00 143.50 (N/A) M1= (N/A) (N/AI IN/AI 143.50 0.00 143.50 IN/AI M1- IN/AI (N/A) IN/AI 4 U9 396.00 0.00 396.00 (N/AI M2- (N/.4) (N/AI IN/A) 1 U9 396.00 O.UO 396.00 (N/AI M2= (N/AI (N/AI (N/AI 86.85 0.00 86.8 5 IN/A) M1= IN AO (N/A) (N/A) 86.85 0.00 86, 85 IN/AI M1= (N/AI (N/A1 (N/AI 4 U10 633.20 507.20 1. 140.40 15.65 M2= 1143.20 1143.20 1.002 1 U10 633.20 507.20 1190.40 15.65 M2= 1143.20 1143.20 1.002 193.50 221.40 369.90 15.65 M1= 366.12 36E.12 1. 003 143.5D -2'21.40 -7].90 -15.65 M1= -79.-2 -79.12 1. 016 4 U11. 39G.00 5U].10 901.2U 15.65 M2= 9C6.00 90E.00 1.003 1 Oil 396.00 507. 20 903. 20 15.65 M2= 906.00 906.00 1.003 86.85 221.40 3011.25 15.65 M1= 3C9.97 309.47 1.009 86.85 -221.40 -134.55 -15.65 M1= -135.77 -135.71 1, 009 4 U12 633.217 -117, 20 126.00 IN/A) M2- (N/AI IN/A) (N/A) 1 U12 633.20 -507.20 126.00 IN/A) M1= IN/AI IN/A) IN/A) 143.50 -221.90 -17.90 (N/A) M1= IN IN/AI IN 143.50 221.40 364. 90 (N/.4) M2= (N/A) (N/A) (N/A) 4 U13 396.00 -507.20 -1. 11.20 (N/A) M1= (N/A) (N/A) IN 1 U13 396.OU -507.20 -111.20 IN/A) M1= (N/AI IVA) IN/A) 86.85 -221.40 -134.55 (N/A) M2= IN/ IN/A) IN 86.11 221.. 40 308.25 (tl/A) M2.= (N/AI Ili/AI IN/A) 5 Ul 61.6.00 0.00 615.00 (II/A) M2= IN/ IN/AI IN/A) 2 U1 616. 110 0.11 616.00 (N/A) M2= IN/AI IN/AI IN/A) 135.10 O.DO 135.10 (N/A) M1= (N/A) IN/AI IN/A) 135.10 0.00 135.10 IN/A) M1= (N/AI IN/AI IN/AI 5 U2 696.32 0.00 696.32 (N/A) M2= (N/A) IN/AI IN/AI 2 U2 696.32 0.00 696.32 (N/A) M'2= IN/AI IN/A) (N/AI 160.11 0.00 160. 12 (N/A) MI- (N/A) IN/A) IN/AI 160.12 0.00 160.12 (N/A) Ml- IN/AI IN/AI IN/A) 5 U3 633.20 0.00 633.20 (N/A) M2- (N/A) IN/A) (N/AI 143.50 0.00 143.50 WA) Ml= IN/AI (N/AI IN/AI Page 6 01/18/15 06:38 PM STRUCTUREPOIIIT - spColumr v4.81 (TMI Page 7 STRUC TUREPOINT - spColumn ''✓4.91 (TM) Licensed 10: Magnusson Klemencic Associates. License 1D: 59577-_032338-4-28196-26404 11/18/15 Licensed t0: Magnusson Klemen c is Associates. License ID: 59577-1032338-4-28196-26434 C:\Users\ac k\Documents\MFlight_wotk\bms\MOF_D-GSS.col 06:38 PM C:\Use is\ack\Documents\MF light-wo I �bms\MOF_D-GS5.-1 5 U4 528.00 0.00 528.00 IN/A) MI- (N/A) IN/A) IN/A) 8 US 633.20 0.00 633.20 (N/AI M2= (N/A) IN/AI IN/A) 115.80 0.00 115. 80 IN/A) M1= IN/AI IN/AI (N/AI 193.50 0.00 193.50 (N/AI M1= (N/A) IN/AI IN/A) 5 US 633.20 0.00 633.20 IN/A) M2= (N/AI (N/A) IN/A) 8 U6 396.00 0.00 395. 00 (N/A) M2= (N/A) IN/AI IN/A) 143.50 0.00 143.50 IN/A) M1= IN/AI (N/A) (N/AI a6.85 0.00 86.85 (N/AI 'AI (N/A) IN/AI IN/A) 5 U6 396.00 0.00 396.00 IN/A) M2= (N/A) IN/A) IN/AI 8 U7 528.00 0.00 528.00 (N/A) M2= (N/A) IN/AI IN/A) 86.85 0.00 86. 85 IN/A) M1- (N/AI IN/AI (N/AI 115.tl0 U.OD 115.80 (N/A) M1- (N/A) IN/A) IN/A) 5 U7 528.00 0.00 528.00 IN/A) M2= IN/AI IN/AI IN/A) 8 UB 633.20 0.00 G33.20 IN/AI M2= (N/A) IN/AI IN/A) 115.80 0.01 115.80 IN/AI M1= IN/AI IN/AI IN/A) 193.51 0.00 143.50 (N/AI M1= (N/A) IN/AI IN/AI 5 U8 633.20 0.00 633.20 IN/AI M2= (N/AI IN/AI IN/AI 8 U9 396.00 0.00 396.00 IN/AI M2= IN/A) IN/AI IN/A) 143.50 0.00 143. 50 IN/AI ML= (N/AI IN/A) IN/AI 86.85 0.00 86. 85 IN/AI M1= IN/A) IN/AI IN/AI 5 09 396.00 0.00 396.00 (N/A) M2= (N/AI (ll/AI IN/A) 8 U10 633.20 507.20 1140.40 N/A) M2= (N/A) IN/AI IN/A) 86.85 0.00 86.85 IN/A) M1= (N/A) IN/AI IN/A) 193.50 -221.40 -'7.90 (N/AI M1= IN/A) IN/AI IN/AI 5 U10 633.20 507.20 1140.40 IN/A) M2- (N/A) IN/A) IN/A) B U11 396.00 507.20 903.21 IN/AI M2= IN/A) IN/AI IN/A) 143.5U 2. 21.90 364 .90 IN/A) M1= (N/AI IN/AI IN/A) 86.85 -7.21.40 -139.55 (N/A) Ml= IN/A) IN/AI IN/AI 5 U11 396.UU SU7.20 913.1U IN/A) M2= (N/AI IN/AI IN/AI B U12 633.20 -507.20 126.00 15. 65 M1= 123.10 123.20 0. 978 86.85 221.90 308.25 IIJ/A) M1= (N/A) IN/A) (N/AI 143.50 221. 40 369.90 15.65 M2= 366.12 366. 12 1.003 5 1112 633 .21 -507.21 120.00 15.65 M2= 123.20 123.20 0.97d 8 U13 396.00 -50'I. 20 -111.21 -15.65 M1= -114.00 -114. 00 1.00- 143.50 -221.40 -71.90 -15.65 M1.= -79._2 -79.12 1.016 86.85 221.40 308. 25 15.65 M2= 3C9.47 309.47 1.004 5 U13 396.U0 -507.20 -I11.20 -15.65 M1- -119.OU -119.11 1.U25 86.85 -221.90 -139.55 -15.65 M2= -135.77 -135. 77 1.009 6 U1 616.00 D.00 616.00 IN/A) M2= (N/AI IN/AI (N/A) Factored Loads and Moments with Corresponding Capacities: 135. 10 0.00 135.10 IN /.AI M1= (N/A) IN/A) IN ____________________---------- :===s===�=_�______________ 6 U2 696.32 0.00 690.32 IN/A) M2= (N/AI IN/AI (N/AI NJTE: Each loading combination includes.the following -s. 160. 12 0.00 160.12 IN/A) MI- IT IN/A) (N/A) pit. line - at column top 6 U3 633.20 0.00 633.20 IN/A) M2- (N/AI IN/A) (N/AI Second 11.ne - at column bottom 143.50 0.00 143.50 (IJ/A) M1- (N/AI IN/A) (N/A) Load Pu M" Ph!Mnx PhiMn/Mu NA depth Dt depth eps_t Phi 6 U4 528.00 0.00 528.00 IN/A) M2- (N/AI IN/AI (N/A) No. Combo kip k-ft k-ft 115.80 0.00 115.80 IN/A) M1= IN/AI IN/A) (N/AI --- ------------------ ------------ -------------------- -------- ---------------- ------ 6 US 633.20 0.00 633.20 111/A) M2= (N/AI 111/A) IN/ 1 1 Ul 0.11 116.00 1294.11 2.111 6.02 17. 8o U.11U89 0. 30U 193. SO 0.00 193.SU IN/A) M1= (N/AI IN/A) (N/AI 2 0.00 135.10 1299.62 9. 583 6.02 17.Bb 0.]1089 0. 300 6 U6 396.00 0.00 396.00 IN/A) M2= (N/AI IT (N/AI 3 1 U2 0.00 696. 32 1294. 62 1. 859 6.02 27. 8a 0.01089 0. 300 86.85 0.00 86. 85 IN/A) M1= IN/AI IN/A) (N/AI 4 0.00 160.12 1294.62 8.085 6.02 27.86 0. 71089 0.300 6 U7 528.00 0.00 529.00 (N/A) M2= (N/A) IN/A) (N/AI 5 1 U3 0.00 633.20 1294.L2 2.095 6.02 27.86 O.J1089 0.)00 1 L5.80 U.CO I15.tlU IN/A) M1= IN/AI IN/A) (NI 6 0.00 143.50 1294.62 9.U22 6.U2 27.8a 0. 71089 0. 300 6 U8 633.20 0.00 633.20 IIJ/A) M2= IN/AI IN/A1 (N/A) 7 1 U4 0.00 528.00 1299. 62 2.452 6.02 27.86 0. 31181 0. 911 143.50 0.11 143.50 I11/A) M1= (N/AI Ill/A) (NI 8 0.00 115.80 1294. 62 11.180 6.02 27.86 0.71089 0. )00 6 U9 396.00 O.OU 396.00 IN/A) M2- IN/AI IN/A) (N/AI 9 1 US 0.00 633.20 1294. 62 2.045 6.02 27.86 0. J1089 0, 300 86.85 0.00 86.8 5 IN/A) M1= IN/AI (N/A) (N/AI 10 0.00 143.50 1294.62 9.022 6.02 27.8a 0.01 89 0. 300 6 U10 633.20 -507.20 126.00 IN/A) MI= IN/AI IN/A) IN 11 1 US 0.00 396.00 1294. 62 3.269 6.02 27.86 0. J1089 0. 900 193.SD 221.90 3L4.90 IN/A) M2= (N/AI IN/A) (N/AI 12 0.00 tlL.BS 1294.L2 19. 90C L.02 27.86 0.31089 0. 300 �1 6 Uli 39fi.00 -507.20 -111.20 IN/A) M1= IN/AI IN/A) (N/A) 13 1 U7 0.00 528.80 1294. 62 2.452 6.02 27.86 0. 71089 0, 300 444111 A6.R 221 .90 308.2.5 MJ/A) M2= IN/AI IN/A) (N/AI 14 n.00 11.5.AIT 1294. 62 11.1 A0 6.02 27.Rn n.'110A9 n.300 6 U}fi 633.2U SO'/.2U 1190.40 1S. 6S M2= 1193.20 1193. 20 1.002 15 1 U9 0.00 633.20 1299.62 2.095 6.02 2'/.860.71089 0. 300 IV 143.50 -221. 40 -77.90 -15.65 M1= -71._2 -79.12 1.011 16 0.00 143. 50 1294. 62 9.022 6.02 27.86 0.31189 U,)00 6 013 396.00 507.20 903. 20 15.65 M2= 906. Do 906.00 1.001 17 1 U9 0.00 396.00 1294. 62 3.269 6.02 27.86 0. 71089 0.900 86.85 -221.40 -134.55 -15.6S M1- -135.77 -135.77 1.009 10 0.00 86.85 1294.62 14.90fi 6.02 27.06 0.71IT 0, 300 7 U1 616.00 0.00 616.00 IN/A) M2= (N/AI (N/AI (N/A) 19 1 U10 120.40 1143.20 1406.27 1.230 6.75 27.a6 0.30938 0. 300 135.10 0.00 135. 10 IN/A) MI_ (N/A) (N/A) (N/A) 20 120.90 -79.12 -1406.27 17.173 6.75 27.86 0, 30938 0. 300 7 U2 696.33 0.00 696.32 Itl/A) M2= N/A) I11/AI IN/A) 21 1 U11 120.40 906.00 1406.27 1.552 6.75 27.86 0.00938 0. 300 160.12 0.00 160.12 IN/A) M1= (N/A) IN/AI IN/A) 22 120.90 -135.77 -1406.27 10.357 6.75 27.86 0. D0936 0. 300 7 U3 633 .20 D.00 633.20 IN/AI M2= (N/AI IN/A) IN/A) 23 1 U12 -120.40 126. 00 1179.18 9.359 5.36 27.86 0.01259 0. 300 143.11 0.00 143. 50 IN/A) M1- (N/AI IN/AI (N/A) 24 -120.40 364. 90 1179.18 3.232 5.36 27.66 0. D1259 a )00 7 U4 128.00 0.00 52B.00 IN/A) M2= (N/A) (N/AI IN/A) 25 1 U13 -120.40 -111.20 -1179.18 10. 604 5.36 27.a6 0. 31259 0. 900 115.80 0.00 115.80 IN/.A) M1= (N/A) IN/ IN/AI 26 -120.40 308. 25 1119.18 3.825 5.36 27.86 0. 11211 0. 110 7 U5 633 .20 O.OU G33.20 IN/AI M2= (N/AI IN/ IN/A) 27 2 U1 D.UO 616.00 1294.62 2.102 6.02 27.86 U.J1089 0. 300 193.50 0.00 193. 50 IN/A) M1= (N/AI IN/AI IN/AI 28 0.00 135.10 1294.62 9.583 fi.02 27.86 0.01089 0.300 '/ U6 396 .00 0.00 39`6 00 IN/A) 142= (N/AI IN/AI IN/A) 29 2 U2 0.00 696.32 1294.62 1.859 6.01 27.80 0.71089 0. 901 86.85 0.00 86.85 IN/A) M1- (N/AI IN IN/A) 30 0.00 160. 12 1299. 62 8.085 6.02 27.86 0. 71089 0. Do0 7 U7 528.00 0.00 528.00 IN/A) M2- (N/AI (N/A) IN/A) 31 2 U3 0.00 633.20 1294.62 2.045 6.02 27.8'o U.71069 0. 900 115.80 0.00 115. 80 IN/A) Ml- (N/al (N/A) IN/AI 32 0.00 143. 50 1294. 62 9.022 6.02 27.86 0.)3089 0. 300 7 US 633.20 0.00 633.20 IN/A) M2= (N/AI (N/A) IN/A) 33 2 U4 D.00 528.on 1294. 62 2.452 6.02 27.86 0. J1069 0. 300 193.50 0.00 1. 93.50 IN/A) M1= IN/AI IN/AI (N/AI 34 0.00 115.80 1294. 62 11..180 6.02 27.86 0. 71089 0. 300 7 U9 7Y6.UU U.UU l9b. UU IN/A) M%= (N/AI IN/A) IN/A) 35 L U5 U.UU fi3l.2U 1%94.6% 2.U45 b.U% 27.8'o U. !'I.0 BY U.3UU 86.85 0.00 86.85 IN/A) M1= IN/AI (N/A) (N/AI 36 0.00 143.50 1294. 62 9.0251 6.01 27.86 0.31089 0. 300 7 U10 633.20 -507. 20 126. 00 IN/A) M2- (N/AI IN (N/A) 37 2 U6 0.00 396.00 1294. 62 3.264 6.02 27.86 0. 71089 0.)DO 193.50 -221.40 -77.90 IN/A) M1= IN/AI (N/A) (N/A) 38 0.00 86.85 1294.62 19.906 6.02 27.86 0.71089 0.300 7 U1L 396.00 -507.20 -1. 11.20 IN/AI M1= IN/AI IN/A) (N/A) 39 2 U7 0.00 528.00 1294.62 2.452 6.02 17.86 0.31089 0. 300 86.85 -221.90 -134.55 IN/A) M2= IN/AI (N/AI (N/A1 90 0.00 115.80 1294. 62 11.180 6.02 27.86 O.J1 IT 0. 300 7 U12 633.20 507.2U 1190.90 15.65 M'L= 1193 .20 1143. 10 1.002 91 2 UB O.OU 633.20 1294.62 2.095 6.02 27 .86 O.J].089 0. 300 193.50 221.90 369.90 15.65 M1= 366._2 36G.12 1.003 42 O.UU 143.50 1294.62 9.022 6.02 27.86 0.71089 0. 30U 7 U13 396.00 507.20 903.20 15.65 M2- 906.00 906. 00 1.003 43 2 U9 0.00 396.00 1294. 62 3. 269 6.01 27 .86 0. 31089 0. DOI 86. 85 221.40 308.25 15.65 M1= 309.47 309.97 1.004 94 0.00 86.85 1294.62 14.906 6.02 27.8a O.J1089 0. 300 B U1 616.0IT 0.00 616. 00 IN/A) M2= (N/AI (N/A) IN/A) 45 2 U10 120.40 123.20 1406.27 11.415 6.75 27.86 0.00938 0, 300 135. 10 0.00 135.to IN/A) M1= (N/AI (N/A) IN/AI 46 120.40 _79. 1.2 -1406.27 17.173 6.75 27. 86 0. 30938 0. 300 8 111 696.32 0.00 696. 32 (11/A) M2= (N/AI (N/A) IN/A) 47 2 Ull 120.40 -114.00 -1406.27 12.335 6.75 277 6 0.30938 0. 900 160.12 0.00 160.12 IN/A) M1= (N/A) (N/A) (N/AI 98 120.40 -135.77 -1406.27 10.357 6.75 27.86 0. J0938 U. 300 8 U3 633.20 CoD. 633. 20 (N/A) M2= (N/A) IN/A) IN/AI 49 2 U12 -12 D.40 1140.90 1179.18 1.039 5.36 27.86 O.J1259 0. 300 143. 50 0.00 143.50 IN/A) M1- (N/AI IN/A) (N/A) 50 -120.40 364.90 1179. 18 3.232 5.31 27.86 0.)1213 U. 310 8 U4 528.00 0.11 529. 00 IIJ/A) M2- (N/AI (N/A) (N/AI 51 2 U13 -120.40 903. 20 1179.18 1.306 5.36 ^_7.86 0. 71259 0. )00 115.80 0.00 115. 80 IN/A) ml= IN/AI IN/A) (N/AI 52 -120.40 30B.25 1179. 18 3.825 5,36 27.86 0.)l259 0. 300 Page 8 "/I./15 06: 38 PM STRUCTUREP0IIIT - spCol.Umr v4.81 (TM) Page 9 STRUCTUREPDIDIT - spColumn v4.81. (TM) Page 10 L icensetl to: Maenuss.n Kle men. is Associates. License ]0: 595]7-_032338-4-28196-26404 O1/18/15 Licensed to: Magnusson Klemeneic Associates. License ID: 59577-1032338-4-22196-26434 - O1/18/15 C:\Users\ack\Documents\MFli9h[_work\bms\MOF_D-GB5..el 0`6:38 PM C:\Users\ack\Documents\MFlignt_work�bms\MOF_D-GBS.col 06:38 PM 53 3 U1 0.00 616.00 1294.62 2.102 1.11 27,86 0.01069 0. 900 133 6 U2 0.00 696.32 1294.62 1.859 6.02 27.86 0.)1089 0.300 54 0.00 135.11 -294.62 9.583 6.02 27.8'0 0. 01069 0.900 139 0.00 160.12 1294. 62 8.085 6.02 27.86 0.31089 0. 300 55 3 U2 0.00 696.32 1294.62 1.859 6.02 27.86 0, 01069 0. 900 135 6 U3 0.01 133.21 1294, 62 2.111 1.02 17.86 0, 31089 0. 300 56 D.DD 160.12 1294.62 8.085 6.02 27.66 0.01069 U.901 136 0.Do 143. 50 1294.62 9.022 6.02 27.8'0 0.]1069 0. 300 57 3 U3 0.00 633.21 1294.62 2.045 6.02 27 AS 0. DI69 0. 900 137 6 U4 0.00 526.10 1294. 62 2.182 6.12 27.86 0.]l..S 0.300 SB I I 143.51 1294.G2 9.022 6.02 27. 86 0. It 69 U. 9Do 138 U.DO 115.81 1294. 62 11.181 1.12 27.6'0 G.]1U69 0. 7UU 59 3 U4 0.00 528.00 1294.62 2.452 6.02 27.86 Al069 0. 900 139 6 U5 0.00 633.20 1294. 62 2. 045 6.02 27.86 0. 31089 0. 301 60 0.00 115.81 1299.62 11.180 6.02 27.86 0,01069 0.900 190 0.00 143.50 1294. 62 9. 022 6.02 21.86 0.71089 0. 3Go 61 3 U5 0.10 633.21 1299.62 2.045 6.02 27. 86 0. D1069 0. 900 141 6 U6 0.00 396.00 1294. 62 3.261 6.02 21. 86 0. 31089 0. 300 62 U.00 143. 50 12.94.62 9.022 6.U2 27.86 O.D1069 0, 900 192 0.0I 86.85 1294. 62 14.906 6.02 27. 86 0. 31089 0. 300 63 3 U6 I Io 396.01 1294.62 3.269 6.02 27. 86 0. 01169 0. 9Go 143 6 U7 I.00 52B.00 1294. 62 2. 452 6.02 27.86 0.71089 0.300 64 GAG 86.85 1294.62 14. 906 6.02 27.86 0.01069 0. 9Go 144 0.00 115.80 1294. 62 11.180 6.02 27 0. 71089 0. 311 65 3 Ui 0.00 528.00 1294.62 2.452 6.02 27.86 0. D1069 0. 901 19!i 6 UB O.00 633.20 1294. 62 2. 09!i 6.02 27.86 31089 0, 300 66 0.00 115.81 1294.62 11.180 6. 02 27.86 0.01069 U.900 196 0.00 ]43.50 1294.62 9.022 G.02 27.86 D.]1DB9 1 0.3Go 67 3 US o.00 633.20 1294.62 2.095 6.U2 27.86 0AlU 69 U. 90U 147 6 U9 0.00 396.O1 1294. 62 3. 269 6.U2 27. 86 D. 31089 0. 3UU 68 0.00 143. 50 1294.61 9.022 6.02 27 SS 0.01069 0.900 19B 0.00 86.85 1294. 62 14.906 6.02 27.80 0.)1089 0. 300 69 3 U9 0.00 396.00 1294.62 3.269 6.02 27.86 0.01069 0. 900 149 'o DID -120.40 126.00 11'79.18 9. 359 5.36 27.8'0 0. 31259 0. 300 70 0.00 86.85 1294.62 14.906 6.02 27.86 0.01069 0.900 150 -120.40 364.90 1179.18 3.232 5.36 27.86 0.71259 0.3Go 71 3 U10 12U.40 123.2I 14D6.27 11.415 6.75 27.86 U.D0938 0. 9Go 151 6 U11 -120.90 -111.20 -1179.18 10.604 5.36 27.86 0.D1259 0.1Go 72 120.40 366.12 1406.21 3.841 6.75 27.86 0.00938 0. 900 152 -120.40 306.25 1179.18 3, 825 5.36 27.86 0.)1259 0. 300 73 3 U11 120.40 -119.O1 -1906._7 12.335 6.75 27.86 U.00'338 U.90U 153 a U12 120.90 1143.20 1906.'-'7 1.230 6.75 ^_7.66 0. )0938 0.300 79 120.90 309.47 14D6.27 4.544 6.15 27.86 V 00938 I. 900 154 120.40 -79.12 -1406.27 17.173 6.75 27.86 0. 70938 0. 300 75 3 U12 -12o. 90 1140,40 1179._9 1.034 5.36 27.86 0.01259 0.111 155 6 U13 120.40 906.00 1416.27 1.552 1.75 17.S6 0.10111 0. 300 76 -120.40 -77.90 -1179._8 13.137 5.36 27.86 0.01259 0.900 156 121.40 -135.77 -1406. 27 10.357 6.75 27.86 0.)0938 0. 301 77 3 U13 -12U.40 9U3.20 1179._8 7..30G 5.3E 27.86 0. 01259 0. 911 157 7 U1 I.Go GIG 1294 .62 2.102 6.02 27. 86 0. 31089 0. 30U 78 -120.40 -139.55 -1179.=8 8.769 5.36 27.86 0. 01259 0.900 158 0.00 135.10 1294. 62 9.SB3 6.02 27.86 O. 31089 0.300 79 4 ul 0.00 616. 00 1299.62 2.302 6.02 27.86 0.01069 0. 900 159 7 U2 0.00 696.32 1294.62 1.859 6.02 27.86 0.)1089 0.300 80 1.11 1" 11 1294.62 9.583 6.02 27,86 0.01 U69 0.900 16I IAA 160.12 1294. 62 8.085 6.02 27.66 0.)1089 0.DoI 81 9 U: o.o1 696. 32 1294. 62 1.859 6.02 27.86 0.01169 0. 9Go 161 7 U3 1.00 633.20 t294. 62 2. 045 6.0? ?7. 86 0.)1089 0.)Do 82 0.00 16U.12 1211 62 8.065 6.02 27. 86 D. DI 69 U. 90U 162 AD 143. 50 1294. 62 9..21 6.D2 27.8a U.71U89 0.30U 83 4 U5 0.00 633.20 1294.62 2.045 6.02 27. 66 0.01069 0. 900 163 7 U4 0.00 528.00 1294. 62 2.452 6.01 27.86 0. 11089 0. 300 89 0.00 143.50 1299.62 9.022 6.02 2].86 0.01069 0.900 i69 0.00 115.80 1294.62 11.181 6.02 27.86 0.)1089 0.3o0 85 4 U4 0.00 528. 00 1299. 62 2.452 6.02 27.86 1.11069 0. 901 165 7 U5 IAA 633.20 1294. 62 2. 045 6.11 27. 86 0. 11089 0. 300 86 U.00 L15.8U 11'39.62 11.180 6.02 27.86 0.01069 0. 900 166 0.00 143. 51 1294. 62 9.022 6.02 27.80 0. )1089 0.300 87 4 U5 0.00 633.21 1299.52 2.045 6 12 27. 86 I.111" 0.900 167 7 U6 0.00 396.00 1294. 62 3.269 6.12 27.86 0. 71089 0. 300 88 I.00 143. 50 1299. 62 9.022 6.02 27. 86 I..1.61 0.1.1 168 0.00 86-85 1294. 62 14. 906 6.02 27. 86 0. 31089 0. 3Go 89 4 U6 I. 396.11 1294. 62 3.269 6.02 27. 86 0.01069 0.90 169 7 U7 0.00 52B.00 1294. 62 2.452 6.02 17. 86 0.D1089 0. 3o0 90 I.00 86.85 1291.62 11.906 6.02 27.66 0.01069 0.900 1'/0 0AD 115.80 1294.62 11.SB0 6.02 27.86 0. ]1089 0.III 91 4 U: I.00 526.01 1294.62 2.452 6.02 27.86 0.01069 0. 900 171 7 US GAG 633.20 1294. 62 2. 095 6.02 27.86 0. ]]083 0. 300 92 I.O1 115.81 12'J 4. G2 11.1. 80 G.02 27.8G 0.01U69 0. 9UU 172 U.UO 143.50 1294.62 9. U22 I.02 27.8u U. )1089 0.301 93U6 0.00 633.20 1299.62 2. 045 6.02 27.86 0.03069 0.900 173 7 U9 0.00 396.00 1294.62 3.269 6.02 27.86 0. )1089 0.300 94 0.00 193.50 1299.62 9.022 fi.02 27.flF 0.n10R9 0.900 179 0.n0 B6. R5 1294.62 19.9n6 6.02 27.R6 0. 710R9 0.300 9S 4-U9 U.U0 396.00 1299.62 3.269 6.U2 2/.B6 D.D1 Dfi9 U.9UU 1-/S ] U10 -12U.90 126.U0 119.18 9.359 5.36 2'/.B6 0. D1259 0.900 96 W 0.00 86.85 1294.62 14.906 6.02 27.86 O.OlOfi9 0.900 176 -]20.90 -77.90 -1179. 18 15.137 5.36 27. 66 0.)1259 0. 300 97 4 U10 120.90 1143.20 1906.27 1.230 6.75 27.86 0.00938 0.900 177 7 U11 -]20.40 -111.20 -1179.18 10.604 5.36 27.86 0. J1259 0.300 98 120.90 366.12 1. .27 3.841 6.75 27.86 0.00936 0. 901 178 -120.40 -134.55 -1179.18 0.'64 5.36 27.86 0.)1259 0.300 99 4 Ull 120.40 906.00 1906 .27 1. 552 6. 75 27.86 0.00938 D. 900 179 7 U12 120.90 11" 20 1906.27 1.230 6.75 27.B6 0.)0936 0.3Go 100 120.40 309.47 1406 .27 4.544 6.75 27.86 0.0093B 0.900 180 120.90 366.12 1906.27 3.891 6.75 27.Bfi 0. 70938 0.300 101 4 U12 -120.40 126.00 1179._8 9.359 5.36 27.86 0.01259 0. 900 181 7 U13 120, 40 906.00 1406. 27 1.552 6.75 27. B6 0.]093B 0. 300 102 -12U.40 -]7.90 -1179._8 15.137 5.36 17.86 0.01259 0.900 182 120.40 3D 5.97 1406.27 4.544 6.75 27.86 0.7U938 0.300 103 4 U13 -120.40 -111.20 -1179._8 10.604 5.36 2].86 0.01259 I. 183 8 U1 0.00 6196 00 i294. 62 2.102 6.02 27.86 0. 31089 0. 300 109 -120.40 -134 .55 -1179._8 8.764 5.36 27.86 0.01259 0.900 184 0.00 135.10 1299.62 9.583 6.02 27.8'0 0. 31089 0. 300 105 3 U1 0.01 616.01 1294. 62 2.102 6.12 27.86 0.01069 0. 900 185 8 U2 I.00 696.32 1294. 62 1.059 6.02 27.86 D.31DB9 0. 310 106 0-00 135.10 1294:62 9.583 6.02 27.Bfi 0.01069 0.900 186 1.00 160. 12 1294. 62 8.085 6.02 27.86 0.)1089 0. 301 107 5 U2 0.00 696. 32 1294. 62 1.859 6.02 21.86 U. 01069 0. 900 187 8 U3 0.00 633.20 1294.62 2.045 6.02 37.86 0.71U89 0.30U 108 GAG 160.12 -299:66 8.085 6.02 27.86 0.01069 0. 911 188 0.00 143.50 � 1294. 62 9.022 6.02 27.86 D. ]1D89 0. 300 109 5 U5 0.00 633.20 1294.62 2.045 6.02 27.85 0.01(169 0.900 1B9 8 U9 0.00 528.00 1294.62 2.452 6.02 27.86 0.71089 0.300 110 0. Go 143. 50 1294. 62 9.022 6.02 27.86 0. 03069 0.900 190 0.00 115.80 1294. 62 11.180 6.02 27.86 1 )3089 0. 300 Ill 5 U4 U.00 128.00 1294. 62 2.452 6.02 27.86 0.01069 0.900 191 8 U5 0.00 613.20 1214. 62 2.045 6.02 27. 86 0.31U89 0, 300 112 0.00 115.So 1299. 62 11.180 6.02 27.86 0.D1069 0.900 192 0.00 143. 50 1294.62 9.022 6.02 27.86 0. 71089 0. 311 113 5 U5 0.00 633.20 1299. 62 1.011 fi.02 27.86 0.01 69 0.900 193 8 U6 0.00 396.01 1294. 62 3.269 6.02 27.66 0. 330B9 0.3Do 114 0.00 143.50 1299.62. 9.022. 6.02 27. 86 0.01069 0.900 194 0.00 86.85 1294. 62 14 .906 6.02 27.8'0 0. 31089 0, 300 11.5 5 Ub U. VU 3Yb.UU 1299.b2 3.269 6.U2 2].tlb U.UIUb9 U.`J UU 195 B U7 U.UU 52tl.UU 12Y4.b2 2.452 b.U2 2].8. U.J1Utl9 U. 3UU 116 0.00 86.85 1294.62 14. 906 G.02 27. 86 0.01 89 0. 900 196 0.00 115.80 1294. 62 11.180 6,01 17.8' D. 71089 0. 300 117 5 U- I.I1 526.01 1299.62 2.452 6.12 27.66 1.01169 0.900 197 8 US 0.00 633.20 1294. 62 2.095 6.02 27.86 0.]1089 I. 300 118 0.11 115.80 1294.62 11.180 6.02 27.86 0.01169 1.900 198 0.00 143. 50 1294. 62 9.022 6.02 27.80 0. 31089 0, 301 119 5 U6 D.01 633.20 1294.62 2. 045 6.02 27. 86 0.01O69 0.900 199 8 U9 0.00 396.00 1291 . 62. 3.269 6.02 27.86 0.31089 0. 300 120 0.00 143. 50 1294.62 9. 022 fi.02 2].86 0.0lHD 0.900 200 1.00 86.85 1294.62 14. 906 6.02 27.86 0. 31089 0. 310 121 5 U9 0.00 396.00 1294.62 3.269 6.02 27. 86 0AID69 0.901 201 B DID -120.40 1140.40 1179.18 1.034 5.36 27.8''. 0. 31.259 0. 3Do 122 0.00 86.85 1294.62 14. 906 6.12 27.8G 0.01089 0.9UU 202 -120.40 -77.91 -1179. 18 15.137 5.36 17.86 0.31259 0. 300 123 5 U10 -120.90 1140.40 1179-8 1. 034 5.36 27.11 1 11259 0.900 203 8 Ull -120.40 903.20 1179, 11 1.306 5.36 27.86 0. 71259 0. 300 129 -120.90 369.90 1179._8 3.232 5.36 2].85 0.01259 0, 900 209 -120.4. -139.55 -11" I 8.'69 5.36 27.86 O.J1259 0.300 125 5 Ull -120.40 903.20 1179._8 1.306 5.36 27.8'v 0.01259 0.901 205 8 U12 120.40 123.20 i406.27 11.415 6.75 27.86 O.J0933 0. 300 12G -120.41 3U6. 25 1179._8 3.8-5 5.36 27.85 1 ol259 0. 900 206 ]70.40 366.12 1406. 27 3. 841 6.75 27. 86 0.)U938 U. DUG 127 5 U12 120. 40 123.20 1406.27 11.415 6.15 27.86 0.00938 0. 900 207 8 U13 120.40 -114.00 -1406.27 12.335 6.]5 27.86 0. 30936 0. 300 128 120A -79. 12 -1406.27 17.773 6.75 27.86 0.D0938 0.900 208 120.4D 309.47 1406, 27 4. S44 6.75 27.86 0.)0938 0. 900 129 5 U13 120A0 -1174.00 -1406 .27 12.335 6.75 27.86 0.00938 0.900 130 120.40 -135.77 -1406 .27 10.357 6.75 27.86 0. G. 0. 900 "' 8nd of output `•` 131 6 U1 0.0o 616. 00 1294. 62 2.102 6.01 27.86 D.D1069 0.900 132 GAG 135.10 1294.62 9.583 6.02 27.66 0.01069 0.900 MAGNUSSON KLEMENCIC _ ASSOCIATES G 2.4 CONCRETE PAVEMENT DESIGN Concrete pavement is designed utilizing the AirPave 1 1 software (American Concrete Pavement Association, 2011). See Appendix C for the AirPave user's guide, with information regarding analysis technical information. The following pages provide design calculations that verify the adequacy of an unreinforced 12" paving slab for the aircraft loading shown on S 102. See S201 PV for the extents and configuration of jointing. Where jointed pieces are not rectilinear in plan, temperature and shrinkage reinforcing per ACI 318-1 1 section 7.12.2.1 is detailed. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 2.4-1 ACPA AirPave Pavement Evaluation Report Summary Information GENERAL DESIGN INFORMATION Project ID: Museum of Flight - Operator: LDM Run Date: Tg7AJ irpark GENERAL DESIGN INPUT Slab Thickness: 12.00in Unit: US Units AircraftlVehicle Summary Table Maximum Maximum Stress Allowable Total Aircraft/Vehicle Name X Max Y Max Anale Stress Ratio Repetitions in in psi 747 - MoF Air Force 1 -0.33 -0.56 65.51 357.44 • 787 - MoF -0.39 -0.15 54.16 395.37 ®i . 1 /25/2015 4:29:44PM 2.4-2 Page 1 of 3 ACPA AirPave Pavement Evaluation Report Detailed Aicraft[Vehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: Gear Configuration: Modulus of Elasticity (E): Modulus of Rupture (MR): Modulus of Subgrade Reaction (k): Computation Method: Number of Wheels: Contact Pressure: Total Load: WHEEL COORDINATES in x: 0.0 0.0 58.0 58.0 y: 0.0 28.0 0.0 28.0 COMPUTATION RESULT X Max: Y Max: Maximum Angle: Maximum Stress: Stress Ratio: OUTPUT Allowable Total Repetitions: 747 - MoF Air Force 1 Dual -Tandem Pavement Type: PCC 4 million psi 650 psi 150 pci With Axle Rotation Loading Condition: Edge Loading 4 Contact Area: 96 inA2 225 psi 86,400 Ibf -0.33 -0.56 65.5 357.44 0.550 131,209 in in Degrees psi NOTE A stress ratio (stress divided by design strength) greater than 0.75 may be too high to satisfy routine pavement design requirements (the thickness is inadequate), but may be used to evaluate the effect of unexpected heavy loads on an existing pavement. 1 /25/2015 4:29:44PM 2.4-3 Page 2 of 3 ACPA AirPave Pavement Evaluation Report Detailed Aicraft[Vehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: 787 - MoF Gear Configuration: Dual -Tandem Modulus of Elasticity (E): 4 million psi Modulus of Rupture (MR): 650 psi Modulus of Subgrade Reaction (k): 150 pci Computation Method: With Axle Rotation Number of Wheels: 4 Contact Pressure: 225 psi Total Load: 120,600 Ibf WHEEL COORDINATES in x: 0.0 0.0 55.0 55.0 y: 0.0 57.6 0.0 57.6 COMPUTATION RESULT X Max: -0.39 in Y Max: -0.15 in Maximum Angle: 54.2 Degrees Maximum Stress: 395.37 psi Stress Ratio: 0.608 OUTPUT Allowable Total Repetitions: 25,718 Pavement Type: PCC Loading Condition: Edge Loading Contact Area: 134 inA2 NOTE A stress ratio (stress divided by design strength) greater than 0.75 may be too high to satisfy routine pavement design requirements (the thickness is inadequate), but may be used to evaluate the effect of unexpected heavy loads on an existing pavement. 1 /25/2015 4:29:44PM 2.4-4 Page 3 of 3 ACPA AirPave Pavement Evaluation Report Summary Information GENERAL DESIGN INFORMATION Project ID: Museum of Flight - Operator: LDM Run Date: Yg75ZJ �irpark GENERAL DESIGN INPUT Slab Thickness: 12.00in Unit: US Units AircraftIVehicle Summary Table Maximum Maximum Stress Allowable Total Aircraft/Vehicle Name X Max Y Max Anale Stress Ratio Repetitions in in psi 747 - MoF Air Force 1 -0.33 -0.56 65.51 313.55 -. 747 - MoF Air Force 1 8 whe -0.15 -0.25 39.69 270.69 of -. 787 - MoF -0.39 -0.15 54.16 346.82 1/25/2015 4:27:24PM 2.4-5 Page 1 of 4 ACPA AirPave Pavement Evaluation Report Detailed Aicraft/Vehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: 747 - MoF Air Force 1 Gear Configuration: Dual -Tandem Pavement Type: PCC Modulus of Elasticity (E): 4 million psi Modulus of Rupture (MR): 650 psi Modulus of Subgrade Reaction (k): 150 pci Computation Method: With Axle Rotation Loading Condition: Interior Loading Number of Wheels: 4 Contact Area: 96 inA2 Contact Pressure: 225 psi Total Load: 86,400 lbf WHEEL COORDINATES in x: 0.0 0.0 58.0 58.0 y: 0.0 28.0 0.0 28.0 COMPUTATION RESULT X Max: -0.33 in Y Max: -0.56 in Maximum Angle: 65.5 Degrees Maximum Stress: 313.55 psi Stress Ratio: 0.482 OUTPUT Allowable Total Repetitions: unlimited NOTE A stress ratio (stress divided by design strength) greater than 0.75 may be too high to satisfy routine pavement design requirements (the thickness is inadequate), but may be used to evaluate the effect of unexpected heavy loads on an existing pavement. 1 /25/2015 4:27:24PM 2.4-6 Page 2 of 4 ACPA AirPave Pavement Evaluation Report Detailed Aicraft/Vehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: 747 -IMoF Air Force 1 8 Gear Configuration: �N- andem Modulus of Elasticity (E): 4 million psi Modulus of Rupture (MR): 650 psi Modulus of Subgrade Reaction (k): 150 pci Computation Method: With Axle Rotation Number of Wheels: 8 Contact Pressure: 225 psi Total Load: 172,800 Ibf WHEEL COORDINATES in x: 0.0 0.0 0.0 0.0 58.0 58.0 58.0 58.0 y: 0.0 44.0 151.0 195.0 0.0 44.0 151.0 195.0 COMPUTATION RESULT X Max: -0.15 in Y Max: -0.25 in Maximum Angle: 39.7 Degrees Maximum Stress: 270.69 psi. Stress Ratio: 0.416 OUTPUT Allowable Total Repetitions: unlimited Pavement Type: PCC Loading Condition: Interior Loading Contact Area: 96 inA2 NOTE A stress ratio (stress divided by design strength) greater than 0.75 may be too high to satisfy routine pavement design requirements (the thickness is inadequate), but may be used to evaluate the effect of unexpected heavy loads on an existing pavement. 1 /25/2015 4:27:24PM 2.4-7 Page 3 of 4 ACPA AirPave Pavement Evaluation Report Detailed Aicraft/Vehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: 787 - MoF Gear Configuration: Dual -Tandem Pavement Type: PCC Modulus of Elasticity (E): 4 million psi Modulus of Rupture (MR): 650 psi Modulus of Subgrade Reaction (k): 150 pci Computation Method: With Axle Rotation Loading Condition: Interior Loading Number of Wheels: 4 Contact Area: 134 inA2 Contact Pressure: 225 psi Total Load: 120,600 Ibf WHEEL COORDINATES in x: 0.0 0.0 55.0 55.0 y: 0.0 57.6 0.0 57.6 COMPUTATION RESULT X Max: -0.39 in Y Max: -0.15 in Maximum Angle: 54.2 Degrees Maximum Stress: 346.82 psi Stress Ratio: 0.534 OUTPUT Allowable Total Repetitions: 207,170 NOTE A stress ratio (stress divided by design strength) greater than 0.75 may be too high to satisfy routine pavement design requirements (the thickness is inadequate), but may be used to evaluate the effect of unexpected heavy loads on an existing pavement. 1 /25/2015 4:27:24PM 2.4-8 Page 4 of 4 MAGNUSSON KLEMENCIC ASSOCIATES ■ 3 GRAVITY SYSTEM DESIGN 3.1 Gravity Loading 3.2 Gravity System Column Design 3.3 Gravity System Baseplate and Anchor Rod Design 3.4 Gravity System Beam Design 3.5 Megatruss Design 3.6 Roof Joist Loading & Design Criteria Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON KLEMENCIC ASSOCIATES a 3.1 GRAVITY LOADING GRAVITY LOADING The gravity loads are in addition to the self -weight of the structure. The minimum loading requirements are per Table 1607.1 of the IBC. For detailed gravity loading assumptions, see S101. Live loads are reduced where permitted in accordance with Section 1607.9 of the IBC. Loads are given in pounds per square foot (psf). The concrete pavement design is based on wheel loads for the MOF prototype 747 and standard 787. See S102 for loading assumptions. At phase 2, it is assumed that cladding will be installed to fully enclose the building envelope. Cladding loads are as shown in the table below. Cladding Loads Load Type Load (psf) Exterior Cladding (north, south and 15 psf (wall area) west elevations) Exterior Glazed wall (east elevation) 30 psf (wall area) SNOW LOADING A flat roof snow load of 25 psf is assumed as the design snow load. Structural Calculations Covered Airpork, Museum of Flight, Tukwila, Washington 3.1-1 Design Sheet PROJECT LOCATION SHEET CLIENT DATE I I1u l /,� BY LbAruG L' 900F MAGNUSSON KLEMENCIC ... ASSOCIATES ■ Structural + Civil Engineers 755 t00F A�S�EMBLY lX /;616e-nV 14W = /Dad lee,A bECAC w 3 � ow fo �;tjor j UoPcD ; 25 BPS F LJVF, LOAD : to ftF ° \41 �� � 'U �� � S � MAX +Ve_ PROS WyLF- = 50. S PJF (tft M Ax - ve '(4 E.SCu- L- ^ a3.2. 9 PS F (wLi O W(- .,3 ` 1 Atwrmml=Ilour A I ae-e:?I a - 2. orF Mee (5 Qsr- Tqrr#,�) = `/ FSF' t6g&t (, Coka (5 fsf Totem, S � Per Ltv Lows to Pf F MAGNUSSON KLEMENCIC _ ASSOCIATES O 3.2 GRAVITY SYSTEM COLUMN DESIGN Steel columns are designed per AISC 360-10 chapter E. The design of the columns at the building perimeter also incorporates the provisions of chapters F, G, and H, since those columns are subjected to combined loading from future Phase 2 wind loading. Loads on the columns are factored loads per ASCE 7-10 section 2.3.2 and include gravity force and lateral force effects in combination. See section 4.4 of these calculations for information pertaining to columns subjected to lateral force effects. All columns are assumed pinned top and bottom; the effective length factor K is 1.0. To validate this assumption, where OWJ's frame into columns, the required bracing force is called out on S203. The OWJ's will be designed by the supplier to withstand the added force. Where discrete bracing members are added to the roof framing, the braces are designed to provide the required strength and stiffness per AISC 360-10 Appendix 6.2.2. See the following pages for calculations and figures pertaining to the gravity column analysis and design. See S201 for column location at the foundation plan and S403 for typical steel details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 3.2-1 Design Sheet PROJECT A.-C - SHEET LOCATION 1 , .V -11 I a I .1 A CLIENT S f G DATE o1,/2:) /15 BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LCU o'.1 - m - Co�uw►�nl StC��J E o,j%k f Lf- ME rA a iFe ; 8o ' cowmA) e G t< Vf—A,4rJG t o)LW AI '}- C5 tL'tna>J SF-(,F -Wr ToP-w C44e toAot06 is fyz4:,r,.,- A- Pt+m c- 2- v.J A44, W ►o4 LPACJI t�G Lq Ps¢ Z7-Is- 61 P�xt t, 15 Psi t7810- °('t k D + %' 131 PL,F) L ' 17-3'7,1, tC) 22.E 2.5 cis •S� '�jQ Ar�JS Vfrrts WaN = ill, 2 . PSF7 ZO z 119 LAB .56 eSF)C Z2. Z.S'> :5 2 ,,4 TX. 3 k -FT- vo,Nsi 1-7. 11 l` I �u `f t ST/�t3« ks €Ti,1E4✓ Cot,u„An�S� �P FLF F,Rsw• ©To `fO' A,F Fri Yo` to &C 0.5(378,L, 8'9,2 k�C� ZIC) 4- OW 2- �,Ml .7 4- 0. 5�65-) A 174. Z' l�u = 4 .cam �-�7�-•3 ,��- �� � 3�8�, 3 K-� 3.2-2 BEAM -COLUMN DESIGN O MPLE, RISA 3D ANALYSIS OUTPUT -.524kM Loads: BLC 1, Wind Results for LC 1, Unfadored wind 17.8 Results for LC 1, Unfactored wind Member Shear Forces (k) Results for LC 1, Unfactoredwind Memberz Bending Moments (k-ft) M. -1729 -377.2378.3 -361.5 293.4 -255.8 -19.9 Design Sheet PROJECT PLA —4:- LOCATION 7,j CLIENT SHEET DATE t>) 71IIS BY MAGNUSSON jgl,5", KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SI4CL CC>c.uW a (s p/N,nJEO /0/^,Wfn Fc, k PP0Ir,)7s = Io' - tt&o ` r • o ' = /6f • (o '� Gee 0.pj ;r2� � Z1Z91� psi _ Fe-,u, Ks i FCr = C-F'7? Fe 2) Foy &992. , w Z4x 131 126.9 11 L� -2 .'I :. F, � c C 12.5 YytN% � A/6, Alt F x4,, fz.Sfvi ,6, -+ 3NR + �M ,3M� �, 4 9.1SA, 3D gA1AuVsl.r - = 1. z7 • 3'7$.3 t 3� b1.5 4f(293•`f)4-3(riL.4) 3.2-4 Design Sheet PROJECT tAt9 f LOCATION •7, j w, , w. % CLIENT SHEET GATE OI/21 ((S BY MAGNUSSON KLEMENCIC r , ASSOCIATES ■ Structural +Civil Engineers jt, f . Ewc) - •-ti 3 2.Z.3 K S i C*eoc kx 1 oci. s Vet® mfwrr /nl SERA-cr 49 / MCI LC, 'or- 3 Z3 7. Zk + iv.1,- ')4s.3 k ter• 54- LC k-`j 6? • 8.3 k-r z D. S t ` I •c Atsc- R>4-- w 24x 13 y`f -5 ' V , 3.2-5 3 014- Ou-- Sample Calculation - Typical Bearing Column Selection W24X131 Load case #3 E 29000 Fy 50 ksi Cb 1.27 _c 1 Forlshapes (Db 0.9 Oc 0.9 Strong -axis Bending Strength 1) Yielding Mp 18500 k-in 2) Lateral -Torsional Buckling Lbx 480 in Lpx 125.9 in Lrx 382.4 in w N Inelastic Buckling °) Mn 11248 k-in Elastic Buckling Fcr 32.23 ksi Mn 10603 k-in (DMn 9543.1 k-in 795.3 k-ft Weak -axis Bending Strength Axial Strength *applies to members without slender elements H1.1 Interaction Check 1) Yielding KxLx 960 strong axis effective length Pr 237.2 kip KyLy 480 weak axis effective length Mrx 189.2 k-ft Mp 4075 k-in Mry k-ft KL/rx 94.1 2) Flange Local Buckling KL/ry 161.6 Pr/Pc 0.710 Fe 10.96 ksi Mrx/Mcx 0.238 For Future Work Fy/Fe 4.56 Mry/Mcy 0.000 DCR 0.922 Fcr 9.61 ksi (DMn 3668 k-in Pn 370.9 kip 305.6 k-ft (DPn 333.9 kip Design Sheet PROJECT NOF - "D i lf ARk- LOCATION T tr-W i LAWA, CLIENT MAGNUSSON KLEMENCIC ASSOCIAI ES ■ Structural + Civil Engineers SHEET 1 G DATE 01/02 I5 11 LZ>A 6>fZ4, F'rL couxt- belva'i - (Cot- 21 '1 k Slmu-Aa-) M, 'TarT , _ ko • Lsc 2 4L 2-1 A LoC 3 ' G1, d i9 V I 3.2-7 3o Psf. ff>c- zof -;. ►o w = 510 II.I2: 7 V]3°)S, 9 9 1 Y qI=L{ N %qor = ?(,Lzto fV Is Design Sheet PROJECT M,, f LOCATION V .,.. CLIENT SHEET DATE PD��p2�1 h BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers o A& wmei) 1 iop LoAo 04&f- CZ-i I,O + t WAIL- ftLESSt, y2-E� (+ S l p£ t, )At-L . Pxc sv- r Z) AsrL4wE WW-S CA&r W(OP assUryV- e i Q 6�- COL, fe),(L CG,PL, i nlls a"toJG M o/�,tF,.j-.:]r � IltrzS' _ z2.02 prlF FWW VJT i1.37s Lo c, Z tn1T - Ir'3?5' —t9.2G PST I' r lax rj �Sb 23.E PsF ps } of Psi 0 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Corner column Moment Demands from Wind Pressures Side A Side B COL h wTA pw Gcpi wA wTB pw Gcpi wB a wXX (kln wyY (k1fl MXX (k-ft) MYY (k-ft) 56.67 11.125 22.02 5.83 27.85 11.375 -19.26 5.83 -13.43 203.5 0.371 0.140 148.8 56.2 56.67 11.125 22.02 -5.83 16.19 11.375 -19.26 -5.83 -25.09 203.5 0.294 0.262 118.0 105.1 GL 1 & A 56.671 11.125 -19.26 5.83 -13.43 11.375 22..02 5.83 27.85 203.5 -0.276 -0.29 -110.7 -116.6 56.67 11.125 -19.26 -5.83 -25.09 11.375 22.02 -5.831 16.19 203.5 -0.353 -0.16 -141.5 -67.8 56.67 11.125 22.02 5.831 27.85 11.375 -19.26 5.83 -13.43 156.5 0.249 0. 0 99.9 56.2 56.67 11.125 22.02 -5.83 16.19 11.375 -19.26 -5.83 -25.09 156.5 0.066 .262 26.6 105.1 GL 21 & A 56.67 11.125 -19.26 5.83 -13.43 11.375 22.02 5.83 27.85 156.5 -0.023 -0.291 -9.3 -116.6 56.671 11.125 -19.26 -5.83 -25.09 11.375 22.02 -5.83 16.19 156.5 -0.206 -0.169 -82.6 -67.8 79.83 11.125 23.38 6.19 29.57 11.375 -20.45 6.19 -14.26 156.5 0.264 0.149 210.5 118.5 79.83 11.125 23.38 -6.19 17.19 11.375 -20.45 -6.19 -26.64 156.5 0.0 0.2781 56.1 221.4 GL 1 & Q 79.83 11.125 -20.45 6.19 -14.26 11.375 23.39 6.19 29.58 156.5 -0 24 -0.309 -19.5 -245.8 79.83 11.125 -20.45 -6.19 -26.64 11.375 23.39 -6.19 17.2 156.5 .218 -0. 9 -173.9 -142.9 76.17 11.125 23.38 6.19 29.57 11.375 -20.45 6.19 -14.26 203.5 0.394 .149 285.5 107.9 76.17 11.125 23.38 -6.19 17.19 11.375 -20.45 -6.19 -26.64 203.5 0.312 0.278 226.3 201.5 GL 21 & Q 76.17 11.125 -20.45 6.19 -14.261 11.375 23.39 6.19 29.58. 203. -0. -0.3 -212.4 -223.8 76.17 11.125 -20.45 -6.19 -26.641 11.3751 23.39 -6.19 17.2 20 .5 .374 .179 -271.5 -130.1 Seespreadsheet calculation Selection W24X207 Column @ Grid 1 & A E 29000 Fy 50 ksi Cb 1.25 _c 1 Forlshapes mb 0.9 (Dc 0.9 Strong -axis Bending Strength Weak -axis Bending Strength 1) Yielding 1) Yielding MP 30300 k-in Mp 6850 k-in 2) Lateral -Torsional Buckling 2) Flange Local Buckling Lbx 496 in For Future Work Lpx 130.6 in Lrx 500.7 in mMn 6165 k-in Inelastic Buckling 513.8 k-ft Mn 23418 k-in Elastic Buckling Fcr 44.21 ksi Mn 23477 k-in mMn 27270.0 k-in 2272.5 k-ft Axial Strength KxLx 696 strong axis effective length, in KyLy 496 weak axis effective length, in KL/rx 65.7 KL/ry 161.0 Fe 11.04 ksi Flange Q b/t 3.86 0.56*(E/Fy 13.49 1.03*(E/Fy 24.81 Q, 1 Web Q Ae,guess 60.70: Must iterate for value of f (use Excel "Solver") Pn, guess 1200.73 f 19.78 b/t 25.93 1.49*(E/Fy 35.88 Web be 22.56 AQ 60.70 in2 -7E-13 Q, 1.000 Q 1.000 Q*Fy/Fe 4.53 Fcr 9.68 ksi Pn 587.5 kip OPn 528.8 kip H1.1 Interaction Check Pr 379.4 kip Mrx 110.7 k-ft Mry 116.60 k-ft Pr/Pc 0.717 Mrx/Mcx 0.049 Mry/Mcy 0.227 DCR 0.963 w N N Selection W24X162 Column @ Grid 1 & Q E 29000 Fy 50 ksi Cb 1.25 _c 1 Forlshapes Ob 0.9 Oc 0.9 Strong -axis Bending Strength Weak -axis Bending Strength 1) Yielding 1) Yielding Mp 23400 k-in MP 5250 k-in 2) Lateral -Torsional Buckling 2) Flange Local Buckling Lbx 496 in For Future Work Lpx 129.3 in Lrx 429.1 in (DMn 4725 k-in Inelastic Buckling 393.8 k-ft Mn 15628 k-in Elastic Buckling Fcr 36.26 ksi Mn 15011 k-in mMn 13509.9 k-in 1125.8 k-ft Axial Strength KxLx 696 strong axis effective length, in KyLy 496 weak axis effective length, in KL/rx 66.9 KL/ry 162.6 Fe 10.82 ksi Flange Q b/t 5.04 0.56*(E/Fy 13.49 1.03*(E/Fy 24.81 Qs 1 Web Q Ae,guess 47.80 Must iterate for value of f (use Excel "Solver") Pn, guess 1200.731 f 25.12 b/t 32.00 1.49*(E/Fy 35.88 Web be 22.56 Ae 47.80 in2 -4.8E-06 Qa 1.000 Q 1.000 Q*Fy/Fe 4.62 Fcr 9.49 ksi Pn 453.7 kip (DPn 408.3 kip H1.1 Interaction Check Pr 141.9 kip Mrx 19.5 k-ft Mry 245.8 k-ft Pr/Pc 0.348 Mrx/Mcx 0.017 Mry/Mcy 0.624 DCR 0.918 Selection W24X192 Column @ Grid 21 & Q E 29000 Fy 50 ksi Cb 1.25 _c 1 Forlshapes mb 0.9 Oc 0.9 Strong -axis Bending Strength Weak -axis Bending Strength Axial Strength 1) Yielding 1) Yielding KxLx. 696 strong axis effective length, in KyLy 496 weak axis effective length, in Mp 27950 k-in Mp 6300 k-in KL/rx 66.3 2) Lateral -Torsional Buckling 2) Flange Local Buckling KL/ry 161.6 Fe 10.97 ksi Lbx 496 in For Future Work Lpx 130.1 in Flange Q Lrx 476.0 in b/t 4.17 $Mn 5670 k-in 0.56*(E/Fy 13.49 Inelastic Buckling 472.5 k-ft 1.03*(E/Fy 24.81 Mn 20704 k-in Q, 1 w N w Elastic Buckling Web Q Fcr 41.59 ksi Ae,guess 56.50' Must iterate for value of f (use Excel "Solver") Mn 20422 k-in Pn, guess 1200.731 f 21.25 mMn 18379.7 k-in b/t 27.88 1531.6 k-ft 1.49*(E/Fy 35.88 Web be 22.58 A. 56.50 in2 1.4E-OS Cl. 1.000 Q 1.000 Q*Fy/Fe 4.56 Fcr 9.62 ksi Pn 543.3 kip 4)Pn 489.0 kip H1.1 Interaction Check Pr 212.0 kip M rx 212.4 k-ft Mry 223.8 k-ft Pr/Pc 0.434 Mrx/Mcx 0.139 Mry/Mcy 0.474 DCR 0.978 MAGNUSSON KLEMENCIC ASSOCIATES O 3.3 GRAVITY SYSTEM BASEPLATE AND ANCHOR ROD DESIGN Steel column baseplates and anchorages at gravity -only columns are designed per the AISC Manual section 14. Minimum baseplate design thickness is governed by equation (14-7a). Baseplates are designed for the demands of the supported column. It is determined that no columns that are part of the gravity -only system experience net uplift from wind loading. Therefore, the minimum number of anchor rods (4) is provided. See section 3.2 of these calculations for information pertaining to the gravity -only column design. See section 4.6 for a baseplate design sample calculation. See the following pages for calculations and figures pertaining to the gravity baseplate and anchorage analysis and design. See S403 for baseplate and anchorage details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 3.3-1 Gravity -Only Column Baseplate Design SHAPE N B Pu Fy d bf m n n X A. -Ode hn' I Min W14X550 22 20 1356 SO 20.2 17.2 1.405 3.12 4.66 1 4.66 4.66 1.72 W14X342 22 20 147S 50 17.5 16.4 2.6875 3.44 4.24 1 4.24 4.24 1.63 W14X132 22 20 1356 SO 14.7 14.7 4.0175 4.12 3.68 1 3.68 4.12 1.52 W24X207 27 16 419 50 25.7 13 1.2925 2.8 4.57 1 4.57 4.57 0.95 W24X131 27 16 246 50 24.5 12.9 1.8625 2.84 4.44 1 4.44 4.44 . 0.71 tprov OK? 1.75 OK 1.75 OK 1.75 OK 1.00 OK col @GL1&A 1.00 OK typical bearing column along GL 1 & 21 MAGNUSSON KLEMENCIC _ ASSOCIATES 3.4 GRAVITY SYSTEM BEAM DESIGN Steel beams are designed per AISC 360-10 chapters F and G. Beams that are subjected to combined loading are also designed per chapters E and H. Loads on the beams are factored loads per ASCE 7- 10 section 2.3.2 and include gravity force and lateral force effects in combination. See sections 4.5 and 4.7 of these calculations for commentary and design information pertaining to beams subject to lateral force effects. Where OWJ's and added bracing members frame into steel beams, the connections are detailed such that Lateral -Torsional Buckling is restrained at the brace point. See the following pages for calculations and figures pertaining to the gravity beam analysis and design. See S202 and S203 for gravity beam locations on plan and S403 for typical steel details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 3.4-1 Design Sheet PROJECT m r- LOCATION-TL4e-L-J jL-A, WA- Aa44- SHEET CLIENT S a-G DATE oL 27 A5 BY mJMV GkLCILA LK! 0 t'4 — GYP t C At_ MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers n orr Et VA r1e J P w a 1;s« A X gad- co Ao Fyzom C)t"* Cou,r--Caa-/L f;aecer e ttii LD&r) 'P— m 1a3R'.w Fg-&+ (2,90e JCCDI 1 4AC'Nojz: Se) P5F)(10i -t2, (jo f ,F Qf Oel CAt-) pp (Z5 PTF .l 3 V-« L 33?.5 fLF * kso AssuhuiE 7-4Ar p,Ep6k TeP- QM TIKVeS Wjv40 LOAD, ",,uv (O I/?. 6F: / 151 4 t tk CO3D010C P t W = (Z3.5GI sF (►s%z = I7(p.7 fi F 'f- OsvefL,&f- LcAo. kAk- PAX ts) IF&a- Lf V-D LoKD Cama tr• Pmc tL is M kx" 271 ";C-z 52.4 k-w M,x = 19 o IC -FT Vic ' 3-7. 2. k..'P Mwy ; s. k- p'_ -nk .uY _ 1.5 k (P (VZW Cc L LECT, 041 Z 10.1 Y--Fr / RN_15 k uf/ = Z.9 KL f (W CoU-ec'Vop) SAMPLE CALCULATION - BEAM DESIGN RISA-3D ANALYSIS RESULTS (DEAD LOAD (self-wt not shown) IROOF LIVE LOAD (SNOW LOAD (WIND LOAD (out -of -plane) I 3.4-3 Strong -axis moment, LRFD #3 MI Strong -axis moment, LRFD #4 1.9 372 -ni Strong -axis shear, Yembeip5lres fwee5lU / LRFD #4 Weak -axis shear, LRFD #4 Yrong-axis moment, LRFD #5 #4 moment, 376 Strong -axis shear, -36 pesWls lm LC 3.LRf 6 _ j LRFD #5 Yember y snew Forces RI Design Sheet PROJECT AA nF LOCATION 0 CLIENT Cow►.ao �- S SHEET DATE p1I23It5 DY mw)C - 1911.k-r-r MA V lt-39.1wf VIL AxIArt, Coo.CcToa- Loko (SC1Qmtc-) (SE€ CDt. e0r.0R— MAGNUSSON F KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers $•I k-FT 1.02 Alp jASS%AMf-O jAAF SE1SjA4!c CAOC)WCv tmt'hsF-S R*U &* V7 Xx IA-L C"Acc..rre jq4 _ 0,o t2'1•S" i -75•9 G-,nQ4E 8 �y 1.c�s" F i T, Z-F r 2- (2-Wco �-s �- �lq. � q ,ems. C � C Fcc = 32.62. kst 4 f, = t-1 (32,62 �si�� C?•Cv iiz) = 519.9- k ( p o rV(",m C-(JT e kfac.rr. L%Mt-- Si ATC &V(,n apt.—Ter�•s��>tti� 1Rucw.aNt6 G&,jEaeJs Fo,2. `'n4f- &Net3 C/OGUEeTV�o- FILV ACt.Xr - Z-?,S L �' (F2-2) mr Ca -- 1. &_% F e- At s 3 4 5$JA't$ p` - 1-3 ` l Design Sheet PROJECT LOCATION - Co•1E2f0 A SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers ILA., WA CLIENT SQ-G DATE oils (15 " WA M , - -I?X k-.s V Z3 i y?) - 6150 r--14 ?m—s - 1. 2 Z� K-tnl) Z Ei53'S k.-Tj �-FT- ..3 Crecy- itXtoA-- 11\tVrzscnotJ ✓��` 7 0.2. > Si EO4 (W-to') 1Y/�� L ®r (1+(-16) 2-71 Wf.Av---Axis mmf'rIr Cp'hcny Nrn nll�. �y 1 • R, Sy (FCC- F) �-T �):Zox,, �.2> 1020 1-6(50 77, 3 1< -FT- S 4 f^f2. CA-eP q-r l Ct4fr--u- P,2- A t &C- M T3 -- 2e, F� w to )r(po2-Z7 k S% 4cr, +v 0, - 27-l' > 52.4 '- a� 3.4-6 Sample Calculation - Typical N/S Roof Perimeter Beam @ Max Collector Drag Selection W18X60 E 29000 Deflection Fy 50 ksi Span 255 in Cb 1.67 L/240 1.0625 in _c 1 Forlshapes L/360 0.708333 in (Db 0.9 L/175 1.46 in Oc 0.9 L/240+1/4 1.3125 in Strong -axis Bending Strength Weak -axis Bending Strength Axial Strength H1.1 Interaction Check 1) Yielding 1) Yielding KxLx 255 strong axis effective length, in Pr 296 kip KyLy 127.5 weak axis effective length, in Mrx 191 k-ft Mp 6150 k-in Mp 1030 k-in Mry 5.1 k-ft KL/rx 34.1 2) Lateral -Torsional Buckling 2) Flange Local Buckling KL/ry 75.9 Pr/Pc 0.569 Fe 49.69 ksi Mrx/Mcx 0.414 Lbx 127.5 in For Future Work Mry/Mcy 0.066 Lpx 71.2 in Flange Q DCR 0.996 Lrx 218.7 in b/t 5.14 OMn 927 k-in 0.56•(E/Fy)A0.5 13.49 Inelastic Buckling 77.3 k-ft 1.03'(E/Fy)A0.5 24.81 Mn 8760 k-in Q. 1 W Elastic Buckling Web Q p Fcr 139.75 ksi Ae,guess 17.60 Must iterate for value off (use Excel "Solver") v Mn 6150 k-in Pn, guess 577.55J f 32.82 tDMn 5535.0 k-in b/t 40.51 461.3 k-ft 1.49•(E/Fy)A0.5 35.88 Web be 16.81 A. 17.60 in2 Iterate to 0H Q. 1.000 Q 1.000 Q•Fy/Fe 1.01 Fcr 32.82 ksi Pn 577.5 kip OPn S39.8 kip From SFRS Collector From RISA 3D analysis From RISA 3D analysis Design Sheet PROJECT l� LOCATION SHEET CLIENT <�Or- - DATE 1-2 hJ)L, BY ��1.(ECTDf1- 1bEa1Cgji . 0- (�V-(3 es LOAD a 6E4>AAE-'(2-i' IJ1kGTLA 5 Noo--r H LJk : vU = 31 k MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers VNI && { 1 S EpPis F x .iZo cb-e- coin 6� If 85 5' �o\,m} : �u = t(01k4 ZS� Dn%cam o V,4= 251.Z /3A1.5' D•8 33 Kc.F x TLo ICL-- 478,1c --- , 85.3 I'3o.� Ta5.5 �111►a� • 'V� :�'7��i3' (,723 kc.F 1cIL Sg3k Ad— S3 Z� 3.4-8 Design Sheet MAGNUSSON KLEM.ENCIC ASSOCIATES ■ Structural + Civil Engineers Dosign Sheet PROJECT LOCATION MAGNUSSON r �5 KLEMENCIC i3s ASSOCIATES ■ Structural + Civil Engineers SHEET WA CLIENT S'2G DATE !2IY BY 12 A 113 i,fi-7a()F�- supPM7 e 6Z c , z l TYPICAL GIRT DESIGN %IAW a4PCI& lrm 8 r-\ A s s u m E 12A t\ j Uxo ra i+Prs G---h7,JuoL4-r #4T4cft*we v 7- To SU Ppogm f,tG ,em +PC F,� u- 0 F AA P�Tt(t— C s-(-b Pt PF) 2 y. 01. F p �rL" (' - Via, = �3 PL.F 4 7t' 5...5 RfF. j- �5�,5 PPE 6141 /n),42Y DfJ/GPI 'rax Lb : 22 --3'. ��ssur� aj®4(0�-1 is / s�sT�f� �u 1�rs e+t Or 4� Design Sheet MAGNUSSON KLEMENCIC . ASSOCIATES ■ Structural + Civil Engineers Design Sheet PROJECT NA-J= -- LOCATION CLIENT SHEET DATE b 110 1115 BY Nla = 2 �Z k °-Fr— t�1oLa � fr Lo C •til F.s 'p-Tk W t o,c3-3 C-? - i 1-C2 46�AXX = '?0 V--IFr' 7 7 cgf-c-v-- 44 tl&-aj-a) MAGNUSSON KLEMENCIC ASSOCIATES ■ Structure TYPICAL GIRT C O o-re ' prSSum fP G wL "Defs N o'- IljLP- 0vT —&FG4+w— G10r F-D a- W ►I 9 IAkDS.- 3.4-12 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet PROJECT � Co LOCATION T_ v. .., e SHEET CLIENT DATE /is //y 11 . I.SMt c- '(� c€ W w" 'PAS cj's M.AGNUSSON KLEMNCIC _. ASSOCIATES ■ Structural + Civil Engineers �ffixv% VAr1ca,J ( GwC2Ns o1S ) Tit Z 19 4 —joVf'T f�4�L- AS A VE&TLCAL %-Aj/ Eff1F-C-rt1)F- WCk NT Wbop L4.. �. Su 3T�CT D To IN PapF- + Ism�C- ��-c*- ��� !2.lo- 3 1p - mos le ``,P" o'q (t.114)(1 3o. 7& k A*-gp is 4f2PAY m t3o.T 3.4-14 MAGNUSSON KLEMENCIC ASSOCIATES 3.5 MEGATRUSS DESIGN The megatruss supports a large fraction of the roof as it spans across the main gallery on Grid 1 1. In addition to gravity and wind loads on the roof, the truss' top chord collects seismic forces from the roof deck diaphragm and drags them into the adjacent BRB frame. See S501 for an elevation of the truss, including all geometry, and sheets S502, S503, and S504 for connection details. See section 4.7 of these calculations for information pertaining to the seismic diaphragm loading of the top chord. Section 3.5.1 of these calculations describes the analysis model and design of the truss members. The truss was modeled using the geometry and member sizes shown in the drawings. The model uses SAP's staged construction capabilities to test two different conditions: "Stage 1 " of construction, where the center column has not been installed but only half the roof is in place (and thus the truss only sees about half the total load), and "Stage 2", where the center column has been added and the entire load is in place and resting on the truss. In addition, Stage 2 has two different sets of wind loads: "Phase I", when the building has no external walls, and "Phase 2" of the building, a possible future case in which exterior walls have been added, thus shifting the building from "open" to "enclosed" and changing the wind pressures. Envelopes of all possible load cases were created for Stage 1 and Stage 2 (the Stage 2 envelope includes both Phases) and each member was checked against the worst -case loading from any of these combinations. As the resulting forces from Stage 1 and Stage 2 analyses are similar, some members are controlled by Stage 1 and others by Stage 2. However, deflection did not control. Section 3.5.2 contains connection design calculations. Truss chords and diagonals are rotated so that webs are horizontal. This allows each connection to have two gusset plates. Each gusset is welded to the tips of the chord's flange and bolted to any diagonals. Because the connections from diagonals to chords are fairly repetitive, one connection was designed fully by hand and then the method was extended via spreadsheet to the other similar conditions. Design forces were taken from the analysis model: connections to diagonals were designed for the maximum tension and compression seen in the diagonal, while the maximum shear between gusset plates and truss chords was extracted for each node using section cuts in the analysis model. Vertical shear in the gussets between diagonals was explicitly checked using assumptions consistent with what was used to design the horizontal interface between gussets and truss chord flanges. Other atypical connections such as the chord end connections, joist seats, and connection to central column were designed individually. 4 111 a 131411110141!toRIII;a_1 Materials See the Structural Narrative for typical material specifications and grades. High -Strength Bolts 1" diameter ASTM A490-X ASTM A490-X (class A faying surfaces except where called out as class B) Assumed Construction Sequence ■ Stage 1 : Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 3.5-1 MAGNUSSON KLEMENCIC _ ASSOCIATES G o Truss is installed without center column o Northern half of roof is installed o Truss is braced to northern half of roof ■ Stage 2: o Center column is added below truss o Southern half of roof is installed o Truss is braced to southern half of roof ■ Phase 2: o Walls are installed around perimeter of building to provide full enclosure Load Combinations ■ Gravity and wind loading per structural load maps ■ Seismic loading: Top chord drags load into adjacent BRB frame: loads were taken from global lateral model ■ Strength -level load combinations: per AISC 7-10 section 2.3.2: o S1: 1.4D o S2: 1.21D + 1.6L + 0.5(Lr or S) o S3: 1.21D + 1.6(Lr or S) + (L or .5W) o S4: 1.21D + 1.OW + L + 0.5(Lr or S) o 55:1.21D+ 1.0E+L+0.2S o S& 0.91D + 1.OW o S7: 0.91D + 1.0E ■ Service -level (deflection) load combination: o DF 1: 1.01D o DF2: 1.01D + 1.OL o DF3: 1.01D + 0.55 o DF4: 1.01D + 0.51- + 0.7*(0.6W) o DF4-1: 1.01D + 0.5S + 0.7*(0.6W) o DFS: 1.01D + 0.5L ± 2.5E o D175-1: 1.0D + 0.55 ± 2.5E ■ In general, wind and snow loads control over seismic loads Deflections ■ Service loads used for deflections ■ Limits: 0 100% of expected Stage 1 D deflection cambered out o For Stage 2, AD <_ Span/360 o AL <_ Span/360 o AW 5 Span/360 Strength Design ■ Per AISC 360-10 Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 3.5-2 MAGNUSSON KLEMENCIC ASSOCIATES C Analysis/Modeling Assumptions Method ■ Truss modeled in SAP2000 v17.1 .1 Ultimate (three-dimensional finite element analysis computer program) ■ Nonlinear staged construction analysis used to incorporate effects of construction staging Member Rotations, Releases, and Support Constraints ■ Chords and diagonals rotated so webs are horizontal ■ Continuous chords with pins at each support ■ Chords are supported vertically at each end ■ Chords are longitudinally released at ends except where top chord connects to BRB frame; this end is horizontally restrained ■ Diagonals pinned at each end ■ Center column pinned at each end Connection Design General ■ Connection design per AISC 360-10 Diagonal to Chord Connections ■ Gusset plates on each side of truss diagonals welded to tips of chord flanges ■ Diagonals bolted to gusset plates Truss Chord End Connections ■ Gusset plates on each side of truss diagonals welded or bolted to chord flanges ■ Instantaneous center of rotation method used for eccentric shear in bolted connections Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 3.5-3 Design Sheet PROJECT LOCATION .: p, i- 0,)4A, CLIENT r� - - ---------- - MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers SHEET DATE BY 7 -6 qdd SPl- Z 7ii 01 �),Aj cuow -T I < Tr- Apj <1 3.5-4 Design Sheet MAGNUSSON KLEMENCIC ASSOCiATIFS Structural + Civil Engineers Design Sheet MAGNUSSONKLEMENCIC AS SOC I AT ■ Structural + Civil Engineers PROJECT j(V, P, \ A I N LOCATION L) S—A CLIENT C12\rj SHEET DATE /Z 1"(511Y By F 4 /V 3.5-6 Design Sheet PROJECT r-l" 3 ,F SHEET LOCATION CLIENT DATE By MAGNUSSON KLEMENCIC A S S 0 L—i AT - S Structural + Civil Engineers A.q s�. A �5 j 3.5-7 00 MUSEUM OF FLIGHT WIND FORCE EXTRACTOR & SUMMATION.. mpm DATA 'CUTr F5EGTI0RT_ 8. NUMBER, Is. NUMBER TPUT CASES - ris INPUT CONTROL SC -A MldSC B MldSC C REVERSE SIGNS? YES TRUSS ANGLE 66.5 WIND FORCES (ULUML lLVuKNlu --I _- y lp; 64,7 4.7 21.8 .243.3 2.4 0.3 27.9 -541.6 IS 9.9 4.9 -401.0 36.3 85.4 -542.1 :NIS 6.2 14.7 .239.1 48.5 138.2 442.7 1.7 9.9 633.2 +/W20.4 111.6 -549.6 382.3 -29.3 -77.1 479.6 -26.3 -62.0 -361.7 .E/W .11.6 -68.5 194.4 -0.8 0.5 322.0 -21.1 .48.6 433.2 + NIS (ALT).; .3.4 .18.4 196.0 .9.2 -4.8 320.5 -30.3 .71.5 433.7 N/S. (ALT)i -5.6 .11.7 86.2 .366.1 43.1 122.9 -747.8 25.7 66..0 E/W (AL4 14.4 -4.2 643.0 .41.0 -987 2721.1 35. 3 +E/W (ALT) 0.1 4.0 .1,6 112.9 .4.4 -10.2 -20.9 206.2 7.9 -14.8 284.3 ze +N/S .0.3 .74.4 129.1 -15.7 -4.1 209.3 .6.5 -14.7 283.3 A", -NIS -21.7 12.2 -5.8 75.5 77.9 31.3 67.8 111.8 -7.9 -31.5 557.9 +E/W -73.5 247.3 .30.5 -58.0 416.2 -48.4 .4 95. 132.0 A-,- • -E/W +N/S (ALT) -15.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -NIS (ALT) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 585.3 +E/W (ALT) -5.5 -18.2 260.8 -5.4 1.7 429. 5 425.3 -37.4 -28.5 .86.6 .67.9 425.0 -EIW (ALT) 7.0 -26.8 258.7 .10.7 -17.4 112.0 .3.0 .12.8 152.2 GCpi + .4.8 -13.3 66.9 .4.7 4.7 -4.6 4.6 .112.0 3.0 12.8 .152.2 GCP11- 4,8 13.3 -66.9 nu t ION, F rl117.2 -N/S 16.0 -239.1 8.5 .401.0 92.8 .542 .1182.2 +E/W 110.5 -549.6 146.0 .442.7 9.8 633.2 266+3 -359.2 E/W -67.4 382.3 -82.4 479.6 -67.4 1 -361.7 .217.2 500.3 -S3.0 + -6 -NIS (ALT) .12.9 196.0 320.5 -77.6 433.7 -98.6 9 950.2. E/W (ALT) 84.8 -366.1 )29.9 -747.8 70.8 721.1 285.4 .392.8 +E/W (ALT) 3.8 -1.6 -5.6 643.0 .106.9 235.3 1, .108.7 876.8 603.4 +N/S .68.4 112.9 -23.2 206.2 -10.4 284.3 .102.1 NIS .14.0 129.1 .10.0 209.3 .16.1 283.3 - 40.1 621.7 2 +E/W 74.1 77.9 74.6 111.8 -32.1 557.9 116.7 747.6 E/W -73.7 247.3 .65.3 416.2 -106,8 132.0 .245.9 795.5 +N/S (ALT) 0+0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -NIS (ALT) 0.0 0.0 0.0 0.0 0.0 585.3 .11 3.8 127 5.6 + E/W (ALT} 60.8 -0.6 429.5 .94.3 I 09.6 i 331.1 GCpi+ -14.1 66.9 -6.1 11 112 0 7 152 -333.2 GCpl- 14.1 -66.91 6 1 .112.0 2. 0 12.9 2.9 15 .2 .152.2 33.2 .331.1 GLOBALSAP 77= PATTERN j NUMBER OF SAP JOINTS 20 CES SAP FORCES PER JOINT ETROW, (I Kc L; MW ll.. V;. Ru IfN!C XT W L'GCPL-- PATTERN. F1 F3 117.2 - VTAI 5.86 950.2 _,RI'A 47.51 .1187.2 P1A3 .59.36 285.4 P 1 14.27 876.8 43.84 -392.8 .19.64 135.2 -,,P2AT 6.76 - 952.8 47.64 .331.1 1_o-P2A3" .16.55 279.0 P2B1+- 13.95 - - 1606.7 P2133+,r' - 80.34 416.5 20.82 Design Sheet MAGNUSSON KLEMENCIC ASSOC I AT E, S Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE 1,7 By Z.� AN 7. 610 3.5-9 w 0 150122_MOF_Main Truss SAP Model -simplified -design -flip end_no jacking force_FINAL MODEL.sdb Loads applied at each incominq ioist node SAP2000 17.1.1 SAP2000 Model - Overview 1 /22/2015 Kip, ft, F 150122_MOF_Main Truss SAP Model —simplified —design —flip end —no jacking force —FINAL MODEL.sdb 1/22/2015 SAP2000 Model - Sizes All sizes match 5501 W X342 W�4X� W 4X39Z� � i •p � �X } � .X n � _ ^ P 3. 3 m W14XiS1 W14XZ57 Wf4XZ57 W W 4X 03 � 9 �n a K C N ul 3 0.00 0.50 ON 0.60 1.00 SAP2000 17.1.1 Steel Design Sections (AISC 360-10) Kip, ft, F 150122_MOF_Main Truss SAP Model_simplified_design_flip end —no jacking force —FINAL MODEL.sdb Demand / Capacity Ratios are shown. All DCRs are less than 1 and thus member sizes are acceptable SAP2000 17.1.1 SAP2000 Model - Design Check Results Steel P-M Interaction Ratios (AISC 360-10) 1 /22/2015 Kip, ft, F 150122_MOF_Main Truss SAP Model —simplified _design —flip end_no jacking force_FINAL MODEL.sdb 1/22/2015 SAP2000 Model - Stage 1 Deflection ZN' Deflection visually amplified for this view. Stage 1 DL deflection of 4.36" corresponds with camber value on S501 Ehi No column in Sta e 1 SAP2000 17.1.1 Deformed Shape (DL_OPTO_S1_NL) Kip, ft, F 150122_MOF_Main Truss SAP Model —simplified —design —flip end —no jacking force —FINAL MODEL.sdb SAP2000 17.1.1 SAP2000 Model - Stage 2 Deflection Deformed Shape (DL_OPT1_S2_NL) Central column added fo staae 2 load cases 1 /22/2015 Kip, ft, F SAP2000 Project Job Number Engineer AISC 360-10 STEEL SECTION CHECK (Summary for Combo and Station) Units Kip, ft, F Frame 175 X Mid: 218.021 Combo: OPT1_S1_ULT3-3_T-Design Type: Brace Length: 25.746 Y Mid: 0.000 Shape: W14X109 Frame Type: SCBF Loc : 12.873 Z Mid: 72.865 Class: Compact Princpl Rot: 0.000 degrees Provision: LRFD Analysis: Limited 1st Order D/C Limit=0.950 PhiB=0.900 PhiC=0.900 PhiTY=0.900 PhiTF=0.750 PhiS=0.900 Phis-RI=1.000 PhiST=0.900 A=0.222 I33=0.060 r33=0.519 S33=0.100 Av3=0.145 J=3.434E-04 I22=0.022 r22=0.311 S22=0.035 Av2=0.052 E=4176000.000 fy=7200.000 Ry=1.100 z33=0.111 Cw=0.007 RLLF=1.000 Fu=9360.000 z22=0.054 STRESS CHECK FORCES & MOMENTS (Combo OPT1_S1_ULT3-3 T-) Location Pu Mu33 Mu22 Vu2 Vu3 12.873 -813.239 0.000 -5.138 0.000 0.000 PMM DEMAND/CAPACITY RATIO (H1-1a) D/C Ratio: 0.944 = 0.931 + 0.000 + 0.013 = (Pr/Pc) + (8/9)(Mr33/Mc33) + (8/9)(Mr22/Mc22) AXIAL FORCE & BIAXIAL MOMENT DESIGN (H1-1a) Factor L K1 K2 B1 B2 Major Bending 1.000 1.000 1.000 1.000 1.000 Minor Bending 1.000 1.000 1.000 1.000 1.000 Lltb Kltb Cb LTB 1.000 1.000 1.000 Pu phi*Pnc phi*Pnt Force Capacity Capacity Axial -813.239 873.730 1440.000 Mu phi*Mn phi*Mn Moment Capacity No LTB Major Moment 0.000 625.412 720.000 Minor Moment -5.138 347.625 I SHEAR CHECK Vu phi*Vn Stress Status Force Capacity Ratio Check Major Shear 0.000 225.225 0.000 OK Minor Shear 0.000 678.024 0.000 OK Tu 0.000 Cm 1.000 1.000 C:\Users\rmz\Documents\Museum of Flight - Covered Airpark\SAP\150122_MOF_Main Truss SAP 1VW@Q.Vz*2i MlVUesign_flip end_no 3.5-15 Design Sheet MAGNUSSON ' KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT of F J i o SHEET LOCATION CLIENT DATE BY J�Vy►Z f c1(i-,1 5 Arc 'r dl-rm -�'�aV` FH)/ web b)�tcc1 rtwdsr W(ih ax�1 --i 0r4()A:), . /'-Clj,'n l far �0rd( 176�n i erJ��Q�Vari (`�^ �_l`i�� t -� bra( TU I�rCJ� /`�t�'tiD�i/1 �./�1�7'► Ah COr'+� f'LjI,Z� max Comprcsl,aA m d;djo,� is 4- r� %� 5��� L �.� L�Ap f f fa= 660"",+l4jo'fj:�20= Yj00k Pf b : -, 0I - Pf' (Q-6-3 J,A MY) deck C15C4Arf /, 1,N4x Q"Z Aar Car �9�gc. 2.ION �� J,- I/ r\ox —4 MT 71)" Na r t�l it i S Vvfi ()exst- T,)b - 91d : E�Ad b&,r: U- o, )r,Y 4cm b6�om pv, tjoe"K -* 11' Z V S f Al '\Nit CoIwnn �r Iit4xLS7, �M^"r3. a vv� A04 s?Ad -,tD e,14 � M6, - q Y, � 4t O�ro.v Design Sheet PROJECT LOCATION — [ oV CLIENT MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET DATE t-L &) It BY JkM Z L* (6rd #'fisc)f Afth Mu1n} L JO ,SST t lit/ti A.• wok Ax1-i brq(d evwr II' i 7 �4\1( wt1 br*Mr > CoJ )): Fx%ry = 6,6 /�,10 = t,bt i, 8 19AcJN4) bTgCt. 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((�+/--11k/t 3 br �M f e.rt,y jo;o Lo mt% be 1` m Cot.%?W 3, ;r s)vk)e. 2, '. add J K mo---t- )>told i) o. r r)V W r U add 410)*- br4f;> etiv7 jo;s� -tDo 6� L rr— L^ 1®, L$XSXTIL d Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers PROJECT Sf F - ( kr " SHEET LOCATION CLIENT DATE 11 �s BY SAmoh- Tr'wi (Ow nncojj n ~r-fwj�j co"u 10k Sls4<<_ ty4kT 1y° zs° � �xgt gio�+t (51hC L S rn Sl�j f �. s l,C,o _ fir,_i.5 k/b -Cc r Xk y a of bo lr ���� 'ram n�►� c��►� y:►� . 3 " b� � S�4 Gi'!►i �1 l'fixi p q Connt��b.,: COr+Prc�1,vt CAP+U�ry (L'ZV) • �Pn= `fOo% of �r61i� ru,wr,j = 1061-f iljrm-t = 1 f,-L � O)tj T — �r y P-S-A fir J-4 Q„ 0 C'Ntt okzl-•,q•Fl-t-WP)jca Bt,e i,^); kL/r <Zs n,tcd r=jS " -' e -�=.17u or 3.5-19 b b° 1 Design Sheet PROJECT M 0 {-' •. LOCATION vtj A W kI X 6 1 (oA MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers SHEET CLIENT DATE 1/ y 1 I S" BY SAmfk Tr4SJ 1•1w,� —Nf— SWhe c t yp (4 i rh)1 I V-1- rawa of (4) bo)il cq6 P L t/z S 4 j) & W �t}X�Z Ct1nJ� rc���t : (z) j>a}b Qv— row, P-.- Pa,), # Wks: t 10"/44'r YW� = 19, 6 $ 04.7 Utq)e, (p) rswj of k4) �--N eid1 An Z o, 1�;n L o� Y;Clj (0i 1 '-6 - v ),-L. �V' )o ? +� ON J 4h� +-_ . 51,. rt- -�Yt ?A=,7-m-j;- (I,,- 1'r'I d fi= .S Ski, tgtwt u + ��n=,iS•t•1 I,D•6S'�Ci: 6.i`-lire-, (,•r.'^�SUIv,• �y,� 6S•��1-`I•I.tts°)� Z Pf--?*k Jw �P�= .�s• I••Z-[I.6s�: •(ii=i.s,t,l�t-)-.6.65k,,; •(r�"-4 5•r,,ts��)� 3.5-20 ' Design Sheet MAGNUSSON l KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT F F — (oVv tJ ; r ov,h SHEET LOCATION CLIENT DATE Ij 1) S BY AM Z w19xQ2 (0Mc4M'41�- (0411 Qlerk S�G, U oy%1- 40A_ ,-7r- 65-ki; •(L" 1AIS',)+,bM:�(�ok,; lY; 6s•(ly'=4s-i.���01 tl o�- v ts1 tf' s1 oAAea$ iAJ w;A (2f411 o� ,��.{}' �^ ►��SCIIOf� �fkt1 �i1y CdAncci•�, •X�iX'r M�1u� t t t-f c i�Arto C C �d-f'w eKY l P�' ��; (mU1 `j baled o ±1a'i 0 (OJ(t) KNVAI IL T7 f 'LU SJC)' bloCh fly«✓ 44 40AboMr 3.5-22 Design of Truss Connections with Gussets on Each Flange This sheet only checks connection to WF, not the gusset/chord interface or the middle of the gusset Project: Museum of Flight Covered Airpark Project Number: 99321 Engineer: RMZ Date: 1/6/2015 Section A - 4 bolts per flange To flg edge 1.5' in To 2nd bolt col 3I in Gage 3.5� in To flg end 2 in To gusset edge ! 2 in Plate Fy L Plate Fu 50 ksi 65 ksi Max DCR 0.95 Things NOT checked in this sheet: a) Buckling in gusset for members in compression b) Gusset at gusset/chord interface c) Gusset at center of gusset 3.5-23 Section B - 2 bolts per flange To flg edge L_ - - 2in Gage 3':in To flg end 2', in To gusset edge 2' in Web members are in left -to -right order when looking at 12/S501 Top or Design Bolt Bolt Diagonal Size bottom? Design Tension (k) Compressi Controls? diameter SC Class? Bolt Type capacity W14109 Top 1320 0 Tension 1 A490X 49.5 W14109 Bottom 1320 0 Tension 1 A490X 49.5 W14xI4S Top 0 1270 Comp 1 A490X 49.5 W14x145 Bottom 0 1270'Camp 1 A490X 49.5 W1490 Top 1080 O Tension 1 A490X 49.5 W14x90 Bottom 1080 O Tension 1 A490X 49.5 W14176 Top 0 1180',Camp 1 A490X 49.5 W14x176 Bottom 0 1180IComp 1 A490X 49.5 W14x68 Top 840 01ension 1 A490X 49.5 W1468 Bottom 840 OlTension 1 A490X 49.5 W14145 Top 0 870 Comp 1 A49OX 49.5 W14145 Bottom 0 870 Comp 1 A490X 49.5 W1453 Top 580 120ITension 1 B A490X 36.239 W1453 Bottom 580 1201Tension 1 B A490X 36.239 W1490 Top 410 520�Both I B A490X 36.239 W1490 Bottom 410 520 Both 1 B A490X 36.239 W14x90 Top 450 620'Both 1 B A490X 36.239 W14x90 Bottom 450 620 Both 1 B A490X 36.239 W14x176 Top 290 13801Comp 1 B A490X 36.239 W14176 Bottom 290 1380'Comp 1 B A490X 36.239 W14x90 Top 1100 260 Tension 1 B -A490X 36.239 W1490 Bottom 1100 260,Tension 1 B A490X 36.239 W14x145 Top 300 850,Camp 1 B A490X 36.239 W14x145 Bottom 300 8501Comp 1 B A490X 36.239 W1474 Top 490 300,Tension 1 B A490X 36.239 W1474 Bottom 490 300 Tension 1 B A490X 36.239 W1461 Top 340 240;Both 1 B A490X 36.239 W1461 Bottom 340 240IBoth 1 B A490X 36.239 .W1490 Top 0 530,Camp 1 A490X 49.5 W14x90 Bottom 0 530'Camp 1 A490X 49.5 W14x53 Top 600 O Tension 1 A490X 49.5 W1453 Bottom 600 O Tension 1 A490X 49.5 W14x109 Top 0 820 Comp 1 A490X 49.5 W14x109 Bottom 0 820 Comp 1 A490X 49.5 W1482 Top 950 0 Tension 1 A490X 49.5 W1482 Bottom 950 0 Tension 1 :A490X 49.5 W14xI76 Top 0 1380 Comp 1 A490X 49.5 W14x176 Bottom 0 1380 Comp 1 A490X 49.5 W14145 Top 1550 0 Tension 1 A490X 49.5 W14145 Bottom 15SO O Tension 1 A490X 49.5 W14193 Top 0 1720 Comp 1 A490X 49.5 W14x193 Bottom 0 1720 Comp 1 A490X 49.5 W14176 Top 1900 O Tension 1 A490X 49.5 W14x176 Bottom 1900 0 Tension 1 A490X 49.5 W1461 Top 540 O Tension 1 B A490X 36.239 W1461 Bottom S40 O Tension 1 B A490X 36.239 W1461 Top 15 240 Comp 1 A490X 49.5 W1461 Bottom 15 240 Comp 1 A490X 49.5 W34257 Top 0 765 Comp 1 A490X 49.5 W14257 Bottom 0 765 Comp 1 A490X 49.5 3.5-24 Yield in gusset Top or # bolts Section Bolts per # rows Whitmore Req'd thk Diagonal Size bottom? required type flange per required dhole (in) Bflg (in) tflg (in) length (in) (in) W14x109 Top 26.7 A 4- 1.125 14.6 0.86 27.8 0.56 W14x109 Bottom 26.7 A 4 1.125 14.6 0.86 27.8 0.56 W14x145 Top 25.7 A 4 4 1.125 15.5 1.09 24.6 0.60 W14x145 Bottom 25.7 A 4 4 1.125 15.5 1.09 24.6 0.60 W14x90 Top 21.8 A 4- 1.125 14.5 0.71 27.7 0.46 W14x90 Bottom 21.8 A 4 1.125 14.5 0.71 27.7 0.46 W14x176 Top 23.8 A 4 3 1.125 15.7 11.31 20.8 0.66 W14x176 Bottom 23.8 A 4 3 1.125 15.7 1.31 20.8 0.66 W1468 Top 17.0 B 2 5 1.125 10 0.72 19.9 0.49 W14x68 Bottom 17.0 B 2 5 1.125 10 0.72 19.9 0.49 W14145 Top 17.6 A 4 3 1.125 15.5 1.09 20.6 0.49 W14145 Bottom 17.6 A 4 3 1.125 15.5 1.09 20.6 0.49 W1453 Top 16.0 B 2 5 1.125 8.06 0.66 17.9 0.38 W14xS3 Bottom 16.0 B 2 5 1.125 8.06 0.66 17.9 0.38 W14x90 Top 14.3 A 4 2 1.125 14.5 0.71 15.5 0.39 W1490 Bottom 14.3 A 4 2 1.125 14.5 0.71 15.5 0.39 W14x90 Top 17.1 A 4 3 1.125 14.5 0.71 19.6 0.37 W14x90 Bottom 17.1 A 4 3 1.125 14.5 0.71 19.6 0.37 W14176 Top 38.1 A 4 S 1.125 15.7 1.31 28.9 0.56 W14176 Bottom 38.1 A 4 5 1.125 15.7 1.31 28.9 0.56 W1490 Top 30.4 A 4- 1.125 14.5 0.71 27.7 0.47 W 14x90 Bottom 30.4 A 4 1.125 14.5 0.71 27.7 0.47 W14145 Top 23.5 A 4 3 1.125 15.5 1.09 20.6 0.48 W14x145 Bottom 23.5 A 4 3 1.125 1S.5 1.09 20.6 0.48 W1474 Top 13.5 B 2 4 1.125 10.1 0.785 16.5 0.35 W1474 Bottom 13.5 B 2 4 1.125 10.1 0.785 16.5 0.35 W1461 Top 9.4 B 2 3 1.125 9.99 0.645 12.9 0.31 W1461 Bottom 9.4 B 2 3 1.125 9.99 0.645 12.9 0.31 W1490 Top 10.7 A 4 2 1.125 14.5 0.71 15.5 0.40 W1490 Bottom 10.7 A 4 2 1.125 14.5 0.71 15.5 0.40 W14xS3 Top 12.1 B 2 4 1.125 8.06 0.66 14.5 0.49 W14x53 Bottom 12.1 B 2 4 1.125 8.06 0.66 14.5 0.49 W14109 Top 16.6 A 4 3 1.125 14.6 0.86 19.7 0.49 W14x109 Bottom 16.6 A 4 3 1.125 14.6 0.86 19.7 0.49 W14x82 Top 19.2 B 2 5 1.125 10.1 0.855 20.0 0.56 W14x82 Bottom 19.2 B 2 5 1.125 10.1 0.855 20.0 0.56 W14176 Top 27.9 A 4 4 1.125 15.7 1.31 24.8 0.65 W14x176 Bottom 27.9 A 4 4 1.125 15.7 1.31 24.8 0.65 W14145 Top 31.3 A 4 4 1.125 15.S 1.09 24.6 0.74 W14x145 Bottom 31.3 A 4 4 1.125 15.5 1.09 24.6 0.74 W14x193 Top 34.7 A 4 5 1.125 15.7 1.44 28.9 0.70 W 14x193 Bottom 34.7 A 4 5 1.125 15.7 1.44 28.9 0.70 W14x176 Top 38.4 A 4 5 1.125 15.7 1.31 28.9 0.77 W14x176 Bottom 38.4 A 4 5 1.125 15.7 1.31 28.9 0.77 W14x61 Top 14.9 B 2 4 1.125 9.99 0.645 16.4 0.39 W1461 Bottom 14.9 B 2 4 1.125 9.99 0.645 16.4 0.39 W14x61 Top 4.8 B 2 2 1.125 9.99 0.645 9.5 0.30 W1461 Bottom 4.8 B 2 2 1.125 9.99 0.645 9.5 0.30 W14257 Top 15.5 A 4 2 1.125 16 1.89 15.0 0.60 W14257 Bottom 15.5 A 4 2 1.125 16 1.89 15.0 0.60 3.5-25 Rupture in gusset Base section rupture Block shear in diagonal Top or Req'd thk Ant Agv Anv Diagonal Size bottom? Lnt (in) (in) Ant (in2) DCR Status (in2/in) (in2/in) (in2/in) DCR W14x109 Top 23.3 0.61 28.1 0.96 CHECK 11.25 64.0 43.75 0.84 W14x109 Bottom 23.3 0.61 28.1 0.96 CHECK 11.25 64.0 43.75 0.84 W14x145 Top 20.1 0.00 37.8 0.00 ok 11.25 50.0 34.25 0.00 W14x145 Bottom 20.1 0.00 37.8 0.00 ok 11.25 50.0 34.25 0.00 W14x90 Top 23.2 0.50 23.3 0.95 CHECK 11.25 64.0 43.75 0.83 W14x90 Bottom 23.2 0.50 23.3 0.95 CHECK 11.25 64.0 43.75 0.83 W14x176 Top 16.3 0.00 45.9 0.00 ok 11.25 36.0 24.75 0.00 W14x176 Bottom 16.3 0.00 45.9 0.00 ok 11.25 36.0 24.75 0.00 W14x68 Top 17.6 0.52 18.4 0.94 ok 5.75 56.0 35.75 0.88 W14x68 Bottom 17.6 0.52 18.4 0.94 ok 5.75 56.0 35.75 0.88 W14x145 Top 16.1 0.00 37.8 0.00 ok 11.25 36.0 24.75 0.00 W14145 Bottom 16.1 0.00 37.8 0.00 ok 11.25 36.0 24.75 0.00 W14x53 Top 15.7 0.40 14.1 0.84 ok 5.75 56.0 35.75 0.66 W14x53 Bottom 15.7 0.40 14.1 0.84 ok 5.75 56.0 35.75 0.66 W14x90 Top 11.0 0.40 23.3 0.36 ok 11.25 22.0 15.25 0.58 W14x90 Bottom 11.0 0.40 23.3 0.36 ok 11.25 22.0 15.25 0.58 W1490 Top 15.1 0.32 23.3 0.40 ok 11.25 36.0 24.75 0.50 W14x90 Bottom 15.1 0.32 23.3 0.40 ok 11.25 36.0 24.75 0.50 W14x176 Top 24.4 0.13 45.9 0.13 ok 11.25 64.0 43.75 0.12 W14x176 Bottom 24.4 0.13 45.9 0.13 ok 11.25 64.0 43.75 0.12 W14x90 Top 23.2 0.51 23.3 0.97 CHECK 11.25 64.0 43.75 0.85 W14x90 Bottom 23.2 0.51 23.3 0.97 CHECK 11.25 64.0 43.75 0.85 W14145 Top 16.1 0.20 37.8 0.16 ok 11.25 36.0 24.75 0.22 W14x145 Bottom 16.1 0.20 37.8 0.16 ok 11.25 36.0 24.75 0.22 W 14x74 Top 14.2 0.37 20.0 0.50 ok 5.75 44.0 28.25 0.56 W 14x74 Bottom 14.2 0.37 20.0 0.50 ok S.75 44.0 28.25 0.56 W1461 Top 10.7 0.34 16.4 0.42 ok 5.75 32.0 20.75 0.59 W14x61 Bottom 10.7 0.34 16.4 0.42 ok 5.75 32.0 20.75 0.59 W14x90 Top 11.0 0.00 23.3 0.00 ok 11.25 22.0 15.25 0.00 W14x90 Bottom 11.0 0.00 23.3 0.00 ok 11.25 22.0 15.25 0.00 W14x53 Top 12.2 0.53 14.1 0.87 ok 5.75 44.0 28.25 0.82 W14x53 Bottom 12.2 0.53 14.1 0.87 ok 5.75 44.0 28.25 0.82 W14x109 Top 15.2 0.00 28.1 0.00 ok 11.25 36.0 24.75 0.00 W14x109 Bottom 15.2 0.00 28.1 0.00 ok 11.25 36.0 24.75 0.00 W14x82 Top 17.7 0.58 22.1 0.88 ok 5.75 56.0 35.75 0.84 W1482 Bottom 17.7 0.58 22.1 0.88 ok S.7S 56.0 35.75 0.84 W14x176 Top 20.3 0.00 45.9 0.00 ok 11.25 50.0 34.25 0.00 W14x176 Bottom 20.3 0.00 45.9 0.00 ok 11.25 50.0 34.25 0.00 W14x145 Top 20.1 0.83 37.8 0.84 ok 11.25 50.0 34.25 0.92 W14x145 Bottom 20.1 0.83 37.8 0.84 ok 11.25 50.0 34.25 0.92 W14x193 Top 24.4 0.00 50.3 0.00 ok 11.25 64.0 43.75 0.00 W14x193 Bottom 24.4 0.00 50.3 0.00 ok 11.25 64.0 43.75 0.00 W14x176 Top 24.4 0.84 45.9 0.85 ok 11.25 64.0 43.75 0.79 W14176 Bottom 24.4 0.84 45.9 0.85 ok 11.25 64.0 43.75 0.79 W14x61 Top 14.1 0.41 16.4 0.67 ok 5.75 44.0 28.25 0.76 W14x61 Bottom 14.1 0.41 16.4 0.67 ok 5.75 44.0 28.25 0.76 W14x61 Top 7.2 0.02 16.4 0.02 ok 5.75 20.0 13.25 0.03 W1461 Bottom 7.2 0.02 16.4 0.02 ok 5.75 20.0 13.25 0.03 W14257 Top 10.5 0.00 67.1 0.00 ok 11.25 22.0 15.25 0.00 W14x257 Bottom 10.5 0.00 67.1 0.00 ok 11.25 22.0 15.25 0.00 3.5-26 Gusset block shear along bolts Gusset block shear along Top or Ant Extra Agv Agv Anv Req'd thk Extra Ant Ant Extra Agv Diagonal Size bottom? Status (in2/in) (in_2/in_)_ (in2/in) (in2/in) (in) (in2/in) (in2/in) (in2_/in) W14x109 Top ok 20.9S� 0 64 43.75 0.60 201 40.95 W14x109 Bottom ok 20.95 0' 64 43.75 0.60 26I 46.95 W14x145 Top ok 22.75 30 80 64.25 0.00 8 30.75 30 W14x145 Bottom ok 22.75' 0 50 34.25 0.00 0 22.75 0 W14x90 Top ok 20.75 0', 64 43.75 0.50 121 32.75 0 W14x90 Bottom ok 20.75 1 65 44.75 0.49 12; 32.75 1 W14x176 Top ok 23.15 36 24.75 0.00 23.15 W14x176 Bottom ok 23.15: 36 24.75 0.00 23.15 W14x68 Top ok 9.75 0 56 35.75 0.58 13.398441 23.14844 0 W1468 Bottom ok 9.75' 151 71 50.75 0.45 12� 21.75 15' W14x145 Top ok 22.75' 36 24.75 0.00 22.75 W14x145 Bottom ok 22.751 36 24.75 0.00 22.75 W14x53 Top ok 5.87 0' 56 35.75 0.46 13I1 18.87 0 W14xS3 Bottom ok 5.87 81 64 43.75 0.39 12I 17.87 8 W14x90 Top ok 20.75: 01 22 15.25 0.30 17 37.75 0 W14x90 Bottom ok 20.75 20, 42 35.25 0.22 14I 34.75 20 W14x90 Top ok 20.75 01 36 24.75 0.27 9i 29.75 0 W14x90 Bottom ok 20.75 201 56 44.75 0.21 12 32.75 20 W14x176 Top ok 23.15 01 64 43.75 0.13 181, 41.15 0 W14x176 Bottom ok 23.15 18i 82 61.75 0.10 18's 41.15 18 W14x90 Top ok 20.75 0� 64 43.75 0.51 201 40.75 0' SWUM Bottom ok 20.75 2 66 45.75 0.49 201 40.75 2 W14x145 Top ok 22.75 01 36 24.75 0.17 10� 32.75 0 W14x145 Bottom ok 22.75 201 56 44.75 0.13 101 32.75 20' W14x74 Top ok 9.95 01 44 28.25 0.39 161 2S.95 0 !W14x74 Bottom ok 9.95 81 52 36.25 0.33 14 23.95' 8 01461 Top ok 9.73 0j 32 20.7S 0.33 12. 21.73: 0' W1461 Bottom ok 9.73 12; 44 32.75 0.25 10 19.73 12! ,W14x90 Top ok 20.75 0 22 15.25 0.00 14, 34.75. 0 ,W14x90 Bottom ok 20.75. 20, 42 35.25 0.00 12 32.75 20' W14x53 Top ok 5.87 01 44 28.25 0.57 14 19.87' 0' W14x53 Bottom ok 5.87, 81 52 36.25 0.47 12 17.87 8 iW14109 Top ok 20.95', 0 36 24.75 0.00 14 34.95 0 W14x109 Bottom ok 20.95! 201, 56 44.75 0.00 12 32.95 20 W14x82 Top ok 9.95 0{ 56 35.75 0.65 16 25.95 0 W14x82 Bottom ok 9.95 61 62 41.75 0.59 16 25.95 6 W14176 Top ok 23.15 0" 50 34.25 0.00 16 39.15 0 W14x176 Bottom ok 23.15' 16' 66 50.25 0.00 16 39.15 16 W14x145 Top ok 22.75' 0 50 34.25 0.77 12 34.75 0 W14x145 Bottom ok 22.75 10' 60 44.25 0.68 14 36.75 10 W 14x193 Top ok 23.15' 28 92 71.75 0.00 6i 29.15 2t W14x193 Bottom ok 23.15 26' 90 69.75 0.00 6i 29.15 26 W14x176 Top ok 23.15 64 43.75 0.83 201 43.15 W14x176 Bottom ok 23.15 0' 64 43.75 0.83 141 37.15 0! W14x61 Top ok 9.73 44 28.25 0.44 1 9.73 W14x61 Bottom ok 9.73' 44 28.25 0.44 181 27.73, W14x61 Top ok 9.73 20 13.25 0.02 9.73 W14x61 Bottom ok 9.73 20 13.25 0.02 9.73 W14x257 Top ok 23.75 22 15.25 0.00 23.75 W14x257 Bottom ok 23.75 22 1SIS 0.00 23.75 3.5-27 Diagonal Size W14x109 Top or bottom? Top bolts then to gusset edge Agv Anv Req'd thk (in2/in) (in2/in) (in) 32 21.875 0.53 Summary Max Req'd thk (in) All okay? 0,61 ERROR W14x109 Bottom 32 21.875 0.47 0.61 ERROR W14x145 Top 55 47.125 0.00 0.60 ok W14x145 Bottom 25 17.125 0.00 0.60 ok W14x90 Top 32 21.875 0.51 0.51 ERROR W14x90 Bottom 33 22.875 0.50 0.50 ERROR W14x176 Top 18 12.375 0.00 0.66 ok W14x176 Bottom 18 12.375 0.00 0.66 ok W14x68 Top 28 17.875 0.54 0.58 ok W14x68 Bottom 43 32.875 0.44 0,52 ok W14x145 Top 18 12.375 0.00 0.49 ok W14x145 Bottom 18 12.375 0.00 0.49 ok W14xS3 Top 28 17.875 0.42 0,46 ok W14x53 Bottom 36 25.875 0.38 0.40 ok W1490 Top 11 7.625 0.21 0.40 ok W14x90 Bottom 31 27.625 0.18 0.40 ok W14x90 Top 18 12.375 0.26 0.37 ok W14x90 Bottom 38 32.375 0.19 0.37 ok W14x176 Top 32 21.875 0.12 0.56 ok W14x176 Bottom 50 39.875 0.10 0.56 ok W14x90 Top 32 21.875 0.44 0.51 ERROR W14x90 Bottom 34 23.875 0.43 0.51 ERROR W14x145 Top 18 12.375 0.16 0.48 ok W14x14S Bottom 38 32.375 0.13 0.48 ok W14x74 Top 22 14.125 0.31 0.39 ok W14x74 Bottom 30 22.125 0.28 0.37 ok W14x61 Top 16 10.375 0.26 0.34 ok W1461 Bottom 28 22.375 0.22 0.34 ok W14x90 Top 11 7.625 0.00 0.40 ok W14x90 Bottom 31 27.625 0.00 0.40 ok W14x53 Top 22 14.125 0.46 0.57 ok W14x53 Bottom 30 22.125 0.42 0.53 ok W14x109 Top 18 12.375 0.00 0.49 ok W14x109 Bottom 38 32.375 0.00 0.49 ok W14x82 Top 28 17.875 0.56 0.65 ok W14x82 Bottom 34 23.875 0.51 0.59 ok W14x176 Top 25 17.125 0.00 0.65 ok W14x176 Bottom 41 33.125 0.00 0.65 ok W14x145 Top 25 17.125 0.74 0.83 ok W14x145 Bottom 35 27.125 0.63 0.83 ok W14x193 Top 60 49.875 0.00 0.70 ok W14x193 Bottom 58 47.875 0.00 0.70 ok W14x176 Top 32 21.875 0.73 0.84 ok W14x176 Bottom 32 21.875 0.82 0.84 ok W14x61 Top 22 14.125 0.64 0.64 ok W14x61 Bottom 22 14.125 0.32 0.44 ok W1461 Top 10 6.625 0.02 0.30 ok W14x61 Bottom 10 6.625 0.02 0.30 ok W14x257 Top 11 7.625 0.00 0.60 ok W14x257 Bottom 11 7.625 0.00 0.60 ok 3.5-28 <--See hand calc <--See hand calc <--See hand calc <--See hand calc <--See hand calc <--See hand calc Design Sheet PROJECT fA 0f F (oyot� k rp LOCATION CLIENT DATE SHEET S BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Strutturol + Civil Engineers EX(l i,%onS 4�7hIn A &)b 5� . w4 zf o w,/ O w ", 4-CAJ,V1: Sp rod shy- bo)b pti- �wt_�.c �, ('a w (`h) row1 i Plvbl&A &je- rhftwc OCR= ,16 ;c- }oo r I'm 1 --� �)0& sk�v ►� d�+yoa� DUt� .144-gao (�osc i '44-1t row rfO+ of -1�c ?) rowj f-,r.- nu U �lc��l fort A,, �L A Av +v V-ocw Jjcv L''AtW )6/- A4�: new Da: Ap r0W rw.vu � a • `t1, 5 16• }-= (u g h yAtw Pk for fjfi+ J) b•l� 4-.yc Sl6q)n:jj1.1h 3.5-29 Design Sheet MAGNUSSON ' KLEMENCIC ASSOCIATES ■ Structural +Civil Engineers PROJECT M Ot' F AV rk SHEET LOCATION CLIENT DATE V611 BY PvvZ W 1W1p e rYVA C4- D ( 3) row Pro ?tM : - gale f C t+,-vA r h f 1 t,. n VJA jcciv.b KR- I,Lo #50 'kip A udd (I.) row, of Ct) b'Ab Ps- -N3C fi,- rov 44jt hflre Al V 4 4AV t► bloat S4,V Atw MCA = • 93 6 tkva 004t ry..) t'rQ• `q-Th = 316 k yn t w ?h fIr r'tffwt 04*4V b8 h y n c4 r DCA 3.60 3.5-30 z Design Sheet PROJECT M al F ` ( SHEET MAGNUSSON ' KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE IJS�lS' BY E)CCCP+10AJ -f�am fl:�a^� 4olts ��nr c�si►�: �► 1`Ix°I0 w.j i IOQkA, Z6o�` Cor+pr�cl:44 Pv {.1P4>., err row �4) row i oft ► �+ �uu r1qpi-w4- N—A = .11A.' aoi, 1 Q4 Z row, of C4) `01�1) rows of N %1 P rr f a /'. ✓ -� JJJ Wort *41v 9 QAv �)uSt s)a.. `'n c� Dc &Z ss. `#;)r& fiwo row, rwevc g'�'6.11r�6��► s,` Sc = 1101� 3.5-31 3 Design Sheet PROJECT M of F—(oy(jcJ, r°o LOCATION CLIENT it J�'hsf� Con Ckrd T1n� V-F�c� Q1 nth '�1/iY'f �irw J� f v T- I I I T I I :D + gM Hx 3.5-3 DATE MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET j BY PVM Z �rrr ftc�7n C _!L 0� �'+� T � = i�{Icy rove !�'"' (�- t�!•.l �q = F3 -ram 5cc;�,14 c J-/,ti Po1i1Wilt 4q. ch,04.PXcl� �u all 1" t y` L �03i�`t��llM ' aQMAwtirJ CJ!r�r. Qn j(T7' .ii� df �t�/j� 7 - p till Fjf a.j'D pl Q. AGNUSSON Design Sheet MK EMENCIIC ASSOCIATES ■ Structural +Civil Engineers G. PROJECT P\ 0 F DV d A ,\ SHEET S LOCATION CLIENT DATE 1 G � � BY r W -L SGMQIt Tr ws (0 AAcO-I M d IPA &(A C 1�14_ Tn�#U, Coo r�= rv1+fat 14 A � I�Jf far xc —f„•X'�--fgX•�ia'� 4),X Vil. L4f� kt�}j'.t t 3.5-33 Design Sheet MAGNUSSON ' KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet PROJECT I of F -- (I LOCATION ji CLIENT F� +uP i�Jkt1 MAGNUSSON ' KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET WE I ILI Is, BY A MZ ``LAX=Q=��,+�1f1'tasfz.G+�8'tat $6,9�'Io.Zk1�,•Ib.li. wg-01All `li0•s!462.,4 —.1't�l;.,•16.�•, Vh=194 k �.� , J�h-1q�'`•1.1.,4Y-r•1k• z9.a"#(c.zklt� •I�,f"'.�., +f 7111;, k)1,4•{6.10'• Im", j) i• I01J,: I q I k-;"\ C r-c( �n V •t • 3 ),I m 1'1 fi: , V, Li r) Scar � CA- ; ,4 (�.o rd �/�+� � �%h, � A•rd : `t I D s: � d t,6 + �$ •sa, gb.q — U ti IIg � JAP3.5-35 7, Design Sheet PROJECT M nt F—(Ovvf-j A.\► - LOCATION CLIENT SHEET DATE 1 /71 t S BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers l74&UA 0� : 'gaCoAAZC+n K M J aC ArCoMPCW74 •**- tbp iVo �-• uv�r S,�n� �„ SPrrw�lkd' SC VT 9$3e- rho �. 4u1 � F3 = —3 45-'% 6h/11,= —10,9 k f �+� = 2-a,9 h/,'A PL � (�} it f is " •+�'; IIr3� 11.M yr-- (X—P,) = 1. Z �/"^ L .-O-V,-`i7Sh.(6 •S:�t•�-S.t•l6"-�1•�•�LOI'tI.L�'� fl- V1% 43y3 � 3.5-36 Design of Gusset: Interface with Chord and Shearing between Diagonals Project: Museum of Flight Covered Airpark Project Number: 99321 Engineer: RMZ Date: 1 /6/2015 Fy SO ksi 3.5-37 S_ CUT in SAP F1 SAP (k) F3 SAP (k) Chord Size I (in) x (in) h (in) a (in) R1 (kips) 1 609 -53 W14193 34.51953 17 35 3.5 1320 3 973 31 W14193 39 19 36 -2.5 1080 5 728 -14 W14193 34 13.6 33 -1.54 840 7 472 -8 W14257 32 11 30 0 580' 11 812 -10 W14257 39 20.9 33 2.23 1100' 13 301 -11 W14257 29 15.23828 27 1.226563 490 15 -470 -7 W14257 31 17.65234 33 0.433594 -530, 17 -712 -17 W14257 35 16.1 33.1 2.2 -820 19 -1226 20 W14257 40 19.87109 34 0.625 -1380 21 -808 -36 W14257 39 17.62109 37 -7.42578 -1720 2 -530 -267 W14x257 34 18 33 -4.36328 -1270 4 -886 -307 W14x257 35 20.5 19 2.5 -1180 6 -642 -306 W14257 34 20.5 19 2.5 -870 8 -395 -261 W14342 36 17.5 17.5 5.3 -520 8 392 -261 W14342 36 17.5 17.5 5.3 410 10 -1025 -294 W14342 43 21.4 25 -1.4 -1380 12 -547 -345 W14342 35 18.64453 18 -1.42969 -850. 14, 366 -322 W14342 32 12.79297 15 1 340 16 597 -339 W14342 32 12.5 16 1.5 600' 18 983 -345 W14342 37 15.25 20 1 950' 20 672 -276 W14342 37 20.38281 34 7.230469 1550 9 272 1767 W14257 40 19 36 0 -620' Numbering starts with bottom left node as seen in 12/S501 and counts left to right. Even numbers are at the top of the truss; odd numbers are at the bottom 3.5-38 SCUT in SAP 01 (deg) R2 (kips) 02 (deg) Top? a (in) fv (k) fa (k) M (k-in) 1 104.8 7.85 304.5 -26.5 2390.325 3 104.8 7.85 486.5 15.5 3819.025 5 104.8 7.85 364 -7 2857.4 7 104.8 8 236 -4 1888 11 117.4 -95 93.1 8 406 -5 3248 13 117.4 -105 93.1 8 150.5 -5.5 1204 15 117.4 -105 93.1 8 -235 -3.5 -1880 17 117.4 -95 93.1 8 -356 -8.5 -2848 19 117.4 -110 93.1 8 -613 10 -4904 21 93.1 8 -404 -18 -3232 2 257.6 Y 8 -265 -133.5 2120 4 234.8 Y 8 -443 -153.5 3544 6 234.8 Y 8 -321 -153 2568 8 234.8 Y 8.2 -197.5 -130.5 1619.5 8 234.8 Y 8.2 196 -130.5 -1607.2 10 247.2 Y 8.2 -512.5 -147 4202.5 12 247.2 Y 8.2 -273.5 -172.5 2242.7 14 247.2 Y 8.2 183 -161 -1500.6 16 247.2 Y 8.2 298.5 -169.5 -2447.7 18 247.2 Y 8.2 491.5 -172.5 -4030.3 20 247.2 Y 8.2 336 -138 -2755.2 9 120.36 270 93.1 8 136 883.5 1088 3.5-39 6M/12 SCUT in SAP ry (k/in) fa/l (k/in) (k/in) 1 8.8 -0.8 12.0 3I 12.5 0.4 15.1 51 10.7 -0.2 14.8 7 7.4 -0.1 11.1 11' 10.4 -0.1 12.8 13 5.2 -0.2 8.6 15 -7.6 -0.1 -11.7 17 -10.2 -0.2 -13.9 19. -15.3 0.3 -18.4 21 -10.4 -0.5 -12.7 2' -7.8 -3.9 11.0 41 -12.7 -4.4 17.4 6' -9.4 -4.5 13.3 8i -5.5 -3.6 7.5 8i 5.4 -3.6 -7.4 10 -11.9 -3.4 13.6 12 -7.8 -4.9 11.0 14 5.7 -5.0 -8.8 16 9.3 -5.3 -14.3 18 13.3 -4.7 -17.7 20. 9.1 -3.7 -12.1 9 3.4 22.1 4.1 Weld ru req'd thk 12M/13*(x-1/2) (k/in) (in) (k/in) 3.5-40 -0.2 -0.4 -3.0 -3.5 0.9 0.4 -1.6 1.1 0.1 1.2 0.6 3.0 2.7 -0.2 0.2 -0.1 0.7 1.8 3.1 3.1 -1.2 -0.2 Pu (kips) 19 -99 -38 -7 33 31 9 -27 -16 136 4 -81 -57 -54 23 -12 -19 -7 0 -19 115 -214 SCUT in SAP Vu (kips) 1 I -521 3' -383 5 -282 7, -199 11 -314 13'' -100 15, 200 17 294 19' 479 21 I 744 2' -456 4 -24S 6 -15S 8 -82 8I 164 10' -416 12 -204 14 154 161 234 18: 351 20' 680 9 -246 Mu (k-in) -1863 -1160 -189 -37 -261 423 392 142 59 -2921 1942 -863 -960 -757 -66 368 -6 -213 -121 61 1557 -1563 req'd thk ru (k/in) 18 13 9 7 10 6 7 9 14 26 18 23 21 19 10 17 11 12 15 18 23 15 3.5-41 Vu, chord flange (k) 117 139 124 81 127 65 87 117 189 115 164 237 201 131 3 220 188 3 43 87 35 -114 ( Vn, chord flange (k) 610 610 610 816 816 816 816 816 816 816 816 816 816 1094 1094 1094 1094 1094 1094 1094 1094 816 Chord flange shear DCR_ 0.19 0.23' 0.20 0.10' 0.16 0.08 0.11 0.14 0.23 0.14 0.20 0.29 0.25' 0.12 0.00 0.20 0.17' 0.00 0.04 0.08 0.03 -0.14 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers AGNUSSON Design Sheet MKLEMENCIIC ' ASSOCIATES ■ Structural + Civil Engineers PROJECT LOCATION •- (ov Set t9��ll�cs `r0 trk SHEET CLIENT DATE �I gII S` By R M 2 T Id� [}►ores 14 Wt �1 �; rP �` (0) ���►yci r I� �tvj^> for(t 90 dOWA 4%Af14 boil t,/ 4J '(► bk ck y *A S;?.e Cb,ord —- (o) w �d L4 Mhl+aP� �p-v- �prt�Jll�pc9-/ L+ COn�rol}td by Moto %'t'rd ()I SInm dohs �lh= ,i0�pk . Coj 26' 1? ((7'K va%h In 11 s JP" q hluT 3. '43 Design Sheet PROJECT LOCATION k,K SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers CLIENT DATE aJY1cs BYnn.,z Tri.,jj Toe h ord L t7 d Co 4„ty,,�.,� rb_ V k .77, LDe�y Gam' j aw'j— & v4 = t4toow • z 46 Mh, vill.16•y/k off L vqh: V, 7)t" pipkpk 30„ 3.5-44 ok..,, Z Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT F .Cps 4;, t* SHEET LOCATION CLIENT DATE ! S BY jh1r2 TrL,s, T'dP Cord End Co/mrc; - b C 0 6*o SM&W- /I o (L" j -�f d f A) /S G J t C CiM t&v'0, iM1j& -�r bo)�): ,mod S, 2\-=-V1h%- )a �e�d l d )h k 1A J Z7.IL CID" 1toK.; � V1, P�.z Ly 91-Ji' +r `, I _ f, Z, Li,-7 *q o A P 4r- L.j U r i �'tt c,, car -JO fe, t � i ,d t ; y,„ wok., 7 -*Ors biol+- �b 6c,d -# niklj 'coAory t,vatr �e.�t— -*?V- 5PH, dsL<d, ,,"J (L) rows aF fv� a. t: urr,^I 4 t = ,61, ME, 3 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROIE(T M 4f F .- LOCATION 1301�- cp) A: SHEET CLIENT DATE 1/1)15- BY AMZ e = S,1'' /h,,: ifti• e 920 4 �C i�'t� Py o��'+�e�1.✓i CM eQc� ro w h a, Z 17, ' 4,, t � � 9�hJ G� �70I t) r 11 "j Tar p kf (- f rr V,/ LDS 1-7 Whi = 14 6d10 f-v T4,9t USe 1 V 4�k 7-7 ' _ — eX=`6' >�zSr� r01 3 fid,i " 55 . hO,-it P�= Vt, ) I - E 7o h QF 60)J, c 'ORA = (pzs�k �P� QV Bo1>10�,p S fHAa/441- 3.5-46 4 Design Sheet MAGNUSSON KLEMENCIC r ASSOCIATES ■ Structural + Civil Engineers PROJECT j f r(6r,,Q, dA ? Mk SHEET LOCATION CLIENT DATE (CJ' BY 1 -Z TN1l —I" C 6rd E(Id (04AtOi-1 G A A C c4- h-A ci M,,= tia• e = � lyto �-� Ad N� • h_ lSIm I'm oo)-� 57, e ; Jf !'[ 1 Con�v �,1`��� �' Vl )Dtd . )"J L4 (al bulb � 94.j PLI 3.5-47 --� 1 1-10 19ooh 3.5-48 q5 i 33s� 3.5-49 RrT k�loh -1(05� Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural Civil Engineers PROJECT M of F LOCATION -4W&& f4d SHEET CLIENT DATE 14;131/l f BY M Z TrPin Bores, owl End Dt�'1 sl"Qptd 1�A�,t�d,�41 _ A.- oji f y U1, _ Z j k � Pn%y /`� tid► � �, e C)j,( LAVc "i- LiO (9h,4 PP4" zVo — forts. 0i CAI , `*MAX' 7' Tnr iAf-)q)�PL 2grAjC, Calm eld • X .-I4 Q'id ��s1► orL wiogJ o3< Vo1VL Bbfor Cord w•l Li �v tYKIS-7: oi= 10"' W 14X 1 3- ot= 15,5" C 01 �VMA/ %4%5.4,) ro c Nord i s �y 1 �444,J q k,,) U 141)11 bf: I6,1 COLUMN) wtZRF �OS�i�A —TNu is My tN J1mpi6,k Now r�• i f L,\jt 9 ti)) & P) �S)w, **� CA t qA S,b F/ L-V J'11 34t�- &Vt) r1TP -C u� (0)iWn flIk.,��s y 5�0� f,Zc: �k SQ% fQl ZAt Qn h0vl/`-�e.t; Lc% IS OL 3.5-50 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCiC ASSOCIATES ■ Structural + Civil Engineers Design Sheet PROJECT A of F - - SHEET LOCATION CLIENT DATE BY one a� (01 11VAj &- (e4V $tAr N kn) cj Q 01(up : AvNvI,1,1Y blM)-y Pvt.,. r1,t I"t7..-L"-7- b) A" �R,k _ .-75• !$-F -Ap 4- 3 �g MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Z30o l` worA or w./ w ft i 4t A4 A 1C w,,%y) Ar re,kAdwy 4 ��,�lt�� 41X 11)(611fAt hV IWA EXJ-CAJ I' QAP- )o; tir 3.%,�4 s111" dh-b: � K -- 161` -i 901L,r8 .j 4Pr of (you+ Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT %' l df F - Cdu"/ Prp" LOCATION CLIENT DATE C0/%AfL'1)ON th CO) 4— SHEET BY Z �Vrx = 107' '' Fe-,x = 15.1 iv, --�' P' r,,x =1),-7 h.); k L1r y : 131"' 'o Fc j7 = 1-6.2 Jw; -'' F r, y ; 19'-7 ski: k' rX r y Py - A Fy = 1043" PU (F,r,xj d,3tkc 4M CC) CVjqo`d tb 4-,j)4 of J.P ef.2Ls,. ' n --�� = 6,11 -� Sjl6" ���- hAJ fir„ = 7 2.P,"o 1�Ax y,P 3S : )cc) •r- = 3S,i,. , yc J tv 3" -- - Ellk k S i c oA y -I tir 3.5-55 3 Design Sheet MAGNUSSON t KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC ASSOCIAI ES Structural + Civil Engineers PROJECT �I F �OVpr d r SHEET LOCATION CLIENT ( DATE !; j�� BY Z knlFe Pt PIR Trk) Oily S�� r" C4TIF' r 'jaktoAoiF P(- (NOR.) 40WA Kok `-P Q�i0.At t o,K•o) M,�n,Lh lrtr?~ 7.� C/moo �,�: I'llk dON4 ( I .t D } (,b S +.s w} �Y lip (i1D 1,0 w) J S;tc S:ZL wt1a 41 fAk .•vt -A. tip)*: t 1,5" I Z.S" 2•S" —� s;Z< wt1Jj ,IV 3.5-57 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet PROJECT TA of F— (OV V t.1 LOCATION CLIENT S.zf- ?14Y& dm DATE 1/ 7)1 SHEET BY MAGNUSSON r KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers ,_8, P lvrrc_M WITS Des;), S 6 w �rvr ('oe- oir& : . I • 1,4� ; ' ' Su•v+tom �lc w� �, T �� Sly s,, c� ��� 1^ Blot )vv,u kW� tol�cc}ar�co�ntd�n 4-4r lo,a Mqj }>l (Al�tMt 3 roof Ack t4CN Y V/ 4V wT) SCE' � L lOi �'ri sewr') b-v'wt&q jot' sep-s : Jha X o f 10'I--11'' GA s Prr 3I%h _ 1L Pr6V44 M�� 3 of o��l��: %, = ph/3 7, 3 irAi y ddu, k s/16" ;dlcr )x„ L1W1'315r10' -�ori wA S k rr Ot�gchy' Out, ,T-, 6 -40j,; • ,3 5 t, 3.5-59 MAGNUSSON KLEMENCIC _ ASSOCIATES O 3.6 ROOF IOIST LOADING AND DESIGN CRITERIA GRAVITY LOADING The roof consists of steel roof deck spanning between typical long -span OWJ's at 9'-9 on center that are 10'-0" deep. These calculations assume that the typical weight of roof joists and the provided bridging has a self -weight of 15 psf over the roof area. Typical superimposed loads are given on S101 to inform the joist supplier as a design is provided; roof joists are a deferred submittal. Additional OWJ loading criteria is given on S102, where the several unique joist geometries and loading conditions are addressed. See S203 for the unique joist locations on plan. See the following pages for calculations pertaining to unique roof joist loading. Structural Calculations ' J Covered Airpark, Museum of Flight, Tukwila, Washington 3.6-1 Design Sh-eet PROJECT — 6" 971W *44e— SHEET LOCATION � W& CLIENT J0z DATE l2 ` BY �.3 F CPO- 3 Ps 3`�• F 3.6-2 a'�� MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers -m zb�ft $EY�tp C> �� I,l, I � �.�� l�1 S►�e�.! 2�j 4 11 (off Wig 34.`f 1 "1 (,53 W 1 v� � 50. 3 kw 3z 9 Z Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Dead Load = 730 plf UP Live Load = 190 plf UP Snow Load = 470 plf UP ^ Wind Load = 660 plf DOWN 950 plf UP Dead Load = 1430 pif DOWN Live Load = 370 plf DOWN Snow Load = 920 plf DOWN Wind Load = 1280 pif UP 1840 pif DOWN 3.6-3 MAGNUSSON n KLEMENCIC _ ASSOCIATES a - 4.1 SEISMIC AND WIND LOADING WIND DESIGN CRITERIA Wind loads are in accordance with IBC 2012 and ASCE 7-10. The loads presented are strength -level (i.e. load factor = 1.0). Wind Design Criteria Parameter Value Basic Wind Speed, 3-second gust M 115 mph Exposure B Risk Category III Enclosure Classification Phase 1 : Open Phase 2: Enclosed Internal Pressure Coefficient (GCpi) Phase 1 : 0.00 Phase 2: 0.18 Mean Roof Height (h) Eastern roof: 71'-6" Western roof: 81'-9" Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.1-1 MAGNUSSON KLEMENCIC ASSOCIATES O SEISMIC DESIGN CRITERIA Seismic loads are in accordance with IBC 2012 and ASCE 7-10. The loads presented are strength -level (i.e. load factor = 1.0). Seismic Design Criteria Parameter Value Building Latitude 47.52°N Building Longitude 122.30°W Risk Category III Importance Factor (IQ) 1.25 Mapped Spectral Acceleration S, = 1 .523; S, = 0.523 Site Class F Spectral Response Coefficients SD5 = 0.914; SDI = 0.837 Seismic Design Category D Lateral System Buckling -Restrained Brace System Response Modification Coefficient (R) 8 Overstrength Factor (0o) 2.5 Seismic Response Coefficient North -South: CS = 0.143 East-West: CS = 0.143 Design Base Shear North -South: V = 972 kips East-West: V = 972 kips Analysis Procedure Used Modal Analysis Procedure SEISMIC LOAD COMBINATIONS Seismic load effects are considered per ASCE 7-10 section 12.14.3.1 . Slight modification is made to the basic LRFD load combinations presented in the Structural Narrative. The modified load combinations are as follows: 5. (1.2 + 0.2SDs)D + QE + L + 0.2S 7. (0.9-0.2SDs)D + QE + 1.6H _ Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.1-2 MAGNUSSON KLEMENCIC ASSOCIATES G MINIMUM LATERAL FORCE A notional load equal to 1 percent of the building's weight is considered as the minimum lateral design force for the building. This minimum lateral force does not govern the design. BASE SHEAR AND DRIFT SCALING Base shear scaling is performed through use of an in-house spreadsheet. See the following pages for calculations pertaining to the design base shear scaling and accidental torsion per ASCE 7-10 Chapter 12. Note that accidental torsion was not applied to the analytical model per 12.8.4.2 since the steel roof deck can be idealized as a flexible diaphragm per 12.3.1.1 . Drift scaling is performed in the SAP2000 load combinations, where the response of the scaled base shear cases are amplified by a factor in accordance with ASCE 7-10 Section 12.8.6. Because the building site is classified as Site Class F, a site -specific response spectrum and seismic spectral ordinates are used as defined by the project geotechnical engineer. These values are presented here for reference. Spectral ordinates are calculated as 2/3 of those of the "Recommended Site Specific MCE Response Spectrum" (ref. Appendix A, Table D-4). Period (sec) Acceleration (gl 0.01 0.313 0.202 0.728 0.3 0.728 1.0 0.728 2.0 0.368 3.0 0.245 4.0 0.184 5.0 0.147 6.0 0.123 7.0 0.090 8.0 0.069 9.0 0.047 Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.1-3 MoF Covered Airpark (MKA Project x: 99321.00) Base Shear 30 & 120 PAIR By: LOM Date: 1.25.2015 Time: 2.30p ra.. .usw,na.cn..una .. uo.v.m..npuapo,.u,s wr u.wa .,.-cu..mmno a ,xo vn a Ground Motion/Site mapped Ss: 1.523 r" mapped S1: 0.523 Site Class: E SD5 = 0.914 F I;J::.3 C. _._.-. SDI = 0.837 TL = 6 (Using ASCE 7-10) Building Information X-direction Y-direction Risk Category III Type: All others Type: All others SDC = D . .. .. .. . I = 1.25 ; -:.. Approximate period, T. = 0.53 sec Ta = 0.53 sec Bldg Code = IBC 2012 Upper limit period, Cu T, = 0.74 sec Cu T. = 0.74 sec R.av : 8 R Y-m.: 8 Min VoyN = 0.85 VEV Ta„a,,x: 1.08 sec TenaNsis,y: 1.58 sec Td ,,,x = 0.74 sec Tdcs;y,,,y = 0.74 sec kx = 1.12 ky = 1.12 (Eq. 12.8-2) Cs,x = 0.143 -controls Cs,Y = 0.143 -controls (Eq. 12.8-3) 0.178 0.178 (Eq. 12.8-4) (Eq. 12.8-5) 0.050 0.050 (El). 12.8-6 For ELF: VELr. = 1143 kips VELr = 1143 kips iv, mmo .a, •n Vt„ 2969 kips Vt 2941 kips Scale to: VDYN,. = 972 kips VDYN,v = 972 kips No. stories = 1 [controlled by 0.85 - Veit] [controlled by O.8s - Veit] (E-rABS15A.1) Scale Factor: 126.47E Scale Factor: 127.671 Vertical Distribution of Lateral Loads Static Accidental Story Torsions Level, weight, story elevation, X-direction Y-direction X-direction Y-direction i wi (kips) height (ft) hi (ft) w;hi'Y F; (kips) Vi (kips) w,hik F, (kips) V, (kips) L (ft) Ax AxMtax (ft-kip) Cx (ft) Ax A^ (ft-kip) Roof 8008 78.15 78.15 u;semu. 1143.4 1143.4 1u411,cz 1143.4 1143.4 580 1.00 33158 33158 660 1.00 37732 37732 E = 8008 _u46no2 1o466e2 (at level) (cumulative) (at level) (cumulative) EM Design Sheet PROJECT LOCATION co J'E1 i> Ai K-rii ate_ SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LA, , wN CLIENT IILG DATE q/214 115 DY �M Spcm c.� C'AcLC u t.�%z�+J - %'� SC F4 7- lWIND �sSct (- wit-jo t�CLEC1.oIJ &013kL- Y CMES ln1Ye142 0 fAfTf4o Dc�t.o&y t icSCf-- -?-to 2.7 (MFg-S, 17ivx_cbo,,. . cEpvm 2GCr ?, (CC f (77.If V aoc ry Cgz,ss u fm� Co ef:f__EA S I P- _ ©.0oo5(.1� k�b �c v , VfMfH &a*in Q-tl) tY©t LR4k szomoLIE C,*Lr-) tfo, P �.o� -tau �7 y t j ant►rJpWkYLV QALL-crc (FxwL4 cr ® t f_*3ii rR N pL f �LF.S,S U Lc (GCf-.) -z �- p 3 `3ff tsF5 Design Sheet MAGNUSSON KLEMENCIC.., ASSOCIATES ■ Structural + Civil Engineers ASCE 7-10 Wind Pressures V 115 a 7 For Exposure Category 8 Ka 1 zs 1200 K 0.85 G 0.85 GC i 0.18 LRFD Velocitv Pressure ASD Pressure 2(R) K, q,(psO Co Designation gGCe I gi(Gca) Load Case Applied to gGCo+q,(Gc„) gGCp- gi(Gca) 0.6 0.6 Location 20 0.624 17.96 0.8 Windward Wall 12.211 3.23 WYPH2+ East Wall 15.44 8.98 9.27 S.39 40 0.761 21.89 0.8 Windward Wall 14.99 3.94 18.82 10.94 11.29 6.57 S7.17 0.842 24.24 0.8 Windward Wall 16.48 4.36 20.85 12.12 12.51 7.27 20 0.624 17.96 -0.412 Leeward Wall -6.29 3.23 WYPH2- -3.06 -9.S2 -1.83 -5.71 40 0.761 21.89 -0.412 Leeward Wall -7.67 3.94 -3.73 -11.61 -2.24 -6.96 57.17 0.842 24.24 -0.412 Leeward Wall -8.49 4.36 4.13 -12.85 -2.48 -7.71 20 0.624 17.96 -0.412 leeward Wall -6.29 3.23 WYPH2+ West Wall -3.06 -9.52 -1.83 -5.71 0.761 21.89 -0.412 Leeward Wall -7.67 3.94 -3.73 -11.61 -2.24 -6.96 0.854 24.58 -0.412 Leeward Wall -8.61 4.42 •4.18 -13.03 -2.51 -7.82 0.914 26.29 -0.412 Leeward Wall -9.21 4.73 -4.48 -13.94 -2.69 -8.36 V 0.624 17.96 0.8 Windward Wall 12.21 3.23 SUPER 1S." 8.98 9.27 5.39 0.761 21.89 0.8 Windward Wall 14.88 3.9418.82 10.94 11.29 6.57 0.854 24.58 0.8 Windward Wall 16.71 4.42 21.14 12.29 12.68 7.37 0.914 26.29 0.8 Windward Wall 17.98 4.73 22.61 13.15 13.57 7.89 0.624 17.96 0.8 Windward Wall 12.21 3.23 WXPH2+ South Wall 1S.44 8.98 9.27 5.39 40 0.761 21.89 0.8 Windward Wall 14.88 3.94 18.82 10.94 11.29 6.S7 60 0.854 24.58 0.8 Windward Wall 16.71 4.42 21.14 12.29 12.68 7.37 87.67 0.952 27.39 0.8 Windward Wall 18.621 4.93 23.56 13.69 14.13 8.22 20 0.624 17.96 -0.5 Leeward Wall -7.63 3.23 WXPH2- -4.40 -10.86 •2.64 -6.52 40 0.761 21.89 -0.5 Leeward Wall -9.30 3.94 -S.36 -13.24 -3.22 -7.95 60 0.854 24.58 -0.5 Leeward Wall -30.45 4.42 -6.02 -14.87 •3.61 -8.92 87.67 0.952 27.39 -0.5 Leeward Wall -11.64 4.93 •6.71 -16.57 -4.03 -9.94 20 0.624 17.96 -0.5 Leeward Wall -7.63 3.23 WXPH2+ North Wall -4.40 -10.86 -2.64 -6.52 40 0.761 21.89 -0.5 Leeward Wall -9.30 3.94 -5.36 -13.24 -3.22 -7.95 60 0.854 24.58 -0.5 Leeward Wall -IOAS 4.42 -6.02 -14.87 -3.61 -8.92 87.67 0.952 27.39 -0.5 Leeward Wall -11.64 4.93 -6.71 -16.57 -4.03 -9.94 20 0.624 17.96 0.8 Windward Wall 12.21 1.23 WXPH2 15.44 8.98 9.27 5.39 40 0.761 21.89 0.8 Windward Wall 14.88 3.94 18.82 10.94 11.29 6.57 60 0.854 24.58 0.8 Windward Wall 16.71 4.42 21.14 12.29 12.68 7.37 87.67 0.952 27.39 0.8 Windward Wall 19.62 4.93 23.56 13.69 14.13 8.22 0.00 0.00 0.00 0.00 20 0.624 17.96 -0.7 Side Wall -10.68 3.23 WXPH2+ East Wall -7.4S -13.92 4.47 -8.35 40 0.761 21.89 -0.7 Side Wall -13.02 3.94 -9.08 -16.96 -5.45 -10.18 57.17 0.842 24.24 -0.7 Side Wall -14.42 4.36 40.06 -18.79 -6.04 -11.27 20 0.624 17.96 -0.7 Side Wall -10.68 3.23 WXPH2- -7.45 -13.92 4.47 -8.35 40 0.761 21.89 -0.7 Side Wall -13.02 3.94 -9.08 -16.96 -5.4S -10.18 57.17 0.942 24.24 -0.7 Side Wall -14.42 4.36 -10.06 -18.79 -6.04 -11.27 20 0.624 17.96 -0.7 Side Wall -10.69 3.23 WXPH2+ West Wall •7.45 -13.92 4.47 -8.35 40 0.761 21.89 -0.7 Side Wall -13.02 3.94 -9.08 -16.96 -5.45 •10.18 60 0.854 24.58 -0.7 Side Wall -14,62 4.42 -10.20 -39.05 -6.12 -11.43 76 0.914 26.29 -0.7 Side Wall -15.65 4.73 -10.91 -20.38 -6.55 -12.23 20 0.624 17.96 -0.7 Side Wall -10.68 3.23 WXPH2- -7.45 -13.92 4.47 -8.35 40 0.761 21.89 -0.7 Side Wall -13.02 3.94 -9.08 -16.96 -5.45 -10.18 60 0.854 24.58 -0.7 Side Wall -14.62 4.42 -10.20 •19.05 -6.12 -11.43 76 0.914 26.29 -0.7 Side Wall -15.65 4.73 -10.91 -20.38 -6.55 -12.23 20 0.624 17.96 -0.7 Side Wall -10.68 3.23 W + YPH2 North Wall -7.45 -13.92 4.47 -8.35 40 0.761 21.89 -0.7-Side Wall -13.02 3.94 •9.08 -16.96 -5.45 -10.18 60 0.854 24.58 -0.7 Side Wall -14.62 4.42 •10.20 -19.05 -6.12 -11.43 87.67 0.952 27.39 -0.7 Side Wall -16.30 4.93 -11.37 -21.23 -6.82 -12.74 20 0.624 17.96 •0.7 Side Wall -10.68 3.23 WYPH2- -7.45 -13.92 -4.47 -8.35 40 0.761 21.89 47 Side Wall -13.02 3.94 -9.08 -16.96 -5.45 -10.18 60 0.854 24.58 -0.7 Side Wall -14.62 4.42 -10.20 -19.05 -6.12 -11.43 87.67 0.952 27.39 -0.7 Side Wall -16.30 4.93 -11.37 -21.23 -6.82 -12.74 20 0.624 17.96 -0.7 Side Wall -10.68 3.23 WYPH2+ South Wall •7.45 -13.92 -4.47 -8.35 40 0.761 21.89 -0.7 Side Wall -13.02 3.94 -9.08 -16.96 -5.45 -10.18 60 0.854 24.58 -0.7 Side Wall -14.62 4.42 -10.20 -19.05 -6.12 •11.43 87.67 0.952 27.39 -0.7 Side Wall -16.30 4.93 -11.37 -21.23 -6.82 •12.74 20 0.624 17.96 -0.7 Side Wall -10.68 3.23 WYPH2 -7.45 -13.92 -4.47 40 0.761 21.89 -0.7 Side Wall -13.02 3.94 -9.08 •16.96 -5.45 -30.18 60 0.854 24.58 .0.7 Side wall •1d.62 4.42 -10.20 -19.OS -6.12 -11.43 87.67 0.952 27.39 -0.7 Side Wall 1 -16.301 4.93 -11.37 -21.23 -6.82 -12.74 0.00 0.00 0.00 0.00 MEN 0.00 0.00 0.00 OLD 73.17 0.904 26.01 1.735 Windward Roof 38.36 4.68 WYPHl+ Roof -East 43.04 33.68 25.82 20.21 0 to 0.5L 73.17 0.904 26.01 0.502 Windward Roof 11.10 4.68 15.78 6.42 9.47 3.85 0.51. to 1.O1. 73.17 0.904 26.01 -0.802 Leeward Roof -17.73 4.68 WYPHl- -13.05 -22.41 -7.83 -13.45 0 to O.SL 73.17 0.904 26.01 -1.202 Leeward Roof -26.58 4.68 -21.89 -31.26 -13.14 -18.75 0.51, to 1.O1. 73.17 0.904 26.01 -0.18 Windward Roof -3.98 4.68 WYPH2+ 0.70 -8.66 0.42 -5.20 73.17 0.904 26.01 -0.8 Leeward Roof -17.69 4.68 WYPH2- -13.01 -22.37 -7.80 -13.42 73.17 0.904 26.01 1.2 Windward Roof 26.53 4.68 WXPHl+ 31.21 21.85 18.73 13.110to 0.51. 73.17 0.904 26.01 0.3 windward Roof 6.63 4.68 11.31 1.95 6.79 1.17 0.51, to 1.01. 73.17 0.904 26.01 1.2 Leeward Roof 26.53 4.68 WXPH1 31.21 21.85 18.73 13.110 to O.SL 73.17 0.904 26.01 0.3 Leeward Roof 6.63 4.68 11.31 1.95 6.79 1.17 0.51. to 1.O1. 73.17 0.904 26.01 -0.9 Windward Roof -19.90 4.68 WXPH2+ -15.22 -24.58 -9.13 -14.75 0 to h 73.17 0.904 26.01 -0.5 Windward Roof -11.05 4.68 -6.37 -15.74 -3.82 -9.44 h to 2h 73.17 0.904 26.01 -0.3 Windward Roof -6.63 4.68 -1.95 -11.31 -1.17 -6.79 > 2h 73.17 0.904 26.01 -0.9 Windward Roof -19.90 4.68 WXPH2- -15.22 -24.58 -9.13 -14.75 0to h 73.17 0.904 26.01 -0.5 Windward Root -11.05 4.68 -6.37 -15.74 -3.82 -9.44 h to 2h 73.17 0.904 26.01 -0.3 Windward Roof -6.63 4.68 -1.95 -11.31 -1.17 -6.79 > 2h 84.63 0.942 27.11 -1.1 Windward Roof -25.35 4.88 WYPHl+ Roof -West -20.47 -30.23 -12.28 -18.14 0 to O.SL 84.63 0.942 27.11 -0.1 Windward Roof -2.30 4.88 2.58 -7.19 1.55 -4.31 O.SL to 1.01. 94.63 0.942 27.11 0.3 Leeward Roof 6.91 4.88 WYPHI 11.79 2.03 7.08 1.220to 0.51. 94.63 0.942 27.11 1.2 Leeward Roof 27.66 4.88 32.54 22.78 19.52 13.67 0.51. to 1.01. 84.63 0.942 27.11 -0.9 Windward Roof -20.74 4.88 WYPH2+ -15.86 -25.62 -9.52 -15.37 0 to h 94.63 0.942 27.11 -0.5 Windward Roof -11.52 4.88 -6.64 -16.40 -3.99 -9.84 h to 2h 0.00 0.00 0.00 0.00 0.00 > 2h 84.63 0.942 27.11 -0.18 Leeward Roof -4.15 4.88 WYPH2- 0.73 -9.03 0.44 -5.42 0to h 84.63 0.942 27.11 -0.18 Leeward Roof -4.15 -4.15 -4.15 -2.49 -2.49 h to 2h 0.00 0.00 0.00 0.00 0.00 0.00 > 2h 84.63 0.942 27.11 1.2 Windward Roof 27.66 4.88 WXPH1+ 32.54 22.78 19.52 13.67 0 to 0.51. 94.63 0.942 27.11 0.3 Windward Roof 6.91 4.88 11.79 2.03 7.08 1.22 O.SL to 1.01 84.63 0.942 27.11 1.2 Leeward Roof 27.66 4.88 WXPHl 32.54 22.78 19.52 13.67 0 to O.SL 94.63 0.942 27.11 0.3 Leeward Roof 6.91 4.88 11.79 2.03 7.08 1.22 0.51. to 1.01. 84.63 0.942 27.11 -0.9 Windward Roof -20.74 4.88 WXPH2+ -15.96 -25.62 -9.52 -15.37 0 to h 84.63 0.942 27.11 -0.5 Windward Roof -11.52 4.88 -6.64 -16.40 -3.99 .9.94 h to 2h 94.63 0.942 27.11 -0.3 Windward Roof 6.91 4.88 -2.03 -11.79 -1.22 -7.08 > 2h 84.63 0.942 27.11 -0.9 Windward Roof -20.74 4.88 WXPH2- -15.86 -25.62 -9.52 -15.37 0 to h 84.63 0.942 27.11 -0.5 Windward Roof -11.52 4.88 -6.64 -16.40 -3.99 -9.84 h to 2h 94.63 0.942 27.11 -0.3 Windward Roof -6.91 4.88 -2.03 -11.79 -1.22 -7.08 > 2h 73.17 0.904 26.01 1.73 Windward Roof 38.25 PHASE I COMP & CLADDING ZONE 1 73.17 0.904 26.01 -1.73 Windward Roof -38.25 ZONE 1 73.17 0.9D4 26.01 2.6 Windward Roof 57.48 ZONE 2 73.17 0.9D4 26.01 -2.62 Windward Roof -57.93 ZONE 2 73.17 0.904 26.01 3.46 Windward Roof 76.50 ZONE 3 73.17 0.904 26.01 -3.94 Windward Roof -87.11 ZONE 3 84.63 0.942 27.11 1.06 Windward Roof 24.43 ZONE 1 84.63 0.942 27.11 -2.14 Windward Roof -49.32 ZONE 1 94.63 0.942 27.11 1.66 Windward Roof. 38.26 ZONE 2 84.63 0.942 27.11 -1.94 Windward Roof -42.41 ZONE 2 94.63 0.942 27.11 2.12 Windward Roof 48.86 ZONE 3 84.63 0.942 27.11 •3.72 Windward Roof -85.74 ZONE 3 73.17 0.904 26.01 0.2 Windward Roof 4.42 4.68 PHASE 2 COMP & CLADDING 9.10 -0.26 5.46 -0.16 ZONE 1 73.17 0.904 26.01 -1 Windward Roof -22.11 4.5 -17.43 -26.79 -10.46 -16.07 ZONE 1 73.17 0.9D4 26.01 0.2 Windward Roof 4.42 4.68 9.10 -0.26 5.46 -0.16 ZONE 2 73.17 0.904 26.01 -1.8 Windward Roof -39.80 4.68 -35.11 -44.48 -21.07 -26.69 ZONE 2 73.17 0.904 26.01 0.2 Windward Roof 4.42 4.68 9.10 -0.26 5.46 -0.16 ZONE 3 73.17 0.904 26.01 -2.8 Windward Roof -61.91 4.68 -57.22 -66.59 -34.33 -39.95 ZONE 3 84.63 0.942 27.11 0.2 Windward Roof 4.61 4.88 9.49 -0.27 5.69 -0.16 ZONE 1 94.63 0.942 27.11 -1 Windward Roof -23.05 4.88 -18.17 -27.93 -10.90 -16.76 ZONE 1 94.63 0.942 27.11 0.2 Windward Roof 4.61 4.88 9.49 -0.27 5.69 -0.16 ZONE 2 84.63 0.942 27.11 -1.8 Windward Roof -41.49 4.88 -36.60 -46.37 -21.96 -27.82 ZONE 2 94.63 0.942 27.11 0.2 Windward Roof 1 4.611 4.88 9.49 -0.27 5.69 -0.16 ZONE 3 84.63 0.942 27.11 -2.8 Windward Root 1 -64.531 4.88 -59.65 -69.41 -35.79 -41.65 ZONE 3 4.1-8 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT IVSHEET LOCATION L01,0 Wtl (LIENT DATE i l t�. BY W M CNw359,p� Pf�d11,oeo oqk-`, CIF A_ t - LN w - C . -`.Z0 L = 0..3 -�- rro Gojc m mwfAe-S WY+ T l �NW =9.2 'y 35.9 PJF .3N •$ �� CND'\ FSF 4.1-9 CA&V- K (�o,XWt MWf�R3 LoAr> WY Rt (-Asr. Q. Design Sheet PROJECT LOCATION V I CL01 VAR III / 18 SHEET BY MAGNUSSON�� KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers u 2 •! s �Zr a ly.q Pdf Coa T~ tsi, " Z WY+ CIO =,o.j JL M&�,; A ��a r Mw�fLss WY { [oAo W�l b.5 + GCfi wy- �rAJs I�WF�� LoAr) WY - PR 2-, 0, tom - + qt; P'No — GCf4 Wtu, Ow to BE saplwuparr, o+J AU S'WtFa-cam La*Ds 70 P1-0 0 UCC 7-AZ &,emir- Itr tOAo ff:�ECT Ind F-sr, fc,,,Jf 4.1-1 O Design Sheet PROJECT LOCATION CLIENT SHEET DATE +J'I� BY - c 2113-1. is = W.17 ` 1. 19-3 wi wX MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers K� =",6 3 r 1. 7-3q Ocmr- : Su P "-.f9DFzAo r3Y ('L-')KP Cw 6 CALC-S k-, �� : � - - o, 5 �!� sus -r © s L �41�s� 1, �iie R i � f� Nta�osceP� Cow � C,, (O SL To > { C 4-11 _ +' t-i-rk$E 2. 0.5O2- cta -ro .h . CV p -0.9 0m. -ro 2� • CIO - -C-5 ate- >2-11_Cr--03�-o.�- 07-Y-V 65 JAICE 6 7, -6� i, �—S. � CNL Cow CNit,-- �► zLN L C(2 T. - 2Y� Cr - -V - 3 4.1-11 ®an CJa� E a CNw C `L•� CNt, = "O aQ -0• IT g{z -0.11' Design Sheet MAGNUSSON KLEMENC IC F ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers MAGNUSSON KLEMENCIC ASSOCIATES C 4.2 ANALYTICAL MODEL OVERVIEW A 3D finite element model of the building was created in SAP2000 (Computers and Structures, 2014) to represent the mass and stiffness of the structure to a level of detail accurate enough to be suitable for Modal Response Spectrum Analysis per ASCE 7-10 Section 12.9. The analytical model captures 98.7% mass in the X-direction and 99.4% in the Y-direction, which exceeds the lower limit of 90% mass participation that is required by the IBC 2012. See the following pages for calculations and figures pertaining to analytical model. DIAPHRAGM The steel roof deck is modeled as a semi -rigid diaphragm. Membrane -bending stiffness and shear stiffness parameters were determined based on the specified roof deck profile and anticipated diaphragm fastening patterns, respectively. BUCKLING RESTRAINED BRACES BRB's are modeled as elastic elements with axial stiffness modifiers applied to reflect the expected increase in stiffness associated with the series of components at each BRB. These stiffness modifiers will be verified with the BRB supplier when those elements are designed with the deferred submittal. WALL SHELL ELEMENTS Shell elements are defined to represent the future Phase 2 extents of exterior cladding. Wind loading is applied to the wall and roof shell elements as pressures (psf) based on the wall load maps of S101 and S102. STRUCTURAL IRREGULARITIES Below are listed the horizontal and vertical structural irregularities per tables 12.3-1 and 12.3-2, respectively, of ASCE 7-10, with an indication of whether or not it applies to this building. Horizontal Structural Irregularity Applicability la Torsional Irregularity Yes lb Extreme Torsional Irregularity No 2 Reentrant Corner Irregularity No 3 Diaphragm Discontinuity Irregularity Yes 4 Out -of -Plane Offset Irregularity No 5 Nonparallel Systems Irregularity Yes Vertical Structural Irregularity Applicability la Stiffness -Soft Story Irregularity No 1 b Stiffness -Extreme Soft Story Irregularity No 2 Mass Irregularity No 3 Vertical Geometric Irregularity No 4 In -Plane Discontinuity Irregularity No 5a Strength -Weak Story Irregularity No Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.2-1 5b Strength -Extreme Weak Story Irregularity No REDUNDANCY MAGNUSSON KLEMENCIC _ ASSOCIATES G If any single brace is removed from the analytical model, the resulting story drifts do not result in a Horizontal Structural Irregularity type 1 b. Therefore, the Redundancy Factor for the building is 1.0. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.2-2 LATERAL ANALYTICAL MODEL OVERVIEW Wall Elevations North Elevation Grid 21 "Mid" Elevation Grid 11 South Elevation Grid 1 East Elevation Grid A i m m m AN m West Elevation Grid Q J W 0 8 IM N N N N `O CCO L L 0 CO H 10 L O O O. CY) i L 0 066 a' X >- a� O C CN CCN '^ O 0 C +- F2� .0 o I� �O x U*) 0 •� L X � Q 4.2-5 N (n N � � C L � � O C 0 � O 04 C O i= L L 0 6 O c X >- Design Sheet MAGNUSSON KLEMENCIC__ ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC . _. ASSOCIATES ■ Structural + Civil Engineers Design Sheet PROJECT LOCATION CLIENT Zp� F j.) E-Gk — i 10 t-C.V-. EELA-CTED = • �E,�JQ1l�G �i 1�FEr�' 1 �-�tsrFae.�►ti ��e.�o-�.i 4 Zr Z. i4 SHEET DATE BY V.C,C"1 /� y MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers &2C� c �oQ S€A-K WILDS 4 z." IVA/ e Zy (0„/ per. �2C sm- WiFj:t)5 mQnClm4m Iz` opi (foso- (EVEtLy TWOUCW) S 4r PylJCµWCk syam. 3a PLF l3,47Y 4.2-8 Modeling Steel Deck o diaphragms Analysis Technical Specialty Team There are times when it may be appropriate to model a steel deck diaphragm explicitly in the computer analysis model. One way to accomplish this is to use a "membrane" area element with a modified thickness. The question becomes, "what thickness should I use?" The stiffness of corrugated steel decking is a function of material, profile, warping, thickness, and fastening pattern. We typically specify a profile of the steel deck, a minimum allowable diaphragm shear capacity, and a maximum flexibility factor on our Contract Documents and ask the Contractor to select a deck gage and fastening pattern that meets these requirements. Steel deck is generally ASTM A653 with a minimum yield strength of 33 ksi and a modified minimum tensile strength pf 55.ksi. The profile will depend on the design gravity loads and required span length. Type B deck is 1-1/2 inches deep (Verco PLB-36 or HSB-36, ASC B-36, for example) and Type N deck is 3 inches deep (Verco PLN 24 or N-24, ASC N-24, for example). Warping is inherent in a corrugated section. Thus, thickness and fastening patterns are the remaining inputs under our control. Recall the classic definition for shear modulus: T V a G =—=-- y UA where V, a, L, t, and A are shown in Figure 1. This leads to a stiffness equal to: V Lt k= Q= aG Or, alternatively, a flexibility equal to: 1Aa1 ___ F k V LtG V((3 4.2-9 Apply a 1 Ib/ft force on a 1-foot-squore element, then: _ 12" _ 0.0893 x 10-6 F 12" x t x 11,200,000 psi t Thus, the equivalent thickness to use to define the "membrane" element in the analysis model is: 0.0893 teq = F where Fis in units: [in/lb x 106] or [µin/lb] Note that the flexibility factor can be determined from steel deck manufacturers' catalogs, or generically from the Steel Deck Institute's "Diaphragm Design Manual." See below for some example calculations. Typical values for the stiffness of a 0.03-inch-thick material may be on the order of 50 kips/inch, depending on the deck profile and connection pattern. This correlates to an effective modulus G' = 50 kips/inch / 0.03 inch = 1,667 ksi, much smaller than the shear modulus of the base material G = 11,200 ksi. Therefore, roof diaphragms are commonly much more flexible than flat plates of similar thickness. EXAMPLE 1: VERCO DECK 1-1/2-inch HSB-36 20-go deck with four welds at the supports and 1-1 /2-inch top seam welds spaced at 24 inches on center. Assume 3 span condition with Iv = 10' and assume LS = 30', so R = 10'/30' = 1 /3 F=39.8+35R=39.8+35(1/3)=51.47in/lb x106 teq = 0.0893/51.47 = 0.00173" EXAMPLE 2: ASC DECK 1-1 /2-inch B-36 20-ga deck with four welds at the supports and 1-1 /2-inch top seam welds spaced at 24 inches on center. Assume 3 span condition with t, = 10' and assume Lz = 30', so R = 10'/30' = 1 /3 F = 4.5 + 64R = 4.5 + 64(1 /3) = 25.83 pin/lb t = 0.0893/25.83 = 0.00346" eq MAGNUSSON KLEMENCIC ASSOCIATES a 4.3 BUCKLING -RESTRAINED BRACE DESIGN Buckling -restrained braces (BRB) are proportioned based on the requirements of AISC 341-10 section F4. Design demands are extracted from the lateral model, which considers the wind and seismic loading described in section 4.1 of these calculations. The adjusted BRB strengths are calculated per AISC 341-10 section F4.2a. The strain hardening adjustment factors w and compression strength adjustment factors R used for each BRB are manufacturer supplied information. The General Notes on S002 limit the specified yield stress FY.0 to 42 +/- 2 ksi. The upper -bound brace axial yield strength of 44 ksi is used in calculation of anticipated BRB forces, for BRBF component design. BRB proportioning is based on the lower -bound axial yield strength of 40 ksi. These parameters are used to calculate the amplified seismic axial loads at the BRBF columns and supporting foundations. See sections 4.4 and 4.6 for information pertaining to BRBF column and BRBF anchorage design, respectively. See the following pages for calculations and figures pertaining to the proportioning of the BRB's. See S301 for required BRB core areas BRBF configurations, S302 for typical BRBF details, and S403 for typical steel details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.3-1 Design Sheet PROJECT (mOr �l_oVED A LOCATION �T L4 tW)L.A CLIENT z (2.JS SHEET DATE DI JZL. 15 'BY MAGNUSSON v, KLEMENCIC.. ASSOCIATES ■ Structural + Civil Engineers CLc�tt�o.L t3(ZB �mc-noN N® -n+ F ,evlof-j \ �- o 9W-5 b E SIC. Abu4s-= &LAB.E 'S1Yzr JG-r14 A ID -ME- C-A��C1fi -Sh-Sf,0 bo4ps ImPasID C"-o G 4tX-C A16 Ec.CME-Ara Fo4 GmEN A ? Gri�Qm . ,km'-ts-r+Eo {,3aj�E PPDT/Ir =Co�ys � ► s Now 25 iks�� �+�IA�irz-- CioyaD AVj---t5'CF-P Q,(AC F- ST72E4 t et' 104 G) ^ PPF.S,i(oPJ P�� ; ��wAo Esc (1.C)SS ,lsq�5.25 1,z ,`%f 1-s) f1 _ k 4.3-2 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers ZU.. pan Z 5 $er Y Z ` V.y rrr nnemr na row 7luuad le nioni76 2 7a (iDB 9 31iedndpaJano: z fi tljp 1 ; q9A pl9 51' I v g I 5 I I I o-- o-- owu I I 44 \ I 9 g 9 I I 8 8 I mriM ; 4.3-4 33 6 0 Z 0 C A 8 Nl c y £ I I I V _ II Ci 0 QU K 55 g 0, g I V g I • I Al I o- BRB Proportioning & Anticpated Brace Demands on Connecting Elements Fysc,LB 40 Fnc,UB 44 m 0.9 Earthouake Load BRB T (kip) C (kip) Adjusted Brace Strength Vert End Reactions Horiz End Reactions Max Min As,req Design Ag DCR Li hi LBBB (ft) w Pvc T C T C T C BRB_E_1 260.7 -260.7 7.24 7.25 0.999 22.75 30.500 38.05 1.22 1.11 319 390 433 313 347 233 259 BRB_E_2 257.4 -257.4 7.15 7.25 0.986 22.75 30.500 38.05 1.22 1.11 319 390 433 313 347 233 259 BRB_E_3 258.6 -258.6 7.18 7.25 0.991 22.75 30.500 38.05 1.22 1.11 319 390 433 313 347 233 259 BRB_E_4 261.1 -261.1 7.251 7.25 1.001 22.75 30.500 38.05 1.22 1.111 319 390 433 313 3471 233 259 BRB_E_5 231.0 -231.0 6.42 7 0.917 22.75 26.292 34.77 1.24 1.12 308 3821 427 289 323 250 279 BRB_E_6 247.8 -247.8 6.88 7 0.983 22.75 26.292 34.77 1.24 1.12 308 382 427 289 323 250 279 BRB_E_7 246.7 -246.7 6.85 7 0.979 22.75 26.292 34.77 1.24 1.12 308 382 427 289 323 250 279 BRB_E_8 234.5 -234.S 6.51 7 0.930 22.75 26.292 34.77 1.24 1.12 308 382 427 289 323 250 279 BRB_W_1 213.8 -213.8 5.94 6.5 0.914 23.678 41.224 47.S4 1.17 1.09 286 335 364 290 316 167 181 BRB_W_2 217.8 -217.8 6.05 6.5 0.931 23.678 41.224 47.54 1.17 1.09 286 335 364 290 316 167 181 BRB_W_3 234.4 -234.4 6.511 6.5 1.0021 23.678 41.2241 47.54 1.17 1.09 286 335 364 290 316 167 181 BRB_W_4 218.5 -218.5 6.07 6.S 0.934 23.678 41.224 47.54 1.17 1.091 286 3351 364 290 3161 167 181 BRB _W_5 227.0 -227.0 6.31 6.25 1.009 23.678 36.289 43.33 1.19 1.10 275 328 359 275 3011 179 196 BRB_W_6 210.7 -210.7 5.85 6.25 0.937 23.678 36.509 43.52 1.19 1.10 275 328 359 275 301 178 195 BRB _W_7 207.6 -207.6 5.77 6.25 0.923 23.678 36.520 43.52 1.19 1.10 275 328 359 275 301 178 195 BRB_W_8 191.0 -191.0 5.31 6.25 0.849 23.678 36.778 43.74 1.19 1.10 275 327 359 275 301 177 194 BRB_S_1 107.9 -107.9 3.00 3.25 0.922 21.26 41.250 46.41 1.15 1.08 143 164 177 146 158 75 81 BRB_5_2 108.0 -108.0 3.00 3.25 0.923 21.26 41.250 46.41 1.15 1.08 143 164 177 146 158 75 81 3 108.4 -108.4 3.01 3.25 0.926 21.26 41.2SO 46.41 1.15 1.08 143 164 177 146 158 75 81 4 109.1 -109.1 3.03 3.25 0.933 21.26 41.250 46.41 1.15 1.08 143 164 177 146 158 75 81 5 92.3 -92.3 2.56 3 0.855 21.26 41.230 46.39 1.15 1.08 132 152 164 135 145 70 75 gBRBS 6 91.3 -91.3 2.53 3 0.845 21.26 43.597 48.51 1.14 1.08 132 150 162 135 145 66 71 7 89.9 -89.9 2.50 3 0.833 21.26 43.083 48.04 1.14 1.08 132 151 162 135 14S 67 72 8 90.1 -90.1 2.50 3 0.834 21.26 42.814 47.80 1.14 1.08 132 151 162 135 145 67 72 BRB_N_1 186.6 -186.61 5.18 5.25 0.9871 21.26 41.2501 46.41 1.16 1.08 231 268 290 238 258 123 133 BRB_N_2 184.2 -184.2 5.12 5.25 0.975 21.26 41.250 46.41 1.16 1.08 2311 268 290 238 258 123 133 BRB_N_3 182.4 -182.4 5.07 5.25 0.965 21.26 41.250 46.41 1.16 1.08 231 268 290 238 258 1231 133 BRB_N_4 183.5 -183.5 5.10 5.25 0.971 21.26 41.250 46.41 1.16 1.08 231 268 290 238 258 123 133 BRB_N_5 160.7 -160.7 4.46 4.7S 0.940 21.26 42.814 47.80 1.15 1.08 209 240 259 215 232 107 115 BRB_N_6 161.0 -161.0 4.47 4.75 0.941 21.26 43.083 48.04 1.15 1.08 209 239 258 215 232 106 114 BRB_N_7 164.4 -164.4 4.571 4.75 0.961 21.26 43.597 48.51 1.14 1.08 209 239 257 215 231 105 113 BRB_N_8 1 157.0 -157.0 4.36 4.75 0.9181 21.261 41.2301 46.391 1.151 1.081 209 2411 2611 214 232 111 120 BRB-MID-1 507.2 -507.2 14.09 14.5 0.9721 26.581 41.2501 49.071 1.191 1.101 6381 7591 8321 638 6991 411 451 BRB _MID _2 501.7 -501.7 13.93 14.5 0.961 26.581 41.2501 49.071 1.191 1.101 6381 7591 8321 638 699 411 451 BRB-MID-3 442.5 -442.5 12.29 13.00 0.9451 26.581 37.9591 46.341 1.201 1.101 5721 6881 7571 564 6261 395 434 BRB-MID-4 464.9 -464.9 12.91 13.00 0.9931 26.581 35.2721 44.171 1.211 1.101 5721 6941 7671 554 6111 438 461 MAGNUSSON �1 KLEMENCIC ll ASSOCIATES 13 4.4 BRBF COLUMN DESIGN Steel columns that are part of the BRBF are designed based on the combined action of imposed axial loads from gravity and braced frame action, with consideration given to amplified seismic forces. See sections 3.2 and 4.3 of these calculations for general column design criteria and information pertaining to braced frame action, respectively. Per AISC 341-10 section D1.4a(2)(a), columns shall be designed for the smaller of the amplified seismic loads from the lateral model modified by the overstrength factor no and the maximum force which can be delivered to it by the adjusted brace capacities. For the BRB's in the Covered Airpark, it is conservative to assume that all braces yield in tension or compression simultaneously. Therefore, the axial column force for a given column is the net sum of the vertical components of the BRB adjusted capacities for all BRB's that frame into that column above the baseplate. In addition to the standard column design requirements (see section 3.3), AISC 341 section F4.5a requires that BRBF columns satisfy the requirements of section D1.1 for highly ductile members. Consideration for these compactness limits is demonstrated in the calculations provided. See the following pages for calculations and figures pertaining to the BRBF column analysis and design. See S301 for BRBF configurations, S302 for typical BRBF details, and S403 for typical steel details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.4-1 Phase 2 Gravity Loads @ BRBF Pile Caps BRBF Column @ Grid 9, 13 & A Selection W24X146 E 29000 Fy 50 ksi Cb 1 c 1 Forlshapes Ob 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding Mp 20900 k-in 2) Lateral -Torsional Buckling Lbx 366 in Lpx 127.6 in Lrx 404.2 in Inelastic Buckling Mn 14077 k-in Elastic Buckling Fcr 40.23 ksi Mn 14926 k-in mMn 18910.0 k-in 1567.5 k-ft Weak -axis Bending Strength Axial Strength H1.1 Interaction Check 1) Yielding KxLx 684 strong axis effective length, in Pr 567.4 kip KyLy 366 weak axis effective length, in Mrx 0.0 k-ft MP 4660 k-in Mry 0.00 k-ft KL/rx 66.4 2) Flange Local Buckling KL/ry 121.6 Pr/Pc 0.864 Fe 19.36 ksi Mrx/Mcx 0.000 For Future Work Mry/Mcy 0.000 Flange Q DCR 0.864 b/t 5.62 mMn 4194 k-in 0.56'(E/Fy; 13.49 349.5 k-ft 1.03'(E/Fy: 24.81 Cl, 1 Web Q Ae,guess 47.80' Must iterate for value of f (use Excel "Solver") Pn, guess 1200.731 f 25.12 b/t 34.65 1.49'(E/Fy. 35.88 Web be 22.52 A" 43.00 in2 Cl. 1.000 Q 1.000 Q'Fy/Fe 2.58 Fcr 16.98 ksi Pn 730.0 kip CDPn 657.0 kip •EQcase governing AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 5.92 X, 7.22 OK? OK Web slenderness check h/t 34.65 Ca 0.864 Thd 38.32 OK? OK BRBF Column @ Grid 1 & G Selection W24X176 E 29000 Fy 50 ksi Cb 1 c 1 Forlshapes mb 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding Mp 25550 k-in 2) Lateral -Torsional Buckling Lbx 552 in Lpx 128.9 in Lrx 449.3 in Inelastic Buckling Mn 12609 k-in ? Elastic Buckling A Fcr 27.15 ksi Mn 12219 k-in (DMn 10996.7 k-in 916.4 k-ft Weak -axis Bending Strength Axial Strength H1.1 Interaction Check AISC 341-10 Checks 1) Yielding KxLx 1032 strong axis effective length, in Pr 327.2 kip KyLy 552 weak axis effective length, in Mrx k-ft For Highly Ductile Members: Mp 5750 k-in Mry k-ft Flange slenderness check KL/rx 98.3 b/t 4.81 2) Flange Local Buckling KL/ry 181.6 Pr/Pc 0.924 Ahd 7.22 Fe 8.68 ksi Mrx/Mcx 0.000 OK? OK For Future Work Mry/Mcy 0.000 Flange Q DCR - 0.924 Web slenderness check b/t 4.53 h/tw 30.03 0)Mn 5175 k-in 0.56*(E/Fy 13.49 C, 0.924 431.3 k-ft 1.03*(E/Fy 24.81 Xhd 37.20 Q, 1 OK? OK Web Q Ae,guess 51.70 Must iterate for value of f (use Excel "Solver") Pn, guess 1200.731 f 23.22 b/t 30.03 1.49*(E/Fy 35.88 Web b* 22.52 AQ 51.70 in2 8.53E-1 1.000 Q 1.000 Q*Fy/Fe 5.76 Fcr 7.61 ksi Pn 393.6 kip mPn 354.2 kip BRBF Column @ Grid 1 & K Selection W24X229 E 29000 Fy 50 ksi Cb 1 _c 1 Forlshapes (Db 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding Mp 33750 k-in 2) Lateral -Torsional Buckling Lbx 552 in Lpx 131.8 in Lrx 542.1 in Inelastic Buckling Mn 20263 k-in Elastic Buckling Fcr 34.27 ksi Mn 20148 k-in A mMn 18133.6 k-in tT 1511.1 k-ft Weak -axis Bending Strength Axial Strength H1.1 Interaction Check 1) Yielding KxLx 1032 strong axis effective length, in Pr 430.2 kip KyLy 552 weak axis effective length, in Mrx k-ft Mp 7700 k-in Mry k-ft KL/rx 96.4 2) Flange Local Buckling KL/ry 177.5 Pr/Pc 0.893 Fe 9.09 ksi Mrx/Mcx 0.000 For Future Work Mry/Mcy 0.000 Flange Q DCR 0.893 b/t 3.51 mMn 6930 k-in 0.56•)E/Fy. 13.49 577.5 k-ft 1.03•)E/Fy: 24.81 4 1 Web Q Ae,guess 67.20' Must iterate for value of f )use Excel "Solver') Pn, guess 1200.73j - f 17.87 b/t 23.48 1.49•)E/Fy. 35.88 Web be 22.54 Ae 67.20 in2 1.56E_13 Q. 1.000 Q 1.000 Q'Fy/Fe 5.50 Fcr 7.97 ksi Pn 535.4 kip OPn 481.9 kip •EQ case governing AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 3.79 1, 7.22 OK? OK Web slenderness check h/tw 23.48 Ca 0.893 Aid 37.78 OK? OK BRBF Column @ Grid 7 & Q Selection W24X162 E 29000 Fy 50 ksi Cb 1 _c 1 Forlshapes Olb 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding MP 23400 k-in 2) Lateral -Torsional Buckling Lbx 495 in Lpx 129.3 in Lrx 429.1 in Inelastic Buckling Mn 12532 k-in Elastic Buckling Fcr 29.08 ksi Mn 12039 k-in mMn 10835.4 k-in 903.0 k-ft Weak -axis Bending Strength Axial Strength 1) Yielding KxLx 936 strong axis effective length, in KyLy 495 weak axis effective length, in Mp 5250 k-in KL/rx 90.0 2) Flange Local Buckling KL/ry 162.3 ' Fe 10.87 ksi For Future Work Flange Q b/t 5.04 (I)Mn 4725 k-in 0.56'(E/Fy; 13.49 393.8 k-ft 1.03"(E/Fy; 24.81 Q, 1 Web Q Ae,guess 47.80 Must iterate for value of f (use Excel "Solver") In, guess 1200.73 f 25.12 b/t 32.00 1.49"(E/Fy; 35.88 Web b, 22.56 A. 47.80 in2 -4.8E-06 C1. 1.000 Q 1.000 Q•Fy/Fe 4.60 Fcr 9.53 ksi Pn 455.5 kip IDPn 410.0 kip H1.1 Interaction Check Pr 353.4 kip Mrx k-ft Mry k-ft Pr/Pc 0.862 Mrx/Mcx 0.000 Mry/Mcy 0.000 DCR 0.862 •EQcase governing AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 5.33 Ina 7.22 OK? OK Web slenderness check h/tw 32.00 C. 0.862 Ind 38.35 OK? OK BRBF Column @ Grid 11 & Q Selection W14X257 E 29000 Fy 50 ksi Cb 1 c 1 Forlshapes Ob 0.9 O)c 0.9 Strong -axis Bending Strength 1) Yielding Mp 24350 k-in 2) Lateral -Torsional Buckling Lbx 495 in Lpx 175.1 in Lrx 1253.1 in Inelastic Buckling Mn 21434 k-in Elastic Buckling Fcr 91.81 ksi Mn 24350 k-in A ? V (DMn 21915.0 k-in 1826.3 k-ft Weak -axis Bending Strength Axial Strength H3.1 Interaction Check 1) Yielding Kxlx 77.67 strong axis effective length, in Pr 1071.2 kip KyLy 495 weak axis effective length, in Mrx k-ft Mp 12300 k-in Mry k-ft KL/rx 11.6 2) Flange Local Buckling KL/ry 119.9 Pr/Pc 0.901 Fe 19.92 ksi Mrx/Mcx 0.000 For Future Work Mry/Mcy 0.000 Flange Q DCR 0.901 b/t 3.92 $Mn 11070 k-in 0.56•(E/Fy: 13.49 922.5 k-ft 1.03•(E/Fy: 24.81 C. 1 Web Q Ae,guess ! 75.60' Must iterate for value of f (use Excel "Solver") Pn, guess 1200.73 f 15.88 b/t 10.69 1.49'(E/Fy. 35.88 Web b, 12.62 A, 75.60 in2 -7.1E-06 Q. 1.000 Q 1.000 Q•Fy/Fe 2.51 Fcr 17.47 ksi Pn 1321.0 kip LDPn 1188.9 kip •EQ case governing AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 4.23 A� 7.22 OK? OK Web slenderness check h/tw 10.69 C, 0.901 lea 37.63 OK? OK BRBF Column @ Grid 21 & G, K Selection W24X207 E 29000 Fy 50 ksi Cb 1 c 1 Forlshapes 0)b 0.9. 0)c 0.9 Strong -axis Bending Strength I) Yielding MP 30300 k-in 2) Lateral -Torsional Buckling Lbx 552 in Lpx 130.6 in Lrx 500.7 in Inelastic Buckling Mn 16962 k-in Elastic Buckling Fcr 31.21 ksi Mn 16572 k-in iDMn 14914.6 k-in 1242.9 k-ft Weak -axis Bending Strength Axial Strength H1.1 Interaction Check AISC 341-10 Checks 1) Yielding KxLx 1032 strong axis effective length, in Pr 415.7 kip KyLy 552 weak axis effective length, in Mrx k-ft For Highly Ductile Members: Mp 6850 k-in Mry k-ft Flange slenderness check KL/rx 97.4 b/t 4.14 2) Flange Local Buckling KL/ry 179.2 Pr/Pc 0.974 And 7.22 Fe 8.91 ksi Mrx/Mcx 0.000 CK? OK For Future Work Mry/Mry 0.000 Flange Q DCR 0.974 Web slenderness check b/t 3.86 h/tw 25.93 dDMn 6165 k-in 0.56"(E/Fy; 13.49 C, 0.974 513.8 k-ft 1.03•(E/Fy; 24.81 And 36.28 Q. 1 OK? OK Web Q Ae,guess 60.70I Must iterate for value of IF (use Excel "Solver") Pn, guess 1200.73 f 19.78 b/t 25.93 1.49'(E/Fy: 35.88 Web b, 22.56 A, 60.70 in2 F 6.5E-06 Q, 1.DOD Q 1.000 Q•FY/Fe 5.61 Fcr 7.81 ksi Pn 474.4 kip CDPn 426.9 kip 4.4-8 Design Sheet PROJECT .r j LOCATION V. ,v. .1, A CLIENT MAGNUSSON 11 KLEMENCIC .. ASSOCIATES ■ Structural + Civil Engineers SHEET DATE (, 5 (5 BY Ccr-wfiA J Lot"o Wzgx cR . z- 33.3 L S Wiz. --N 2,2. Z. A E AeS L C- C,p,DtDjt G : 134D Ems) ' 1.7 (4,V W, C 2-Z.75'W1 3q.13' X t:' IOQU4), : 7 '12 - r ISSq k 37, '{c I IL ; fS'Fill i (,(, = 15 ps ► r I = 10i'o C&AJ (e-58 ? Y k 4.4-9 Design Sheet PROJECT l- SHEET LOCATION '��, ��Q CLIENT >a_ DATE ,�c ft"c !L,' 2,Y,50 -Rl'z 'IZ, o& YL MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers D,r- )g-. -,, Lug. ,.s S'z 9.� k COL- i C�c1GsZ �-� '�� � ��4 1p -A (I.1 I-tF)1(22•735`� - 3& 11 k 1 2 .75�. lk 41 91.7 23, �` Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers MAGNUSSON KLEMENCIC I ASSOCIATES ❑ 4.5 BRBF BEAM DESIGN Beams as part of the BRBF are designed based on the combined action of imposed axial loads from gravity and braced frame action, with consideration given to amplified seismic forces. See section 3.3 of these calculations for information pertaining to gravity loads and section 4.3 for additional information pertaining to braced frame action. Since the BRB's for the Covered Airpark follow an X-brace configuration, no net load is imposed on the beams from braced frame action. These beams are designed as diaphragm collectors. Thus the seismic component of the design demand results from an amplification of forces from the analytical model by 00 per ASCE 7-10 section 12.1.2.1. It is assumed that shear force is distributed by the diaphragm connection uniformly along lines of roof framing that is collinear with the BRBF's. See section 4.7 of these calculations for information pertaining to the behavior of the steel framing elements as components within the roof diaphragm system. In addition to the standard beam design requirements (see section 3.4), AISC 341 section F4.5a requires that BRBF beams satisfy the requirements of section D 1.1 for highly ductile members. Consideration for these compactness limits is demonstrated in the calculations provided. Furthermore, to ensure that BRBF beams are not shear critical under seismic displacements, beam shear is checked under conditions where the shear loading effect from gravity is combined with the shear loading effect from the beam achieving its maximum probable moment Mpr in seismic frame action. See the following pages for calculations pertaining to the BRBF beam analysis and design. See S301 for BRBF configurations, S302 for typical BRBF details, and S403 for typical steel details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.5-1 BRBF Beam @ Grid 11, Roof Selection W18X306 E 29000 Fy 50 ksi Cb 1.67 _c 1 Forlshapes (Db 0.9 me 0.9 Strong -axis Bending Strength 1) Yielding Mp 11500 k-in 2) Lateral -Torsional Buckling Lbx 127.5 in Lpx 112.7 in Lrx 381.9 in Inelastic Buckling Mn 11500 k-in Elastic Buckling Fcr 318.66 ksi Mn 11500 k-in A 1DMn 10350.0 k-in N 862.5 k-ft Weak -axis Bending Strength Axial Strength H1.1 Interaction Check 1) Yielding KxLx 318.5 strong axis effective length, in Pr 593.0 kip Kyly 127.5 weak axis effective length, in Mrx 385.1 k-ft Mp 3025 k-in Mry k-ft KL/. 40.6 2) Flange Local Buckling KL/ry 47.9 Pr/Pc 0.501 Fe 124.58 ksi Mrx/Mcx 0.446 For Future Work Mry/Mcy 0.000 Flange Q DCR 0.898 b/t 5.64 mMn 2723 k-In 0.56•(E/Fy)A0.5 13.49 226.9 k-ft 1.03'(E/Fy)A0.5 24.81 Q, 1 Web Q Ae,guess 31.30 Must iterate for value of f (use Excel "Solver") Pn, guess _ 1261-591 f 40.57 b/t 28.51 1.49'(E/Fy)A0.5 35.88 Web b. 16.82 A. 31.10 in2 Iterate to 011 Q, 1.000 Q 1.000 Q•Fy/Fe 0.40 E Fcr 42.27 ksi Pn 1314.5 kip mPn 2183.1 kip LC LRFD 5 From RISA 3D analysis From RISA 3D analysis AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 5.96 4d 7.22 OK? OK Web slenderness check h/tw 28.51 C, 0.501 Ah, 45.04 OK? OK A W BRBF Beam @ Grid 21, Roof Selection W34X68 E 29000 Fy 50 ksi Cb 1.67 _c 1 Forlshapes (Db 0.9 me 0.9 Strong -axis Bending Strength Weak -axis Bending Strength 1) Yielding 1) Yielding Mp 5750 k-in Mp 1845 k-in 2) Lateral -Torsional Buckling 2) Flange Local Buckling Lbx 112.5 in For Future Work Lpx 104.3 in Lrx 351.2 in Inelastic Buckling Mn 5750 k-in Elastic Buckling Fcr 334.55 ksi Mn 5750 k-in mMn 5175.0 k-in 431.3 k-ft mMn 2661 k-In 138.4 k-ft Axial Strength H1.1 Interaction Check KxLx 255 strong axis effective length, in Pr 160.0 kip KyLy 127.5 weak axis effective length, in Mrx 193.1 k-ft Miry 4.7 k-ft KL/rx 42.4 KL/ry 51.8 Pr/Pc 0.216 Fe 106.55 ksi Mrx/Mcx 0.448 Mry/Mcy 0.034 Flange Q OCR 0.645 b/t 6.66 0.56•(E/Fy)^0.5 13.49 1.03'(E/Fy)^0.5 24.81 Q4 1 Web Q Ae,guess I,, 20.00!Must iterate for value of f (use Excel "Solver") Pn, guess L821.67j f 41.08 b/t 30.27 1.49•(E/Fy)AO.5 35.88 Web b, 12.56 A. 20.00 in2 Iterate to 0il Q, 1.000 Q 1.000 Q•Fy/Fe 0.47 Fcr 41.08 ksi Pn 821.7 kip OPn 739.5 kip LC LRFD 5 From RISA 3D analysis From RISA 3D analysis AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 6.94 )L d 7.22 OK? OK Web slenderness check h/tw 30.27 C. 0.216 4d 50.32 OK? OK BRBF Beam @ Grid Q, Roof Selection W34X48 E 29000 Fy 50 ksi Cb 1 c 1 Forlshapes mb 0.9 me 0.9 Strong -axis Bending Strength Weak -axis Bending Strength Axial Strength 1) Yielding 1) Yielding KxLx 284.5 strong axis effective length, in KyLy 142.25 weak axis effective length, in Mp 3920 k-in Mp 980 k-in KL/rx 48.6 2) Lateral -Torsional Buckling 2) Flange Local Buckling KL/ry 74.5 Fe 51.60 ksi Lbx 284.5 in For Future Work Lpx 81.0 in Flange Lrx 253.1 in b/t 6.46 Win 882 k-in 0.56•(E/Fy)A0.5 13.49 Inelastic Buckling 73.5 k-ft 1.03'(E/Fy)A0.5 24.81 Mn 2190 k-in Q, 1 Elastic Buckling Web Q Fcr 29.85 ksi Ae,guess 14.10! Must iterate for value of f (use Excel "Solver") Mn 2095 k-in Pn, guess _4.69.95 f 33.33 O1Mn 1885.7 k-in b/t 37.09 Cn 157.1 k-ft A 1.49'(E/Fy)AO.5 35.88 Web b, 12.61 k 14.10 m2 1.57E-0 Iterate to OU Q, 1.000 Q 1.000 Q'Fy/Fe 0.97 E Fcr 33.33 ksi Pn 470.0 kip (DPn 423.0 kip H1.1 Interaction Check Pr 360.0 kip LC LRFD 5 Mrx 16 k-ft From RISA 30 analysis Mry k-ft From RISA 30 analysis Pr/Pc 0.851 Mrx/Mcx 0.100 Mry/Mcy 0.000 DCR 0.940 AISC 341-10 Checks For Highly Ductile Members Flange slenderness check b/t 6.75 L d 7.22 OK? OK Web slenderness check h/t. 37.09 C. 0.851 438.55 OK? OK Design Sheet PROJECT 1 LOCATION e-4 SHEET CLIENT DATE mhWty BY COU ECTof - �S\Cgf `= Noo--0 . U,, = SI k .3�-e� = o, yo-5 At, VIA = 29 (v I k MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers WPN/dv / 15 'EprT'S F x J'Lo (moot- cov1 @ fah 5941cz- 29&+ 2&9 /Y6 INS If `Z89 Ka— - 130.7 ` 127. 9"' 865 �OVT } : v� = 1(o5ke- zs� UK = ZS1 •Z�/�,c�� = ®.8 33 Kc,F ac jLo . Z� `! 03 8S'S 7V7 >A leLF 1.?5g KLf XJ2. f kiIg�k r `\ 4.5-5 Design Sheet MAGNUSSON KLEM.ENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet PROJECT 5ki^1 '- LOCATION CLIENT SHEET DATE OIJ2S/IS BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers 5h��(,f- CALCc(u4?)o nl �-�R-oa(314t3c.� Sl��€w1My� FX&wt PLC GF-APA : W14-KW @ t oOcrli Axf Firz4mx-rF--. O SE 1Sw4Le_ f4EML 1:)FM I�4C) 52Q�7�� �fy ' Ap-, - 527 �--r7 fig, k 1.25 E�2' o 5*Ek-4- 1FIVLA-,W) 4- ©,2SD� lip 't' ®, 2. +0•��•9��� ��Y� o.q(gCf � 4- V4�.�}k 7-2 St4oe --4J Ahx -- 1'7q L -> \)u L D 4.5-7 BRBF Beam Shear Check Reactions Beam Size Lh (ft)' Ry Fy Z (in3) Mpr (k-ft) Mpr*2/Lh (kip) Dead Snow V m Vex DCR W 14X68 21.25 1.1 50 115 527 49.6 26 14 88.4 174 0.508 W 1OX45 21.25 1.1 50 54.9 252 23.7 2 0 26.4 106 0.250 W18X106 26.75 1.1 230 54.9 1157 86.5 54 35 168.2 331 0.508 4.5-8 MAGNUSSON KLEMENCiC ASSOCIATES O 4.6 BRBF BASEPLATE AND ANCHOR ROD DESIGN At the BRBF baseplates and anchor rods, loads are transferred from the braced frames above to the pile cap below. The design demand is determined from the envelope of wind demands from the lateral model and the anticipated seismic force, which is determined from the sum of maximum probable capacities of those BRB's that frame into the column above the baseplate and into the lower BRB gusset. The vertical (plate bending) component of the design demand corresponds to the vertical component of this force. The shear component of the demand corresponds to the horizontal component of this force. Hand calculations were used to determine gravity loads on baseplates. See sections 3.1 and 4.3 of these calculations for information pertaining to gravity loading and braced frame action, respectively. Specific Design Assumptions ■ Capacity -based design ■ Stud spacing, 6" both directions, centered on baseplate ■ Baseplate "L" dimension includes assumed 20" of plate needed to receive gusset ■ At Q-1 1, where two BRBF intersect, 100% of shear loads in each direction was considered and composed into one force vector that shear studs were designed to resist. The following pages contain a sample calculation for one baseplate case. Following the hand calculations is a tabular form of the design of the baseplates and the anchor rods for downward, uplift, and shear forces. See S301 for BRBF configurations, S302 for typical BRBF details, and S403 for typical steel details. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington 4.6-1 Design Sheet MAGNUSSON KLEMENC[C ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT BATE BY a pof � tl 2 � �qt :r� rl � ^ /p"4Af- (M/ 14) •!) �� "' O.GZ$ 'A _ pv Z�916 * ?C J C-A3S(OA1 t,.,Z i'�•Yr LS r 3 +o.os (Zs) 2 tAII 1 �--_- - 2 2.39 1 `t&cxj au = 3 . > 2.3 q > 2.t t --� Ft_ o`c 4.6-3 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers rn V 4.6 BRBF BASEPLATE DESIGN Column Size Pudn Puup 661.8 Baseplate Design Type kips kips Seismic? Vu bf d tf A-09 W24X162 B 916 500 L 259.0 13 25 1.22 A-11 W24X162 G 146 0 L 492.0 13 25 1.22 A-13 W24X162 B 916 500 L 259.0 13 25 1.22 G-01 W24X192 A 767 325 L 81.0 13 25.5 1.46 G-21 W24X229 A 767 325 L 133.0 13.1 26 1.73 1-01 W24X192 F 223 0 L 157.0 13 25.5 1.46 1-21 W24X192 F 223 0 L 256.0 13 25.5 1.46 K-01 W24X250 A 767 325 L 81.0 13.2 26.3 1.89 K-21 W24X229 A 767 325 L 133.0 13.1 26 1.73 M.5-11 W14X455 C 2417 710 L 451.0 16.8 19 3.21 Q-11 (D) W14X455 D 2131 1717 L 661.8 16.8 19 3.21 Q-7 W24X162 E 701 535 L 181.0 13 25 1.22 Q-9 W24x131 H 60 0 L 348.0 12.9 24.5 0.96 41 rn 00 4.6 BRBF BASEPLATE DESIGN 16 18 k1 B N t pl id et da Nbolts V 1.22 14 41 2.5 3 5 PL2.5x14x3'-5" 3 1.75 4 1.22 14 41 1 3 5 PL1x14x3'-5" 3 0.75 4 1.22 14 41 2.5 3 5 PL2.5x14x3'-5" 3 1.75 4 1.46 14 41 2.25 3 5 PL2.25x14x3'-5" 2.75 1.25 4 1.73 14 41 2 3 5 PL2x14x3'-5" 2.5 1.25 4 1.46 14 41 1.25 3 5 PL1.25x14x3'-5" 2.75 0.75 4 1.46 14 41 1.25 3 5 PL1.25x14x3'-5" 2.75 0.75 4 1.89 14 43 2.25 3 7 PL2.25x14x3'-7" 3.35 1.25 4 1.73 14 41 2 3 5 PL2x14x3'-5" 2.5 1.25 4 3.21 18 34 4 2 10 PL4x18x2'-10" 2.5 2 4 3.21 18 34 4 2 10 PL4x18x2'-10" 2.5 2.5 4 1.22 14 41 2.5 3 5 PL2.5x14x3'-5" 3 1.75 4 0.96 14 41 0.75 3 5 PL0.75x14x3'-5" 3.25 0.75 4 bf W 14X342 16.4 W14X455 ' 16.8 L W24X131 12.9 W24X162 13 W24X192 13 W24X229 13.1 W24X250 13.2 W24X370 13.7 A <O 4.6 BRBF BASEPLATE DESIGN Compression Nbolts T Fyb Fub hef Fy m n n X lambda 1 4 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 4 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 4 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 4 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 4 105 125 12 50 8.15 1.76 4.613838 0.891151 1 8.15 4 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 4 105 125 12 50 8.3875 1.8 4.551785 0.894586 1 8.3875 4 105 125 12 50 9.0075 1.72 4.658058 0.890011 1 9.0075 4 105 125 12 50 8.15 1.76 4.613838 0.891151 1 8.15 4 105 125 12 50 7.975 2.28 4.466542 0.996224 1 7.975 6 105 125 12 50 7.975 2.28 4.466542 0.996224 1 7.975 4 105 125 12 50 8.625 1.8 4.506939 0.900277 1 8.625 4 105 125 12 50 8.8625 1.84 4.444449 0.903801 1 8.8625 d W (bf) L (d) T et da Fyb Fub 17.5 18 34 1.5 3.25 1 105 125 19 18 34 1.5 2.5 1 105 125 24.5 14 41 1.5 3.25 1 105 125 25 14 41 1.5 3 1 105 125 25.5 14 41 1.5 2.75 1 105 125 26 14 41 1.5 2.5 1 105 125 26.3 14 43 1.5 3.35 1 105 125 28 14 43 1.5 2.5 1 105 125 41 m 0 4.6 BRBF BASEPLATE DESIGN tension tDCR bearing be 36 5 brgDCR tmin mo tmin treq treq DCR ex Al A2 Pbrg DCR 2.296993 3.625 2.398743 2.399 2.500 0.96 -2.5 574 574 1585.675 0.58 0.91704 3.625 0 0.917 1.000 0.92 -2.5 574 574 1585.675 0.09 2.296993 3.625 2.398743 2.399 2.500 0.96 -2.5 574 574 1585.675 0.58 2.04401 3.3875 1.869503 2.044 2.125 0.91 -2.5 574 574 1585.675 0.48 1.986132 3.15 1.802776 1.986 2.000 0.99 -2.5 574 574 1585.675 0.48 1.102143 3.3875 0 1.102 1.125 0.88 -2.5 574 574 1585.675 0.14 1.102143 3.3875 0 1.102 1.125 0.88 -2.5 574 574 1585.675 0.14 2.143446 4.0075 2.033402 2.143 2.250 0.95 -3.5 602 602 1663.025 0.46 1.986132 3.15 1.802776 1.986 2.000 0.99 -2.5 574 574 1585.675 0.48 3.341197 2.975 2.283732 3.341 3.375 0.84 1 612 2448 3381.3 0.71 3.137296 2.975 3.551413 3.551 3.625 0.89 1 612 2448 3381.3 0.63 2.009421 3.625 2.481279 2.481 2.500 0.99 -2.5 574 574 1585.675 0.44 0.604066 3.8625 0 0.604 0.625 0.81 -2.5 574 574 1585.675 0.04 ension 125 0 125 81.25 81.25 0 0 81.25 81.25 177.5 286.1667 133.75 0 A m 4.6 BRBF BASEPLATE DESIGN AR Shear AR Pullout AR DCR Base welds phiTn Vu phiVn Abrgreq'd Tu/flg (weld min weld s #Shear Studs Req'd 169.1214 0 87.94312 6.040 0.60 436.15 23.56 9 16 31.06311 0 16.15282 1.109 0.00 436.15 23.56 9 30 169.1214 0 87.94312 6.040 0.60 436.15 23.56 9 16 86.28642 0 44.86894 3.082 0.90 521.95 23.08 11 6 86.28642 0 44.86894 3.082 0.90 623.2325 22.74 14 8 31.06311 0 16.15282 1.109 0.00 521.95 23.08 11 10 31.06311 0 16.15282 1.109 0.00 521.95 23.08 11 16 86.28642 0 44.86894 3.082 0.90 686.07 22.62 15 6 86.28642 0 44.86894 3.082 0.90 623.2325 22.74 14 8 220.8932 0 114.8645 7.889 0.69 1483.02 27.18 27 28 345.1457 0 179.4758 12.327 0.73 1483.02 27.18 27 40 169.1214 0 87.94312 6.040 0.68 436.15 23.56 9 12 31.06311 0 16.15282 1.109 0.00 340.56 23.88 7 22 MAGNUSSON KLEMENCIC ASSOCIATES O 4.7 DIAPHRAGM LOADING AND DESIGN CRITERIA Diaphragm demand at the roof deck from wind loading was determined from section cuts defined in the SAP2000 building analytical model. Wind loading was found to not govern the design of the diaphragm. Diaphragm demand at the roof deck from seismic loading was determined in accordance with ASCE 7- 10 section 12.10.1 .1, the design demand was taken as the minimum demands from SAP2000 section cuts and from equations 12.10-1 and 12.10-2. Forces corresponding to equation 12.10-2 were determined from a simple -beam analysis using RISA-3D. Where beams and OWJ's exist at the perimeter of the roof deck, these elements act as diaphragm chord and collector members. Collector forces are determined based on the load delivered to each of the BRBF's that exist in the plane of the roof perimeter framing. Demands are amplified by the overstrength factor 00 per 12.1.2.1. See sections 3.4 and 4.5 of these calculations for design calculations relating to these beams, designed as beam -columns, to include the effects of compressive axial load from the collector. Collector force demands are shown on S203 at the OWJ's to inform the joist supplier's design. See the following pages for calculations and figures pertaining to the diaphragm analysis and design. See S203 for the roof plan and S403 for typical steel details. Structural Calculations — - -_ �— ---- _—� 7777 Covered Airpark, Museum of Flight, Tukwila, Washington 4.7-1 Seismic Mass Tributary to Roof Area/Length psf/plf Weight (kip) 133282 39 5198 7363 35 258 6410.5 15 96 5563.5 15 83 6145 30 184 8711.5 15 131 213 2070 441 182 259 47 182 2591 47 237 2591 61 26830.51 51 134 Description Roof Future roof @ East awning North wall iouth wall East wall Nest wall Big truss imall truss imall truss imall truss allowance for column and beam framing 6681 Total 1527 0.2Sdslewpx In N/S direction, roof width varies from to avg N/S Length 292 ft RISA Input E/W Loading Span 1 Span 2 315.5 ft 358.25 ft 337 Length End i End j 227.58 0.00 227.58 3.35 3.35 0.00 Roof Diaphragm Demands WEnvePh2 WEnvePh2 EQENVE EQENVE 0.6 0.6 0.7 0.7 0.7 E-W Direction, ASO Diaphragm Demand prefix DIR Section Cut Ordinate Diaph width SAP Wind Max SAP Wind Min SAP EQ ME SAP EQ Min 12.10-2 A 12.10-2 B DiaphSC EW A 0.00 298.00 116.12 -200.78 200.40 -200.40 649.8 -649.8 DiaphSC EW B 22.95 300.14 102.27 -162.01 129.71 -129.71 456.6 -456.6 DiaphSC EW C 45.89 302.27 86.67 -148.97 97.65 -97.65 265.0 -265.0 DiaphSC EW D 68.84 304.41 88.03 -151.53 108.36 -108.36 75.0 -75.0 DiaphSC EW E 91.79 306.55 95.89 -196.88 146.34 -146.34 -113.3 113.3 DiaphSC EW F 114.73 308.69 125.12 -219.26 190.54 -190.54 -300.0 300.0 DiaphSC EW G 137.68 310.82 153.80 -233.64 237.66 -237.66 -485.2 485.2 DiaphSC EW H 160.62 312.96 187.92 -245.32 294.29 -294.29 -668.8 668.8 DiaphSC EW 1 183.57 315.10 241.16 -258.84 372.09 -372.09 -851.0 851.0 DiaphSC EW J 206.52 317.23 308.59 -285.39 466.95 -466.95 -1031.7 1031.7 DiaphSC EW K 229.46 319.37 63.56 -232.91 370.25 -370.25 1052.2 -1052.2 DiaphSC EW L 252.41 321.51 39.00 -177.00 311.27 -311.27 860.3 -860.3 DiaphSC EW M 275.36 323.65 29.18 -138.24 261.39 -261.39 669.8 -669.8 DiaphSC EW N 298.30 325.78 31.54 -115.78 210.42 -210.42 480.8 -480.8 DiaphSC EW 0 321.25 327.92 39.15 -111.21 150.96 -150.96 293.3 -293.3 DiaphSC EW P 344.20 330.06 47.29 -106.84 92.48 -92.48 107.2 -107.2 DiaphSC EW Q 367.14 332.19 56.70 -102.83 124.78 -124.78 -77.6 77.6 DiaphSC EW R 390.09 334.33 63.8S -91.30 181.67 -181.67 -260.91 260.9 DiaphSC EW S 413.03 336.47 71.89 -81.10 235.35 -235.35 -443.01 443.0 DiaphSC EW Ntransfer 435.98 338.61 104.03 -85.56 304.61 -304.61 -623.71 623.7 1.17 -1095.9 1095.9 DiaphSC NS A 9.75 455.00 459.39 -362.36 780.12 -780.12 DiaphSC NS B 19.50 455.00 445.83 -353.14 736.72 -736.72 -1017.S 1017.5 -939.0 939.0 DiaphSC NS C 29.25 455.00 401.11 -319.68 687.52 -687.52 DiaphSC NS D 39.00 455.00 380.66 -309.24 644.63 -644.63 -860.6 860.6 -782.2 782.2 -703.8 703.8 DiaphSC NS E 48.75 455.00 342.98 -281.14 599.96 -599.96 DiaphSC NS F S8.50 455.00 330.54 -280.56 559.86 -559.86 DiaphSC NS G 68.25 455.00 292.36 -249.08 513.74 -513.74 -625.4 625.4 -546.9 546.9 -468.5 468.5 -390.1 390.1 -311.7 311.7 DiaphSC NS H 78.00 455.00 28S.88 -243.89 473.24 -473.24 DiaphSC NS 1 87.75 4SS.00 247.40 -213.65 428.65 -428.65 DiaphSC NS J 97.50 4S5.00 242.24 -203.55 389.09 -389.09 DiaphSC NS K 107.25 4S5.00 202.68 -176.47 344.78 -344.78 DiaphSC NS L 117.00 455.00 201.15 -170.47 305.33 -305.33 -233.3 233.3 -154.8 154.8 DiaphSC NS M 126.75 45S.00 163.41 -145.60 256.70 -2S6.70 DiaphSC NS N 136.50 455.00 160.43 -133.40 212.95 -212.95 -76.4 76.4 DiaphSC NS 0 146.25 455.00 122.52 -111.64 165.40 -165.40 2.0 -2.0 DiaphSC NS P 156.00 455.00 117.61 -113.98 128.71 -128.71 80.4 -80.4 158.9 -158.9 237.3 -237.3 DiaphSC NS Q 165.75 455.00 81.49 -94.29 101.26 -101.26 DiaphSC NS R 175.50 45S.00 74.99 -86.20 104.86 -104.86 DiaphSC NS S 185.25 455.00 75.61 -92.27 125.95 -125.95 315.7 -315.7 394.1 -394.1 472.5 -472.5 551.0 -S51.0 611.3 -611.3 707.8 -707.8 786.2 -786.2 DiaphSC NS T 195.00 455.00 70.29 -95.04 149.71 -149.71 DiaphSC NS U 204.75 455.00 103.90 -122.32 182.33 -182.33 DiaphSC NS V 214.50 455.00 104.58 -125.91 214.62 -214.62 DiaphSC NS W 222.00 455.00 142.89 -164.56 251.65 -251.65 DiaphSC NS X 234.00 455.00 144.19 -168.34 286.25 -286.25 DiaphSC NS Y 243.75 455.00 191.50 -208.41 326.72 -326.72 DiaphSC NS 2 253.50 455.00 182.40 -211.49 360.59 -360.59 864.6 -864.6 DiaphSC NS AA 263.25 455.00 227.70 -2S5.70 408.03 -408.03 943.1 -943.1 1021.5-1021.5 DiaphSC NS Wtransfer 273.00 455.00 234.28 -247.32 461.15 -461.15 292 4SS.00 1174.3-1174.3 4.7-3 WEnvePh2 WEnvePh2 EQENVE EQENVE E-W Direction, LRFD Diaphragm Demand SAP Wind SAP Wind I SAP EQ Mi SAP EQ Mi 12.10-2 A 12.10-2 B 193.53 -334.64 286.29 -286.29 928.4 -928.4 170.45 -270.02 185.30 -185.30 652.2 -652.2 144.45 -248.29 139.51 -139.51 378.5 -378.5 146.72 -252.55 154.80 -154.80 107.2 -107.2 159.81 -328.13 209.06 -209.06 -161.8 161.8 208.53 -365.43 272.20 -272.20 -428.6 428.6 256.33 -389.40 339.51 -339.51 -693.1 693.1 313.20 -408.86 420.42 -420.42 -955.4 955.4 401.94 -431.40 531.55 -531.55 -1215.7 1215.7 514.31 -475.65 667.08 -667.08 -1473.8 1473.8 105.93 -388.18 528.92 -528.92 1503.2 -1503.2 65.00 -294.99 444.68 -444.68 1228.9 -1228.9 48.63 -230.40 373.42 -373.42 956.9 -956.9 52.57 -192.961 300.60 -300.60 686.9 -686.9 65.25 -185.35 215.66 -215.66 419.0 -419.0 78.81 -178.06 132.11 -132.11 153.1 -153.1 94.50 -171.39 178.26 -178.26 -110.8 110.8 106.42 -152.16 259.54 -259.54 -372.8 372.8 119.81 -135.16 336.22 -336.22 -632.8 632.8 173.39 -142.61 435.16 -435.16 891.0 891.0 765.65 -603.93 1114.45 -1114.45 -1565.5 1565.5 1453.S 1341.5 1229.5 743.05 -588.57 1052.46 -1052.46 -14S3.S 668.52 -532.80 982.17 -982.17 -1341.5 634.43 -515.40 920.90 -920.90 -1229.5 571.63 -468.56 857.09 -857.09 -1117.4 1117.4 550.90 -467.60 799.80 -799.80 -1005.4 100S.4 893.4 487.27 -415.14 733.91 -733.91 -893.4 476.46 -406.48 676.06 -676.06 -781.3 781.3 412.34 -356.09 612.35 -612.35 -669.3 669.3 557.3 445.2 403.73 -339.25 555.85 -555.85 -557.3 337.80 -294.12 492.55 -492.55 -445.2 335.26 -284.12 436.19 -436.19 -333.2 333.2 221.2 272.36 -242.67 366.71 -366.71 -221.2 267.38 -222.33 304.21 -304.21 -109.2 109.2 -2.9 -114.9 -226.9 -339.0 -451.0 204.20 -186.07 236.29 -236.29 2.9 196.02 -189.97 183.87 -183.87 114.9 135.81 -140.48 144.65 -144.65 226.9 124.98 -143.67 149.80 -149.80 339.0 126.01 -153.79 179.93 -179.93 451.0 117.15 -158.40 213.88 -213.88 563.0 -563.0 -675.0 -787.1 -873.3 -1011.1 -1123.2 173.16 -203.87 260.48 -260.48 675.0 174.30 -209.85 306.60 -306.60 787.1 238.16 -274.26 359.50 -359.50 873.3 240.31 -280.57 408.93 -408.93 1011.1 319.16 -347.35 466.75 -466.75 1123.2 304.00 -352.48 515.13 -515.13 1235.2 -1235.2 -1347.2 -1459.3 -1677.6 379.49 426.17 582.90 -582.90 1347.2 390.47 -412.19 658.79 -658.79 1459.3 1677.6 4.7-4 4.7-5 MAGNUSSON KLEMENC[C ASSOCIATES ■ MISCELLANEOUS STRUCTURAL DESIGN 5.1 Skylight Framing Design Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON KLEMENCIC ASSOCIATES O 5.1 SKYLIGHT FRAMING DESIGN At the roof, there exist (12) skylights that are typically 8 ft wide and range from 75 ft to 138 ft long. Supplemental tube steel framing is added to form several horizontal trusses that transmit diaphragm shear and inertial forces from one side of the skylight to the other. See S203 for locations and extents of the supplement framing shown on plan and S512 for skylight framing details. See section 4.7 of these calculations for information pertaining to diaphragm behavior. SPECIFIC DESIGN CRITERIA Load Combinations ■ Loading per structural load maps ■ Gravity Load Combinations: 1.2D+1.6S; 1.40 ■ Service Load Combination: 1 .0D + 1.OS ■ Lateral Load Combinations: (1.2+0.2SDS)D+1.OE+0.2S Deflections ■ Service loads used for deflections (D and S) ■ Code Limits per 2012 IBC, — A D+L,S — f 1240 — AL =f 1360 Strength Design ■ Per ANSI/AISC 360-10, "Specification for Structural Steel Buildings" Analysis/Modeling Assumptions Method ■ Hand calculations are used to determine gravity and lateral loading (force distribution) on repetitive geometries. ■ Limited computer modeling is conducted to determine gravity loading (force distribution) on unique geometries. SAP2000 is used in the creation of the analysis model. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington MAGNUSSON D KLEMENCIC _ ASSOCIATES 13 Design Assumptions Longitudinal (or parallel, in relation to the skylight geometry) diaphragm inertial forces are determined from the lateral analysis (either SAP2000 output, or AISC 7-10 12.10.1.1). Transverse (in relation to the skylight geometry) diaphragm inertial forces do not impose load on the skylight framing. ■ The relative stiffness of the skylight framing is small when compared to the remainder of the diaphragm in the transverse direction. ■ Transverse diaphragm inertial forces are assumed to transfer through the skylight opening via the open -web joist top chord and back into the remaining diaphragm. Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT rA,9F�- SHEET LOCATION vj�—,>,M VvQ CLIENT DATE BY S,J- I f , LOAD REDUCED - 1 T01.17 K/FT r t i,. _ . r 1 DKD 101-20 2015 --: F --- -'i xr -,-- - _ - - 5.1 11 Design Sheet MAGNUSSONI KLEMENCIC ASSOCIATES ■ Structural Civil Engineers PROJECT M. p1y,Ak. , SHEET LOCATION vvA. CLIENT DATE BY40 I , 09 /T t��,� •i �.[r��y►_/�� f� _� ._ ... ^�yy - 1 - t �- �i ~ p -c t >.— {„_,.,.� r r-i 1 ti ._ -o- - __) - b- a. L r . �• w e - r e '� ♦ �:._-�._,__r- --.p� .h O ¢.iV%.f�;1 J-�!,r- +.-'>� e «.+ -p�b•. a . P---Vr- --•ice-�� -!. r .-`r .- a - e -t •:NV. r 6 � �. .-.. �.. - - , -r. d .Jr -♦ . e .-.4- t o- c ♦ F b e ♦ .... _e . t l �. �. o S,°' r_ O` Q .Lto ,COLS_,. �7. .{_`I I�! ✓ >�-+-�./ __ �_ _ _ L AI� L 1. 1 / li ' � • I' ` .IR ♦ ,: ` • ♦ .. ,. • •. .r .. . . r ,. F �• : e .-_ . ♦ . c + - h _ ' T - r i- r -♦ ♦ .- u . P ` r! ♦ i� . e . • .. e ` —,ter`. - _�',�' �r-1 - _ - - _. -'.'� ,...j. a -c4w A- ' r _ III, .. _V _� I id/`CX,.Fv. , _--- 5.112 Design Sheet PROJECT M or— , P,) EOUTION SHEET DATE BY MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers W WENT ( 47 < Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT /,111q? ,Ark SHEET LOCATION o?^kv- ply CLIENT DATE BY hvw y Covered Airpork, Museum of Flight Puddle Weld v0.1 1/20/2015 Puddle Weld Capacity Based on AWS D1.3 Input Values for Location: Along Skylight Framing t 0.048 in d 0.75 in do 0.654 in de 0.453 in F, 36 ksi F 58 ksi F, 70 ksi do/t 14 V 1.2 k FROM 9/S512: MAGNUSSON KLEMENCIC ASSOCIATES ■ \ DECK CONN TO L BY DECK SUPPLIER. MUST ACHIEVE MIN SERVICE LEVEL \ SHEAR TRANSFER FORCE OF 825 PLF 3116 2-12 2-12 - L5x3xl/4, CONT BTWN JOIST Limit State per AWS Dl .3 2.24 - 8 do/t < 18 cpVn = 1.6 k 2.24 - 9 18 < do/t 32 (pVn = 2.1 k n SECTION 2.24 - 10 32 < da/t 11/7=1'-W ipVn = 1.0 k 2.24 - 11 (pVn < 3.596 k cpVn 1.6 k 5 16.4 in .— Minimum spacing required for demands. ACTUAL SPACING OF DECK PROFILE ON SUPPORT ANGLE: »SIR I:\MoF-WestAirCover\Engineers\DKD\O1 Documents\150120 MOF - PuddleWelds.xlsx Prepared by DKD MAGNUSSON KLEMENCIC ASSOCIATES APPENDICES Appendix A Geotechnical Engineering Services, Museum of Flight Covered Airpark, Tukwila, Washington for Museum of Flight Appendix B Report Addendum, Geotechnical Engineering Services, Museum of flight Covered Airpark Appendix C ACPA AirPave Guide, AirPave 11 Structural Calculations Covered Airpark, Museum of Flight, Tukwila, Washington W Geotechnical Engineering Services Museum of Flight Covered Airpark Tukwila, Washington for Museum of Flight November 17, 2014 GEoENGINEERS� 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 Geotechnical Engineering Services Museum of Flight Covered Airpark Tukwila, Washington File No. 8039-010-00 November 17, 2014 Prepared for: Museum of Flight 9404 East Marginal Way Seattle, Washington 98108 Attention: Laurie Haag Prepared by: GeoEngineers, Inc. 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 Nancy L. Tochko, PE Senior GecjQhniJ eer NLT:IIM:KHC:nid 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© 2014 by GeoEngineers, Inc. All rights reserved. GWENGINEERS� Table of Contents INTRODUCTION.............................................................................................................................................1 PROJECT DESCRIPTION...............................................................................................................................1 PREVIOUS STUDIES........................................................ FIELD EXPLORATIONS AND LABORATORY TESTING..... ................. 2 ................. 2 FieldExplorations...................................................................................................................................2 LaboratoryTesting................................................................................................................................. 2 SITECONDITIONS.........................................................................................................................................2 Settingand Site History ......................................................................................................................... 2 SiteGeology........................................................................................................................................... 3 SurfaceConditions.................................................................................................................................3 SubsurfaceConditions..........................................................................................................................4 SoilConditions................................................................................................................................ 4 GroundwaterConditions................................................................................................................. 4 CONCLUSIONS AND RECOMMENDATIONS................................................................................................ 4 General................................................................................................................................................... 4 EarthquakeEngineering........................................................................................................................6 RegionalSeismicity.........................................................................................................................6 SiteResponse................................................................................................................................. 6 Liquefaction..................................................................................................................................... 7 LateralSpreading............................................................................................................................ 7 SurfaceFault Rupture.....................................................................................................................8 BuildingSupport.................................................................................................................................... 8 General............................................................................................................................................ 8 PileRecommendations...................................................................................................................8 PileSettlement..............................................................................................................................11 PileDrivability Analysis.................................................................................................................11 PileLoad Testing...........................................................................................................................12 Construction Considerations........................................................................................................12 Foundation Support with Ground Improvement................................................................................13 General..........................................................................................................................................13 Preliminary Design Criteria...........................................................................................................13 Allowable Bearing Pressure..........................................................................................................14 LateralResistance........................................................................................................................14 SpecialInspection.........................................................................................................................14 FloorSlab Support...............................................................................................................................14 SubgradePreparation...................................................................................................................15 DesignParameters.......................................................................................................................15 Additional Slab Considerations Under Large Plane Loads................................................................15 DrainageConsiderations.....................................................................................................................16 FoundationDrain..........................................................................................................................16 UnderslabDrain............................................................................................................................16 Earthworkand Structural Fill...............................................................................................................17 Excavation Considerations...........................................................................................................17 GEOENGINEERS� November 17, 20141 Page i File No. 8039-010-00 Table of Contents (continued) TemporaryCut Slopes...................................................................................................................17 SubgradePreparation...................................................................................................................18 StructuralFill.................................................................................................................................18 Erosion and Sedimentation Control.............................................................................................20 UtilityConsiderations...........................................................................................................................20 Shoring..........................................................................................................................................20 Dewatering....................................................................................................................................21 PipeBedding.................................................................................................................................21 TrenchBackfill...............................................................................................................................22 Pavement Recommendations.............................................................................................................22 SubgradePreparation...................................................................................................................22 AsphaltPavement.........................................................................................................................22 Portland Cement Concrete Pavement.........................................................................................23 LIMITATIONS...............................................................................................................................................23 REFERENCES..............................................................................................................................................24 LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Cross Section A -A' Figure 4. Cross Section B-B' Figure 5. Lateral Soil Pressure Against Piles from Lateral Spreading Figures 6 through 23. Lateral Pile Analysis APPENDICES Appendix A. Field Explorations Figure A-1 - Key to Exploration Logs Figures A-2 through A-6 - Log of Borings Figures A-7 through A-9 - Log of CPTs Figures A-10 and A-11 - Log of CPT Seismic Results Appendix B. Laboratory Testing Figures B-1 and B-2 - Sieve Analysis Results Figure B-3 - Atterberg Limits Test Results Appendix C. Previous Studies Appendix D. Site Specific Seismic Response Analysis Figure D-1 - 2,475-yr, Scaled Rock Outcrop Response Spectra Figures D-2 and D-3 - Shear Wave Velocity Profiles Figure D-4 - Site Specific Amplification Factors Figure D-5 - Site Specific Amplification Factor Comparison Figure D-6 - Site USGS MCE Response Spectrum Figure D-7 - Site Specific MCER Spectrum Appendix E. Report Limitations and Guidelines for Use GEoENGINEERS November17,20141 Pageii File No. 8039-010-00 INTRODUCTION This report presents the results of our subsurface explorations and geotechnical evaluation for design of the Museum of Flight's (Museum) proposed Covered Airpark project 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 design and construction of the covered airpark. Our services were completed in general accordance with our proposal dated April 11, 2014. Our specific scope of services for the geotechnical engineering services included: o Reviewing previous explorations completed at the site and on adjacent properties; 13 Completing additional borings and cone penetrometer tests (CPTs) to characterize the subsurface conditions at the site; o Performing analyses to evaluate various foundation support options, seismic design, and pavement/slab recommendations; and o Preparing this geotechnical engineering report. In addition, we have evaluated potential environmental considerations for this project. The results of the chemical analytical testing completed on soil samples obtained from the borings are presented in a separate environmental summary report combined with data collected during our 2001 Phase II Environmental Site Assessment (ESA) for the southern portion of the property and the 2007 Phase I ESA completed for the northern portion. The summary report also includes soil handling and disposal recommendations that can be used for construction planning. PROJECT DESCRIPTION GeoEngineers understanding of the project is based on information provided during project team meetings and discussions with Magnusson Klemencic Associates (MKA), the structural engineers for the project. The Covered Airpark will extend between the existing Space Shuttle Gallery and Aviation High School, with a width (east to west) of about 350 feet and a length (north to south) of about 460 feet. We understand that the Covered Airpark will be about 30 feet from the Space Gallery and the Aviation High School. At this time, the Covered Airpark is planned to be completed in two phases. Phase one will consist of the design and construction of an open air structure (roof, but no walls); phase two will consist of enclosing the structure and adding some inside amenities such as restrooms and a small cafe. Column loads are anticipated to range from 400 to 500 kips for exterior columns to 2,000 kips for the interior columns. At this time, the floor will not be structurally supported but ground improvement may be considered across the slab area to improve performance. GEOENGINEERS� November 17, 20141 Page 1 File No. 8039-010-00 PREVIOUS STUDIES GeoEngineers reviewed the logs of explorations completed as part of previous studies in the vicinity of the project site, including those completed by GeoEngineers for the design of the Space Gallery and the Aviation High School. GeoEngineers also reviewed the logs of previous explorations completed by others in the vicinity of the project. The location of the borings and CPT are also shown in Figure 2. The boring and CPT logs from some of these studies are presented in Appendix B. FIELD EXPLORATIONS AND LABORATORY TESTING Field Explorations The subsurface conditions at the site were further evaluated by completing five borings (GEI-1 through GEI-5) and three CPT soundings (CPT-1 through CPT-3). Borings GEI-1 through GEI-3 were completed to depths of 6.5 to 7 feet mainly to collect soil samples for chemical analyses. Boring GEI-4 and GEI-5 were completed to depths of 111 and 121 feet. The three CPTs extended to depths of 92 to 100 feet. The approximate locations of these explorations are shown in Figure 2. A detailed description of the field exploration program and the logs of the borings and the CPT soundings are presented in Appendix A. Laboratory 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, gradation characteristics and Atterberg limits (plasticity 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. Additional soil chemical analytical testing was completed on some of the soil samples to provide a basis for developing general recommendations for soil handling during construction. The results of this testing is provided in a separate report dated September 25, 2014. SITE CONDITIONS Setting and Site History The project site is located in the Duwamish Valley along the west side of East Marginal Way South in Tukwila, Washington, as shown in Figure 1. The project site is relatively flat. The west side of the project site is situated more than 1,000 feet east of the Duwamish River, with the exception of the central portion of the site which is located about 400 feet from Slip No. 6 on the Duwamish River. The Duwamish River, which historically meandered throughout the valley (including beneath the subject property) was channelized to its current position west of the property, in the late 1800s to early 1900s. The southern half of the site is currently used as an outdoor airpark, and overflow parking occupies the area across the northern half. The site was originally developed in the 1930s for industrial purposes. The southern portion of the site was previously owned by Boeing and used for steel manufacturing and other industrial industries prior to Boeing's ownership. GeoEngineers completed a Phase I ESA in 2000 and a Phase II ESA in 2001 on behalf of the Museum prior to Boeing donating this portion of the site to the Museum. GEOENGINEERS� November 17, 20141 Page 2 File No. 8039-010-00 The northern portion of the site was also used for industrial purposes. The north portion of the site was originally part of a larger parcel consisting of west and east parcels. The west parcel, abutting the Duwamish River, is where a large chemical processing plant operated. The east portion of the property (the portion of the historical site, now owned by the Museum) was used primarily for offices and lesser industrial facilities. The west and east parcels have been subject to numerous environmental assessments and cleanup actions. GeoEngineers previously completed a Phase I ESA on behalf of the Museum, the results of which are presented in our report for the MOF dated February 28, 2007. The Phase I ESA was completed as part of the Museum's due diligence prior to purchasing the east parcel from Container Properties, the previous property owner. At the time of the Phase I ESA, GeoEngineers concluded that the cleanup action had been successfully completed at the subject property and that no known or suspect environmental conditions were identified for the property with the exception of residual toluene in groundwater (and soil at the base of a remedial excavation) in the southwest portion of the property. These previous environmental cleanup actions consisted of remedial excavation of toluene and metals -contaminated soil across portions of the western half of the property. Additionally, an air sparging/vapor extraction system (AS/VE) is still operating in the southwest corner of the property to remediate toluene -contaminated groundwater remaining in this area of the property. This environmental action is ongoing under the direction of the Environmental Protection Agency (EPA) and is being conducted by the prior property owner, Container Properties. This remedial effort is unrelated to, and will not affect, the Museum's Covered Airpark. GeoEngineers' Phase I ESA for the northern portion also concluded that "soil at the site may contain residual concentrations of hazardous substances (less than MTCA cleanup levels) that may require special handling and disposal procedures during site redevelopment." As discussed above, we have evaluated potential environmental considerations for this project and are preparing a separate environmental summary report that will present the 2014 soil sampling and testing data combined with data collected during our 2001 Phase II ESA for the southern portion of the property and the 2007 Phase I ESA completed for the northern portion. This summary report also includes soil handling and disposal recommendations that can be used for construction planning. Site Geology 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 asphalt pavement across the southern half and crushed gravel across the northern half. Planes owned by the Museum are currently parked across the southern half of the site. A fence is present between the southern and northern portions of the site. Many utilities are present across the site. Notably, existing sewer, fire water line, and a communication GEoENGINEERs� November 17, 2014 [ Page 3 File No. 8039-010-00 duct owned by Boeing cross the southern portion of the site from East Marginal way to Boeing property situated to the west. Subsurface Conditions Soil Conditions In general, four soil types were encountered in the explorations completed across the site: fill, upper alluvial deposits, finer -grained lacustrine silt and clay, 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 along Slip 6 and/or the Duwamish River, or placed as part of past development or cleanup activities. The fill is underlain by 4 to 6 feet of soft clay and silt with a trace of organic matter. This deposit is likely an alluvial or flood -related deposit, and appears to pinch out (thin) to the south. These upper sand fill and silt/clay layers are underlain at depths of about 10 to 12 feet by granular alluvial deposits consisting of loose to. medium dense sand to silty sand with occasional interbedded layers of silt and sandy silt. Below a depth of about 30 to 40 feet, the silt layers are thicker and more numerous. At a depth of about 65 feet, the interbedded granular and fine-grained alluvial deposits are underlain by deposits of soft silt and clay with varying amounts of silt and organic matter (lacustrine fine-grained soils). These deposits were encountered to depths of about 90 to 95 feet across the proposed covered airpark building footprint. The soft lacustrine fine-grained soil deposits are underlain by medium dense to very dense sand and gravel deposits which contain some shell fragments, suggesting that they were deposited in an estuarine environment. Some of the borings encountered deposits of stiff to hard silt underlying or interbedded with the lower sand deposits. One of the deeper borings completed for the Space Gallery encountered a lower soft lacustrine 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. Generalized subsurface profiles along the north -south axis of the building area are shown in Figures 3 and 4. Groundwater Conditions Groundwater was generally encountered during drilling at depths ranging from 7 to 9 feet below the ground surface. The measured ground water levels in the monitoring wells varied from a depth of about 7 feet in a previously installed well in boring DM-1A to about 12 feet in boring B-7 measured on August 5, 2009. Based on observations during construction of the Space Gallery and Aviation High School, we anticipate that the groundwater is typically at a depth of 9 to 10 feet except during extreme high tide events or prolonged periods of precipitation. 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 Covered Airpark may be developed successfully as planned. Different options for support of the structure and floor slab have been discussed with the Museum and the design GEoENGINEERs� November17,20140 Page4 File No. 8039-010-00 team. The site is underlain by thick granular deposits which are susceptible to liquefaction during a large earthquake, and thick compressible deposits which would settle if subjected to an increase in loading. Therefore, two options for support of the structure have been discussed with the design team: (1) piles which extend into the dense sand deposits present at a depth of about 95 feet, or (2) ground improvement which extends to a depth of about 40 feet that would improve the upper granular soils and transfer the building loads across the upper granular deposits. Both options are presented in this report although at this time we understand that the pile support option has been selected. Options for support of the floor slab range from supporting on -grade and accepting the risk of possible large settlements if liquefaction occurs during an earthquake, to ground improvement, to pile support. Due to the large footprint of the Covered Airpark and the projected cost to structurally support the slab or do ground improvement, we understand that the Museum will likely support the floor slab on grade. However, recommendations for all options are presented in this report. 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. o The site meets the characteristics of Site Class F in the 2012 International Building Code (IBC) Publication and the American Society of Civil Engineers (ASCE) Publication 7-10. The results of the site -specific seismic analysis indicate that the building should be designed using the recommended site -specific response spectrum presented in Figure D-7 in Appendix D. o The results of our liquefaction analyses indicate that layers of sand and silt located below the groundwater level are susceptible to liquefaction during a design -level earthquake to an approximate depth of 65 feet. Liquefaction is characterized by the loss of soil strength in soils located below the groundwater level during seismic shaking which could result in ground settlement. We estimate that ground settlement in the range of 6 to 10 inches could occur during a design earthquake. o The project site also has a risk of lateral spreading with the potential of ground movement toward Slip No. 6 during a large event earthquake. If the site soils were to liquefy during an earthquake, then the factor of safety against lateral spreading would be less than one for a ground acceleration of 0.1g or more if sustained after soil liquefaction. However, liquefaction requires a fairly long duration of shaking in order to occur. We therefore present lateral pile capacities for two conditions, the first during initial shaking before liquefaction fully develops and lateral spreading is not likely (or for other live loading such as wind loads), and the second considering full liquefaction of the soils and possible lateral loading against the piles due to lateral spreading. Batter piles may be necessary to further resist lateral loads in the direction of potential lateral spreading (to the west toward Slip 6). o We recommend that the building be supported on either pile foundations or ground improvement. 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 95 to 100 feet, depending on the design depth of the pile cap. Ground improvement should extend to a depth of 40 feet and may consist of stone columns or compacted sand columns. o Different floor slab support options and estimates of settlements are presented in the report. If the floor slab is support on -grade and slab subgrade preparation occurs during wet weather, subgrade GEoENGINEERs� November 17, 20141 Page 5 File No. 8039-010-00 stabilization with cement will likely be the best option to reduce the amount of on -site soil removed off -site. ❑ Measures such as predrilling or driving open-ended may be necessary to reduce vibrations and the risk of damage for piles that are close to the existing Space Gallery and the Aviation High School, and utilities that are sensitive to settlement. We should be consulted to evaluate this requirement closer to construction when the pile layout is finalized and additional information received from Boeing concerning their existing utilities. Specific recommendations for design and construction of the Covered Airpark 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 Northern California. The CSZ is the zone where the westward advancing North American Plate is overriding the 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 1,100 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 large 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. Site Response Site -specific response analyses were completed to evaluate the response of the site for the 2 percent probability of exceedance (PE) in 50 years (2,475-year return interval) maximum considered earthquake (MCE). Based on the results of the site specific response analysis, the site specific risk GEOENGINEERS November 17, 20141 Page 6 File No. 8039-010-00 targeted maximum considered earthquake (MCER) was developed in accordance with Chapter 21 of ASCE 7-10 Code. The recommended site specific MCER response spectrum is presented in Figure D-7. 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. Analysis of the CPT data indicates that there is a potential for liquefaction in silt and sand layers within the upper alluvi6l deposits under the design earthquake event. We estimate that the factor of safety is less than 1 during the design -level earthquake for most of the deposits above a depth of about 50 feet, and for isolated layers of sand and silt present at depths of 50 to 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. 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 large 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. Slip No. 6 of the Duwamish River waterway to the west of the site represents a free face condition. Slip No. 6 is a rip -rap faced cut slope which extends about 30 feet below the surrounding adjacent grades, based on available bathymetric information. The central portion of the airpark is about 400 feet from the top of the slope forming the Slip. The evaluation of lateral spreading at the site was initially completed using a simplistic empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The model was developed from compiled data collected at sites where lateral spreading was observed. The key parameters are the Richter magnitude, the horizontal ground acceleration, the thickness of the liquefied zone, the grain size distribution of the liquefied deposit and the location of the free face to the GEOENGINEERS� November 17, 20141 Page 7 File No. 8039-010-00 planned structure. The results of our analyses indicate that ground movement during lateral spreading could be greater than 18 inches if spreading were to occur. The potential for lateral spreading was further evaluated by completing a slope stability analyses with reduced soil strength properties modeling post -liquefaction soil conditions. The residual strengths of the liquefiable soils were modeled per recommendations by Idriss and Boulanger (2008). The factor of safety for lateral spreading using residual soil strengths was evaluated using the slope stability program Slope/W Version 5.2 (GEO Slope International, Ltd, 2004) using a wedge type of failure geometry, with the bottom of the wedge at the same elevation as the bottom of Slip No. 6. The results of our analyses indicate that the factor of safety against lateral spreading is greater than 1.0 if no acceleration is sustained after liquefaction, and that the yield acceleration, corresponding to a factor of safety of 1.0, is only O.O4g. The failure surface is about 17 to 18 feet deep at the west side of the proposed Airpark and only slightly shallower at the east side. Therefore, we conclude that the foundation system should be designed to withstand potential lateral loads if lateral spreading were to occur during a long duration earthquake. Surface Fault Rupture Based on the United States Geologic Survey (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. Building Support General Based on the presence of potentially liquefiable soils in the upper 40 to 60 feet of the site and underlying compressible soils, we recommend that the building be either pile supported with piles extending to depths of about 110 feet or supported on system of ground improvement extending to a depth of 40 feet. At this time, we understand that steel pipe piles will likely be selected for support of the building. We have analyzed axial and lateral capacities for 16-, 20-, and 24-i nch-dia meter piles. We also have included some preliminary recommendations for ground improvement in case that option is later selected. Pile Recommendations Axial Pile Capacity Axial pile load capacity in compression for support of the covered airpark building 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 and gravel deposits. Downward capacity developed through side frictional resistance in the upper 60 feet was ignored due to the potential for liquefaction. Uplift pile capacity will be mainly developed from side frictional resistance in the lower lacustrine deposits. We therefore recommend that the piles be driven 5 to 10 feet into the lower dense sand layer. For planning purposes only, GeoEngineers recommends that the piles be driven to a tip elevation below Elevation -80 feet. The driving resistance will be observed once the pile tip is located below Elevation -75 feet, and the pile should then be driven to a point at which threshold driving resistance is observed. The threshold driving resistance will be evaluated based on the results of the pile load test program described in the following table. GEoENGINEERS� November 17, 20141 Page 8 File No. 8039-010-00 We recommend the following pile capacities be used for design: Pile type and Size Allowable Axial Compression Capacity Allowable Axial Uplift Capacity (kips) (kips) 16-inch steel pipe pile 225 100 20-inch steel pipe pile 350 125 24-inch steel pipe pile 450 150 Allowable pile capacities are provided for Allowable Stress Design (ASD). 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 2.5 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 1.5. The pile capacities should be verified by completing at least two pile load tests on production piles. If the pile load tests indicate that the required pile capacity has not been achieved, additional piles should be added on an as -needed basis. For production piles, GeoEngineers recommends that restrikes be completed on approximately one in 20 piles to compare with restrike data on the test piles. GeoEngineers recommends that restrikes be completed at least one week after initial driving to allow for pile setup. Pile load tests are discussed further in the Pile Load Test section below. 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 Pile Capacity Typically, lateral loads can be resisted by passive soil pressure on the vertical piles and by the passive soil pressures on the pile cap. Because of the potential separation between the pile -supported foundation components and the underlying soil from settlement, and due to the potential for lateral spreading, base friction along the bottom and passive pressure on the face of the pile caps should not be included in calculations for lateral capacity. If piles are used for support, we understand that steel pipe piles will be used. Thus, we analyzed the lateral capacity of single 16-, 20-, and 24-i nch-dia meter steel piles using the computer software program LPILE 5 produced by Ensoft, Inc. Each pile was assumed to be 95 feet long with the top of the pile fixed and located at the bottom of the pile cap. Due to the proximity to Slip 6, we recommend that the lateral capacity of the piles be evaluated using two conditions. During non -seismic live loading due to wind or the initial cycles of an earthquake, the lateral response of the piles should be evaluated assuming a reduced soil strength but no lateral spreading. Lateral spreading will only occur if widespread liquefaction were to occur. Wide spread liquefaction requires a long duration of shaking, only likely to happen during a large earthquake, and also after the initial shaking. If lateral spreading is triggered by an earthquake, the direction of the lateral spreading will likely be toward Slip 6 (to the west). Therefore, we recommend that the piles be designed to withstand GEOENGINEER� November 17,2014I Page File No. 8039-010-00 lateral spreading in the west direction. In considering the seismic loads on the piles during lateral spreading, the peak seismic inertial loading should not be used, but a reduced inertial loading representative of the seismic loading present in the middle of a long shaking event. In the other directions, the soil should be assumed to be liquefied but there will be no additional forces acting on the piles from lateral spreading. Our input parameters for the LPile program are as shown in the following table: PARAMETERS FOR DEVELOPMENT OF P-Y CURVES USING LPILE j ! Modulus Undrained Friction of Effective Unit Shear Elevation (ft) Angle, Subgrade Weight I Strength, 0 1 f i (S�) W (deg) Reaction, _ _ k (pci) Eso -- - Soil Type - - - ` - -T �.,_------ � o Upper Lower ` pcf pci psf psi Static I; Static Boundary Boundary Liquefied with no lateral spreading 1 0 5* Cohesionless 115 0.067 2 5 10* Cohesive 111 0.064 400 2.78 3 10 18 Cohesionless 52.6 0.0304 4 18 24 Cohesionless 57.6 0.033 5 24 45 Cohesionless 57.6 0.033 6 45 65 Cohesionless 57.6 0.033 7 65 95 Cohesive 43 0.025 500 3.48 8 95 120 Cohesionless 57.6 0.033 Liquefied with lateral spreading** 1 0 5* Cohesionless 115 0.067 2 5 10* Cohesive 111 0.064 400 2.08 3 10 18 Cohesive 52.6 0.0304 1.39 4 18 24 Cohesive 57.6 0.033 5.56 30 50 0.015 30 50 32 75 32 60 30 50 0.012 40 130 30 50 1.04 - 5 24 35 Cohesive 57.6 0.033 2.78 6 35 65 Cohesive 57.6 0.033 1.39 7 65 95 Cohesive 43 0.025 500 2.78 8 95 120 Cohesionless 57.6 0.033 40 Notes: ft = feet pcf = pounds per cubic foot pci = pounds per cubic inch psf = pounds per square foot psi = pounds per square inch * upper 10 feet assumed to be above the water table ** additional lateral load imposed on pile per diagram shown on Figure 5 must be considered. 130 0.015 0.02 0.01 0.02- 0.015 0.015 0.012 1 1 0.02 0.02 0.02 0.02 0.02 0.02 0 0 0.02 0.02 0.02 0.02 0.02 0.02 GWENGINEERS� November17,2014I Page 10 File No. 8039-010-00 We completed analyses for a single pile for a fixed -head condition for the two loading conditions: (1) assuming a reduced soil strength and that no lateral soil forces from lateral spreading are acting on the pile, and (2) assuming a liquefied soil profile and additional lateral soil forces from lateral spreading. Figure 5 presents the recommended lateral soil pressure acting on the pile in the westerly direction if lateral spreading occurs. The LPile results of Case 1 (reduced soil strength but no lateral spreading) are presented in Figures 6 through 14. The LPile results of Case 2 (additional forces from lateral spreading) are presented in Figures 15 through 23. Piles spaced closer than five pile diameters apart will experience group effects that will result in a lower lateral load 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 less than five pile diameters apart be reduced in accordance with the factors in the table below per American Association of State Highway and Transportation Officials (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design Specifications Section 10.7.2.4. PILE P-MULTIPLIERS, Pm, FOR MULTIPLE ROW SHADING Pile Spacing I I P-Multipliers, Pm2 (in terms of pile diameter)1 Row 1 Row 2 Row 3 and higher3 3D 0.8 0.4 0.3 5D 1.0 0.85 0.7 Notes: 1 The P-multipliers in the table above are a function of the center to center spacing of piles in the group in the direction of loading expressed in multiples of the pile diameter, D. 2 The values of Pm were developed for vertical piles only. 3. The P-multipliers are dependent on the pile spacing and the row number in the direction of the loading. To establish values of Pm for other pile spacing values, interpolation between values should be conducted. No reduction for group effects should be taken for Case 2 (lateral spreading) because of the drastic reduction of soil shear strength due to liquefaction. Pile Settlement We estimate that the postconstruction settlement of pile foundations, designed and installed as recommended, will be on the order of Y2 inch or less. Maximum differential settlement should be less than about one-half the postconstruction 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 1 inch. Pile Drivability Analysis The computer program GRLWEAP Version 2005 was used for preliminary pile drivability analyses. The analyses were performed for 16-, 20-, and 24-i nch-d ia meter steel pipe piles with a minimum wall thickness of Y2 inch for 75 and 125 kip -foot hammers, respectively. Our preliminary pile drivability analyses, we estimate that the maximum compressive strength induced in the piles will range from approximately 23,000 to 39,000 pounds per square inch (psi) for a 75 kip -foot hammer driving a 16-i nch-dia meter pile, and approximately 22,000 to 35,000 psi for a 125 kip -foot GEOENGINEERS November 17, 20141 Page 11 File No. 8039-010-00 hammer driving a 20- and 24-i nch-d ia meter pile at the driving conditions that are correlated to the recommended allowable downward pile capacities. 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, and when the final pile sizes are known. 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. Pile Load Testing GeoEngineers recommends that at least two dynamic lload tests 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 7 days after the test pile or piles are installed. Construction Considerations The piles for the proposed Covered Airpark building 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 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 damage survey of nearby structures be completed to document structural and cosmetic building conditions before construction begins. To reduce potential claims regarding alleged damage resulting from construction, we recommend that a preconstruction condition survey of the Aviation High School be completed to document structural and cosmetic building conditions before construction begins. We recommend that all employees working in the Aviation High School be informed of the pile driving schedule and informed that vibrations will likely GMENGINEERS� November 17, 20141 Page 12 File No. 8039-010-00 be felt inside the building during pile driving. We recommend that piles within 40 feet of the Space Gallery or the Aviation High School be driven open-ended to reduce the vibrations to these structures. At this time, we do not know if some of the piles will be in close proximity to utilities which will not be moved and are settlement sensitive. We should review the final pile layout with respect to utilities to evaluate whether predrilling or driving open-end is advisable prior to the start of construction. 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 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 below. The load tests should be completed to confirm design assumptions and to identify appropriate refusal criteria or restrike criteria. Foundation Support with Ground Improvement General The foundations for the covered airpark structure may also be designed as shallow spread foundations in combination with ground improvement under the footing areas. Two possible methods for this site include stone columns or sand compaction columns. Stone columns are installed using a large vibrator to advance a probe to the design depth. Crushed aggregate is injected through the inside of the vibrator as it is removed, to create a column of dense crushed aggregate. The method involves displacing rather than replacing the natural soil. Accordingly, the resulting composite soil mass has improved strength, transferring loads to the underlying dense soils, and reduced compressibility under building loads. Ground vibration during installation may be a limiting concern for this system. Alternatively, sand compaction columns could also be used as a displacement ground improvement method. Sand compaction piles are formed by vibrating a casing pipe to the desired depth, placing sand into the casing, and compacting the sand by driving the pipe back down into the sand. This system can be installed using a no -vibration method. We recommend that either displacement method be used for ground improvement. A method should be selected which does not assume that a drilled hole will stay open during placement of the aggregate or sand. Preliminary Design Criteria We recommend that the ground improvement for support of the building extend to a depth of 40 feet below the proposed foundations. The stone columns/sand columns should be installed in a 7-foot by GEOENGINEERS� November 17, 2014 p Page 13 File No. 8039-010-00 7-foot square grid pattern or an 8-foot by 8-foot equilateral triangular grid pattern beneath foundations. The ground improvement zone should extend at least one row beyond the edges of the foundation footprint. The stone columns should be installed with a minimum diameter of 26 inches which corresponds to a replacement ratio of about 14 percent. A 2-foot-thick crushed rock pad should be constructed between the foundations and the top of the stone columns to transfer loads from the spread footings to the stone columns and to act as a capillary break layer. Allowable Bearing Pressure The proposed airpark building may be supported on a structural spread footing foundation bearing on ground improved as described above. The foundation may be designed using an allowable bearing pressure of 8 kips per square foot (ksf). The allowable soil bearing pressure applies to the total of dead and long-term live loads and may be increased by up to one-third for wind or seismic loads. We recommend that the mat foundation be founded a minimum of 18 inches below the lowest adjacent grade. Lateral Resistance Lateral foundation loads may be resisted by passive resistance on the sides of the foundations and by friction on the base of the spread footing foundations. For mat foundations supported on a crushed rock pad bearing on improved soil, the allowable frictional resistance may be computed using a coefficient of friction of 0.45 applied to vertical dead -load forces. The allowable passive resistance may be computed using an equivalent fluid density of 325 pounds per cubic foot (pcf). This value assumes that all backfill placed around the foundation is uniformly compacted to at least 95 percent of the maximum dry density (MDD) estimated in accordance with ASTM D 1557. These allowable frictional resistance and passive resistance values include a factor of safety of about 1.5. Special Inspection Geotechnical special inspection is recommended during stone column/sand column installation to confirm that the stone columns are installed in accordance with the project plans and specifications and to document the improvement completed. Floor Slab Support Options for floor slab support include: (1) support at grade, (2) support with ground improvement, and (3) support on piles (structural floor slab). These options and their advantages and disadvantages are summarized below: 1. Support on grade. Supporting the floor slab on grade is the most economical and easiest to construct, but has a risk of large settlements if liquefaction were to occur, and some settlement due to the static loads imposed by the larger planes. We estimate that settlements on the order of 6 to 10 inches could be realized if liquefaction were to occur. We also estimate that consolidation settlements on the order of 0.5 to 1.5 inches may occur in the underlying compressible silt under the wheels of the larger planes. 2. Support on grade with ground improvement. Supporting the floor slab on grade with ground improvement would reduce the potential for settlement due to liquefaction and consolidation of the compressible soils, and result in more uniform slab response during an earthquake. Depending on GEoENGINEERs� November 17, 20141 Page 14 File No. 8039-010-00 the depth of ground improvement, settlements due to liquefaction could be reduced to less than 5 inches. Consolidation settlement should be less than 1 inch. Disadvantages of this option include cost and time to install the ground improvement. 3. Support on piles. This option requires a structural floor slab to mitigate against possible settlement due to liquefaction and static settlement, but is expensive. At this time, we understand that the Museum has decided to select Option 1 for support of the slab. Therefore, we recommend that the slab be supported on either 2 feet of structural fill or the existing site soils compacted to meet the density requirements, or a minimum of 12 inches of on -site soils stabilized with cement to increase its strength or fly ash to allow compaction. Subgrade Preparation The exposed subgrade should be evaluated after site grading is complete. If the plan is to recompact the existing on -site soils, we recommend that the slab area be overexcavated to 12 to 14 inches, the existing soils compacted with a large drum roller, and the excavated soil placed in lifts and compacted to the specified compaction level. If the plan is to bring imported fill in to provide support, the on -site soils should be excavated to the required depth, the exposed surface compacted with a large drum roller if the subgrade is stable enough to support traffic, and then the imported fill placed in lifts and compacted to the specified compaction level. If the subgrade will be stabilized with cement, no special preparation is necessary prior to laying down the cement. For this option, we recommend that the cement -stabilized soil be allowed to "cure" for at least 48 hours prior to running construction equipment over the stabilized base. 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 base course to provide uniform support and act as a capillary break. The base course/capillary break material should meet the requirements as specified in the "Structural Fill" section of this report. If water vapor migration through the slabs is objectionable, the gravel should be covered with a heavy plastic sheet intended for this purpose 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 areas where moisture control is critical, such as occupied space or areas where adhesives are used to anchor carpet or tile to the slab. Additional Slab Considerations Under Large Plane Loads The larger planes which will be a part of the covered airpark include a 747, a 787, and a Concorde. We evaluated potential settlement under a typical four-wheel set for the 747. We understand that the dead load for this particular 747 is about 18.5 kips per wheel, which results in a total load of 74 kips, or about 4,200 pounds per square foot (psf) over the four-wheel set footprint. As discussed in the Subsurface Conditions section of this report, there is a soft silt layer from a depth of about 5 to 10 feet across the northern portion of the site. Using the wheel loading information on the 747, we estimate that the long term settlement from the dead load of the plane could be about 3/4 to 11/2 inches. The options that we see possible to reduce cracking to the slab include the following: GEoENGINEERS November 17, 20141 Page 15 File No. 8039-010-00 1. Design and reinforce the slab to take this predicted amount of differential settlement without significant cracking. 2. Separate the portion of the slab under each wheel area to allow this portion of slab to settle and reduce potential cracking of the surrounding slab. The separated slab section should probably extend at least 18 to 24 inches in each direction from the wheels. Then, in the future, the plane could be moved a bit to allow for placement of a leveling course assuming the slab under the wheels settled relative to the surrounding slab. 3. Overexcavate down to a depth of 8 or 10 feet to remove most of the silt, replacing it with quarry spalls (easiest to place) or crushed rock. 4. Stabilize the silt using an injectable cement grout or foam process. 5. Carry the loads through the silt layer using ground improvement such as GeoPiers or short piles. All of the options with the exception of the first option would require that the locations of the planes are finalized prior to construction and are not changed in the future. Drainage Considerations Foundation Drain We recommend that a perimeter foundation drain be installed around the new Covered Airpark 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. If the slab will initially consist of asphalt pavement, the foundation drains could be postponed until a concrete slab is constructed. 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. GEOENGINEERS� November 17, 20141 Page 16 File No. 8039-010-00 Earthwork and Structural Fill Excavation Considerations The near -surface soils encountered in the explorations typically consist of sand with variable amounts of silt, and silt below a depth of about 5 feet. 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 5 feet in depth for the pile caps. At this time, we do not anticipate the need for shoring other than the use of trench boxes or trench shields for utility trenches, which is discussed in the "Utility Considerations" section of this report. We anticipate that the depth of the excavations required for the pile caps will generally be above the water level encountered in our explorations. Perched groundwater may be encountered above this depth if work takes place during or immediately after extended wet weather. We anticipate that the perched water can be handled during construction by sump pumping, as necessary. All collected water should be routed to suitable discharge points. 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 11/21-1:1V (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: a 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. a Exposed soil along the slope be protected from surface erosion using waterproof tarps or plastic sheeting. a Construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable. a Erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable. a Surface water be diverted away from the excavation. a 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. GMENGINEERS� November 17, 20141 Page 17 File No. 8039-010-00 Subgrade Preparation 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. We recommend that the upper 12 inches of the existing soils exposed at subgrade elevation below new pavements and sidewalks be compacted to at least 95 percent of the MDD estimated in general accordance with ASTM D 1557. Under the floor slab, the subgrade should be prepared as described in the Floor Slab Support section of this report. 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. Structural Fill General We understand the Museum desires to limit the amount of soil exported from the site. The on -site soils in the upper 5 feet typically consist of fine to medium sand with a high percentage of silt. Thus, the on -site sand may be considered for use as structural fill only for placement during periods of dry weather or if the area is covered (that is, the roof is in place prior to completing the earthwork for the slab). This will likely not be practicable unless site work is completed during the normally dry summer months (July through September). In our opinion, these soils can likely be used for structural fill where compaction to 90 percent of MDD is required without drying when placed during periods of dry weather. The following sections of this report present options for structural fill placement that will be dictated by the weather conditions. On -site Soils The surficial on -site near -surface soils are anticipated to consist of mainly fine to medium sand with varying amounts of silt. In general, most of the on -site sand is anticipated to contain sufficient fines as to be moisture -sensitive and thus will be difficult to reuse as structural fill unless protected from rain during storage and placed and compacted during extended periods of dry weather. Wet Weather Conditions If construction is planned for the wet winter months, we recommend that imported structural fill be included for support of the building and pavement areas (upper 2 feet to subgrade in pavement areas) where compaction to at least 95 percent of MDD is required. Alternatively, consideration should also be given to using soil stabilization methods such as the addition of cement or fly ash to dry the on -site soil sufficiently to allow compaction and to minimize the amount of on -site soil removed from the site. These soil stabilization methods require much of the mixing and compaction work to take place during periods of no rain, but can allow the on -site soil that has a moisture content significantly above optimum to be used for structural fill. Compaction levels can be reduced depending on the design mix for soil stabilization and the resulting soil strength. If this option is chosen then laboratory testing should be completed to evaluate mix design requirements prior to beginning site earthwork. GEoENGINEERs� November 17, 20141.1 Page 18 File No. 8039-010-00 Materials Materials used to support foundations, structures, roadways and parking areas are classified as structural fill for the purpose of this report. Structural fill material quality varies depending upon its use, as described below: ri Structural fill placed as utility trench backfill, to support structures or placed in sidewalk or parking areas should meet the criteria for common borrow as described in Section 9-03.14(3) of the 2014 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, the 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 by limited to no more than 5 percent. ii Structural fill used for base course/capillary break material below slabs should consist of 1Y2-minus clean crushed gravel with negligible sand or silt in conformance with Section 9-03.1(4)C, grading No. 57 of the WSDOT Standard Specifications or in conformance with Type 21 or Type 22 aggregate per Section 9-03.16 of the 2014 City of Seattle Standard Specifications. ❑ Structural fill placed within 6 inches of perimeter foundation or wall drains (drainage zone aggregate) should meet the requirements for gravel backfill for drains in conformance with Section 9-03.12(4) of the WSDOT Standard Specifications. Structural fill placed as crushed surfacing base course below sidewalks and pavements should meet the requirements of crushed rock base course in conformance with Section 9-03.9(3) of the WSDOT Standard Specifications. 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: c Structural fill against the pile caps or in new floor slab, 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 below foundations and around pile caps to develop passive soil resistance should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. ❑ 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. 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 GEOENGINEERS� November 17, 2014: Page 19 File No. 8039-010-00 the compaction specifications, and advise on any modifications to procedure that may be appropriate for the prevailing conditions. 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: o Scheduling grading and construction to reduce soil exposure; o Retaining existing asphalt whenever feasible; o Revegetating or mulching denuded areas; n Directing runoff away from denuded areas; a Reducing the length and steepness of slopes with exposed soils; o Decreasing runoff velocities; o Preparing drainage ways and outlets to handle concentrated or increased runoff; o Confining sediment to the project site; and a 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 erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. Utility Considerations Shoring We anticipate that trench excavations required to install utilities and sewers will range from about 6 to 12 feet in depth. All temporary cut slopes and shoring must comply with the provisions of Title 296 WAC, Part N, "Excavation, Trenching and Shoring." The contractor performing the work has the primary responsibility for the protection of workers and adjacent improvements. Temporary shoring will be necessary to support excavations where space limitations restrict the use of open cuts. It may be desirable to excavate partially sloping cuts and use a trench box or other shoring for the lower few feet of the trench. Temporary trench shoring using internal bracing can be designed using GWENGINEERS November 17, 20141 Page 20 File No. 8039-010-00 active soil pressures. We recommend that temporary shoring be designed using a lateral pressure equal to an equivalent fluid density of 35 pcf for conditions with horizontal backfill adjacent to the excavation. If the ground within 5 feet of the excavation rises at an inclination of 2H:1V or steeper, the shoring should be designed using an equivalent fluid density of 60 pcf. For adjacent slopes flatter than 2H:1V, soil pressures can be interpolated between this range of values. Other conditions should be evaluated on a case -by -case basis. These lateral soil pressures do not include traffic, structure or construction surcharges that should be added separately, if appropriate. Shoring should be designed for a traffic influence equal to a uniform lateral pressure of 100 psf acting over the depth of the trench. More conservative pressure values should be used if the designer deems them appropriate. These soil pressure recommendations are predicated upon the construction being essentially dewatered; therefore, hydrostatic water pressures are not included. If portions of the shoring use passive elements such as anchor or reaction blocks, available soil resistance can be estimated using passive soil pressures assuming an equivalent fluid density of 275 pcf above the water table and 130 pcf below the water table. The above -recommended lateral soil pressures do not include the effects of hydrostatic pressures or surcharges behind the wall. The effects of surcharge loads behind the shoring should be considered in design. If effective dewatering methods are used to lower the groundwater level below the bottom of the excavation, hydrostatic pressures need not be added to the soil pressures within the exposed height of shoring. Dewatering The groundwater across the project area is partially influenced by tidal fluctuations of the Duwamish River. In general, based on our observations during construction of the Space Gallery and the Aviation High School, we anticipate that the groundwater is typically 7 to 10 feet below existing grade. However, the groundwater levels could be higher during extreme high tides or during extended periods of heavy precipitation. Because the soils at the project consist 'mostly of sand with variable amounts of silt, we recommend that the groundwater table be maintained at least 2 feet below the planned bottom of the excavations during construction. Otherwise, excessive groundwater flow into excavations could cause lateral movement of the granular soils into the excavations, possibly destabilizing the excavations or causing excessive ground settlement adjacent to the excavations. We anticipate that the temporary dewatering system could likely consist of sumps, but other dewatering measures might be necessary depending on the construction sequence and time of year. The contractor should be responsible for the design and installation of the temporary dewatering systems required to complete the project. Pipe Bedding Pipeline bedding material should be placed and compacted on the trench subgrade or foundation material until a layer that is a minimum of 6 inches thick or one-fourth of the outside pipe diameter, whichever is greater, is achieved. Where soft or loose soils are encountered below the pipe alignment, we recommend they be removed to a depth of 12 inches below the invert, or to firm material as directed by the engineer. The pipe bedding material should conform to the pipe manufacturer's recommendations, the design engineer's recommendations, the 2014 WSDOT Standard Specification 9-03.12(3), Gravel Backfill for Pipe Zone Bedding. or equivalent City standards. Precedence GEOENGINEERS� November 17, 20141 Page 21 File No. 8039-010-00 in case of a conflict should be with the design engineer. From a geotechnical standpoint, the native soils will not be suitable for bedding materials. If select import fill is used for the backfill, the trench backfill will be more permeable than the surrounding soils and will fill with water over time. In this case, we recommend that all buried structures such as manholes be designed for uplift assuming that water will pond to within 5 feet of the top of the manholes. Trench Backfill After the pipe has been laid in the trench, the embedment material should be uniformly placed in maximum 8-inch-thick loose lifts on each side of the pipe, vibrated or otherwise compacted around the pipe haunches (i.e., at and below the pipe spring line) to the top of the zone. We recommend that trench backfill be compacted as recommended in the "Fill Placement and Compaction Criteria" section of this report. A geotechnical engineer should observe the preparation for, placement, and compaction of structural fill. An adequate number of in -place density tests should be performed in the fill to evaluate if the specified degree of compaction is being achieved. At all times during the placement of the pipeline and placement/compaction of the pipeline embedment material, it is the contractor's responsibility to protect the pipeline from damage (e.g., overstressing or impacting the pipeline with heavy equipment, etc.). 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 1/2-inch 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, delivery areas, or areas occasionally subject to plane loads) around the building, we recommend a pavement section consisting of at least a 4-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 MDD 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. GEOENGINEERS� November 17, 20141 Page 22 File No. 8039-010-00 The pavement sections recommended above are based on our experience with similar educational building developments. Thicker asphalt sections may be needed based on the actual traffic data, intended use of various portions of the site, and performance expectations. We understand that portions of the pavement may be occasionally utilized to store airplanes. We therefore recommend that the pavement section be thicker if planes will be moved across portion of the parking lot. The actual design thickness would depend on the size of airplane. Portland Cement Concrete Pavement If Portland cement concrete (PCC) pavement is used in portions of the site, we recommend that these pavements to support typical vehicle loads consist of at least 6 inches of PCC over 4 inches of crushed surfacing base course. Thicker pavement sections should be considered if the pavement will occasionally be subject to airplane loads. We recommend that sidewalks consist of at least 4 inches of PCC over 4 inches of crushed surfacing base course. This PCC pavement and/or sidewalk sections should bear on a minimum thickness of 12 inches of compacted clean granular fill, as described above in the "Subgrade Preparation" portion of the "Earthwork" section of this report. The base course should be compacted to at least 95 percent of the MDD estimated in general accordance with ASTM D 1557. We recommend that PCC pavements incorporate construction joints and/or crack control joints that are spaced maximum distances of 12 feet apart, center -to -center, in both the longitudinal and transverse directions. Crack control joints may be created by placing an insert or groove into the fresh concrete surface during finishing, or by sawcutting the concrete after its initial setup. We recommend that the depth of the crack control joints be approximately one-fourth the thickness of the concrete, or about 1Y2 inches deep for the recommended concrete thickness of 6 inches. We also recommend that the crack control joints be sealed with an appropriate sealant to help restrict water infiltration into the joints. LIMITATIONS We have prepared this report for the exclusive use of the Museum and members of the design team for the Covered Airpark project at the Museum 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. GEoENGINEERs� November 17, 20141 Page23 File No. 8039-010-00 REFERENCES Ensoft, Inc., 2006, "LPile Plus, Version 5.0.27." GeoEngineers, 2010, "Geotechnical Engineering Services, Museum of Flight Space Shuttle Gallery, Tukwila, Washington." GeoEngineers, 2009, "Geotechnical Engineering Services, Aviation High School at the Museum of Flight, Tukwila, Washington." GeoEngineers, 2007, "Phase 1 Environmental Site Assessment, 9229 East Marginal Way South, Seattle, Washington." GeoEngineers, 2001, "Phase 11 Environmental Site Assessment, 9725 East Marginal Way South, Seattle, Washington." GeoEngineers, 2000, "Phase 1 Environmental Site Assessment, 9725 East Marginal Way South, Seattle, Washington." Idriss, I.M. and Boulanger, R.W. (2008), "Soil Liquefaction During Earthquakes." Earthquake Engineering Research Institute, Monograph MNO-12. 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. 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/gfauIts on May 29, 2014. United States Geological Survey - National Seismic Hazard Mapping Project - Interactive Deaggregations, accessed via http://eqint.cr.usgs.gov/eq/html/deaggint.html on May 29, 2014. United States Geological Survey, "Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude and Longitude, 2008 data. Washington Administrative Code, Title 296, Part N, "Excavation, Trenching and Shoring." Washington State Department of Transportation, 2014, "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. GEoENGINEER� November 17, 20141 Page 24 File No. 8039-010-00 +ir .J 4 ` N V C M D E - II f_7 A. • as Y ., ...a '" LL O Co ol , w _ r. e - Snohom'sh N w l Battle 0 ( Bgllevue' S Gtsap ro 500 0 U Q) Meson o / 16 o Feet N .1. Piei a A . l Notes: 1. The locations of all features shown are approximate. l 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 D file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. E 3. It is unlawful to copy or reproduce all or any part thereof, whether for D personal use or resale, without permission. Y Data Sources: ESRI and Microsoft Bing U Transverse Mercator, Zane 10 N North, North American Datum 1983 North arrow oriented to grid north 500 Vicinity Map Museum of Flight Covered Airpark Tukwila, Washington GEo EGINEER C Figure 1 Lewd ------------- I — — — — — — — - Boring by GeoEngineers, 2014 1c ®e Cone Penetration Test by GeoEngineers, 2014 A , AVIATION B' hr, -' . •. B-1 (2010) + Boring by GeoEngineers, (date shown) — HIGH SCHOOL B-1 (2009) r .yam - 8 - _ - CPT-2 (2009) • 1 \ ` . CPT-2 (2010 ) 0 Cone Penetration Test by GeoEngineers'(date shown) l CPT-1 (2008) " 4r_ ^ 1 ..___ - • "+\ \ . B-2 (2001) Boring by Shannon 8 Wlson, 2011 -DM-1 .(1986) — - r. 1 ILDirect Push Boring by GeoEngineers, 2001 I O B-7 (2009) \Q;\ .. ;. ® Direct Push Boring with Hydropunch Water Sample by y - A - GeoEngineers, 2001 A Soil Boring by Landau Associates, 1989 4 \ \ J28S x Soil Boring by Landau Associates, 1987 l`&y.', P'h* Piezometer by Landau Associates, 1986 B-2+09) DM-1A (1986) ¢ Boring by Dames 8 Moore, 1986 A A' Cross -Section Location 40 to wE s -" t. , d [i/'a>♦l X r \ \ \ i\ FEET MW 2 GEI-4(2010) 1 a r Notes i y !► #.■ n , 1. The locations of el features shown are epproxirrete. GEI-1 (2010) . SPACE ® CPT-1 (2010) 2. This drawing is for Information purposes. It is intended to assist in ' GALLERYshowing features discussed in an attached document. ,e- 1 GeoEngineers, Inc. cannot guarantee the eauracy and content of PROPOSED COVERED AIRPARK _ o a-'% '• electronic files. The master fib is stored by GeoEngineers, Inc. and will serve as the of0cial record of this communication. // ' Jam• \ RB-1- — A : M #; Reference: Base topographic survey try Bush, Road d Hitchings, Inc. )111(28-10 dated April 2014. G B _ B40& J2i! Site Plan MWar Museum of Flight, Covered Airpark Tukwila, Washington t ►' \ '01 Aw _ GMENGINEERS Figure PROPOSED COVERED AIRPARK F- s ~ � EXISTING S w w rn � o GROUND N M U.O LL o w SURFACE w 0 w A N N N 0, A Lu LL (SOUTH) I— U- O $ (NORTH) —w 30 F- LL V F Q 30 LL 20 00 a U � L 20 LOOSE TO MEDIUM DENSE SAND s ? 10 O 1 16 SP 1 10 I 12 SP-SM SOFT TO i I -10 12sM MEDIUM LOOSE TO MEDIUM DENSE a ML STIFF SILT -20 SAND WITH LAYERS OF + sM 12 3 i -20 SILTY SAND AND SILT 1 2- 30 1 SWML i i -30 y 17 18 N -40 1 SM .. E -40 ZO 4 ? j-50 ? ML -50 w 60 SOFT SILT ML fi0 W a. -70 ip i ? ? ? -70 80 v1Gi? !iiliiijIi z i ! i I -80 j q SP-SM 0 50e a 400 Ot TSF so��• S6 at TV 90 ! SM .90 -100 j ' j DENSE SAND AND HARD SILT -100 0 arsF 400 -110 110 0 100 200 300 300 400 500 600 700 Boo DISTANCE (feet) Legend 17 Loose to Medium Dense Sand m Boring Notes O Soft to Medium Stiff Silt -? Inferred Soil Contact 1. The locations of all features shown are approximate. Loose to Medium Dense Sand with 0 Groundwater Level 2. This drawing is for information purposes. It is intended to Layers of Silty Sand and Silt Observed During Drilling Cross -Section A -A' assist in showirg features discussed in an attached 60 0 60 docurrent. GeoEngineers, Inc, cannot guarantee the Soft Silt _ v Groundwater Level Museum of Flight Covered Airpark accuracy and content of electronic files. The master file is Observed in Piezometer Horizontal Scale In Feet stored by GeoEngineers, Inc. and will serve as the official 30 0 30 Dense Sand and Hard Silt Tukwila Washington record al this communication. SM Soil Classification Vertical Scale In Feet Reference: Base topographic survey by Bush, Road 8 25 Blow Count Vertical Exaggemtfon: 2X G M E N G I N E E R5� Figure 3 Hitchings, Inc. dated April 2014. W � PROPOSED COVERED AIRPARK _ N W W W ooDD _ LNL L - EXISTING W w up to GROUND N h B o u. SURFACE w N O Bo p w W N O rn 1 LL (SOUTH) LL LL 3 c u. O O 8 (NORTH) 30 -8 = r) 17 = 30 N a 17 d m 20 to WU' CW7 _ V _ — U --- ---- __ 20 SM/ML ,1---- 9 12 sa - ArOOSETOMEQIUMDEN§ELAND- 10 A' 19• sM 2 SOFT TO MEDIUM STIFF SILT o —U ?. 10 0 --I if {2 sM lo. SM1CL 0 143 7 sP-sM i... 1. i t 13 -10 12 SP/SPSM -10 32 sPrsPSM sP LOOSE TO MEDIUM DENSE -20 24 a SAND WITH LAYERS OF 7 -20 -30 sM SILTY SAND AND SILT L -30 5 z SWML sM _ 14 7 4 SMIMUS P-sM Z -40 1 sM 4 6. -40 Z 7 ♦ 7 4 ML 7 7 7 'j ? _0 Fi7:. .: 7 2 0 !- W-50 1/1e' 4 4 50 W J ML :::.:: lu -60 o 1/18- ML s MUCL MH SOFT SILT -60 w LL o. -70 o. 2 -70 -60 32 SM 29 SM ti�ti;lii i�l " 33 SW-sM o coo a i : i 50/5' swsw swsp-sM -80 -90 sM sM MTV orTSF 5o/3• 47 14 ML 50/4• -100 1 sM 30/3• G V-GM -100 ? ? ML DENSE SAND AND HARD SILT -110 SOFT SILT 1/ta- -110 � 1/1a• MUSM � -120 -120 -120 -130 0 100 200 300 300 400 500 600 7G0 800 Legend ® Loose to Medium Dense Sand M Boring 17 Notes O Soft to Medium Stiff Silt —? Inferred Soil Contact 1. The locations of all features features shown aapproximate. Loose to Medium Dense Sand with Groundwater Level 2. This dmwtrg is for information purposes. It is intended to ® Layers of Silty Sand and Silt Observed During Drilling Cross -Section B-B' assist In showing features discussed in an attached 60 0 60 document GwEngineers, Inc. cannot guarantee the � Soft Silt _ � Groundwater Level Museum of Flight Covered Airpark accuracy and content of electronic Ales. The master file is Observed in Piezometer Horizontal Scale In Feet 30 0 3o Tukwila Washin ton stored of his communication. Inc. and will some as the official Dense Sand and Hard Silt record of this communkation. sM Soil Classification vertical Scale In Feet /�, /� Reference: Base topographic survey by Bush, Road 8 23 Blow Count vertical Ermggeration: 2X G M E N G I N E E R� / // Figure 4 Hitchings, Inc. dated April 2014. �/ DEPTH GROUND SURFACE PILE Pile Diameter Force (lbs/in) 1 (18") (30") A 128 160 B 40 50 C 69 86 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. Reference: GeoEngineers staff sketch. Lateral Soil Pressure Against Piles from Lateral Spreading L-- Museum of Flight Covered Airpark Tukwila, Washington GMENGINEER I Figures II 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0 20 I f 40 m 60 d -No Load G 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEER� Figure 0 0 0 0 v 0 N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 zz 20 40 w m 60 L CL No Load 0 10 kips -20 kips -30 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washin ton GWENGINEERS� Figure 7 0 0 0 0 0 N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -10 -5 0 5 10 15 20 25 30 35 0 20 40 m 60 a No load G 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 0 0 0 0 0 N 20-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.05 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0 20 40 m t 60 a No Load m 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure9 0 0 0 0 v on N 20-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 20 40 m 60 w p, No Load G 10 kips 20 kips -30 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEER� Figure 10 0 q 0 0 v 0 N 20-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -10 -5 0 5 10 15 20 25 30 35 0 20 40 m 60 Q. No Load G 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 11 0 0 0 0 v N O N 24-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.05 0 0.05 0.1 0.15 0.2 0.25 0 20 40 w m w 60 t a No Load d 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GWENGINEER� Figure 12 0 0 0 CD It O N 24-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 20 40 r m t 60 p No Load d 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 13 0 q 0 O 0 N 24-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -5 0 5 10 15 20 25 30 35 0 20 40 d 60 L a No Load 0 10 kips 20 kips 30 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS Figure 14 0 0 0 0 0 N 16-inch Diameter Steel Pipe Pile With Lateral Spreading Deflection (inches) -1 1 3 5 7 9 11 13 15 17 19 0 0000/ 00000t) 20 '.000/ '10000 � ""00 40 w d 60 L a No Load d 0 5 kips 7.5 kips 8.5 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 15 0 4 0 0 00 N O N 16-inch Diameter Steel Pipe Pile With Lateral Spreading Moment (kip-ft) -500 -400 -300 -200 -100 0 100 200 0 ZZ 20 40 r m t 60 p No Load d G 5 kips 7.5 kips 8.5 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington G]EOENGINEERS� Figure 16 O 0 0 0 v 0 04 16-inch Diameter Steel Pipe Pile With Lateral Spreading Shear (kips) -20 -15 -10 -5 0 5 10 15 20 25 30 0 20 40 JR 60 L a No Load G 5 kips 10 kips 13 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Tukwila, Washington G]EOENGINEERS� Figure 17 0 0 0 c m N O N 20-inch Diameter Steel Pipe Pile With Lateral Spreading Deflection (inches) -1 1 3 5 7 9 11 13 15 17 19 0 0,0010) 20 40 d 60 a No Load d G 5 kips 10 kips 13 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEER� Figure 18 0 0 0 0 v 0 04 20-inch Diameter Steel Pipe Pile With Lateral Spreading Moment (kip-ft) -700 -600 -500 -400 -300 -200 -100 0 100 200 300 0 20 40 m 60 L Q No Load d 5 kips 10 kips 13 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEER� Figure 19 20-inch Diameter Steel Pipe Pile With Lateral Spreading Shear (kips) -20 -15 -10 -5 0 5 10 15 20 25 30 0 20 40 r m t 60 CL No Load N 0 5 kips 10 kips 13 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure2o 24-inch Diameter Steel Pipe Pile With Lateral Spreading Deflection (inches) -1 1 3 5 7 9 11 0 20 '00,X "O."'t"'O ... . ... . ... ... 01 40 1.00 r d 60 L •+ a No Load d 0 5 kips 10 kips 15 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GWENGINEERS� Figure2l NJ I 24-inch Diameter Steel Pipe Pile With Lateral Spreading Moment (kip-ft) -800 -600 -400 -200 0 200 400 0 20 40 m t 60 a No Load G 5 kips 10 kips 15 kips 80 r 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEER� Figure22 0 q 0 v 0 N 24-inch Diameter Steel Pipe Pile With Lateral Spreading Shear (kips) -20 -15 -10 -5 0 5 10 15 20 25 30 35 0 20 40 .r m 60 Q No Load G 5 kips 10 kips 15 kips SO 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, Liquefied Soil Profile, Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure23 APPENDIX A Field Explorations APPENDIX A FIELD EXPLORATIONS General Subsurface conditions at the site were explored on May 7 and 8, 2014 by advancing three cone penetrometer tests (CPT) probes (CPT-1 through CPT-3) and five borings (GEI-1 through GEI-5) 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 CPTs were completed to depths of about 92 and 100 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 6.5 to 121 feet using truck -mounted drilling equipment, owned and operated by Geologic Drill of Nine Mile Falls, Washington. The borings were continuously monitored by a geotechnical engineer 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. The first two soil samples in each boring were obtained with a California sampler with a 3-inch outside diameter as a larger sample was required for the chemical analyses. The soils encountered in the test borings were typically sampled at 5-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, with the exception of where the California sampler was used. 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 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 less than 18 inches, then the number of blows is recorded over the number of inches driven; 30 blows for 6 inches and 50 blows for 3 inches, for instance, would be recorded as 80/9-inch. The blow counts are shown on the boring logs at the respective sample depths. The SPT 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-6. Boring locations were determined in the field by measuring from existing site features. Ground surface elevations were estimated from the site survey map titled "Topographic Survey, Museum of Flight Covered Airpark" prepared by Bush, Roed & Hitchings dated April, 2014. Boring locations should be considered accurate to the degree implied by the method used. Ground surface elevations at the boring GWENGINEERS� November17,2014I PageA-1 File No. 8039-010-00 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 logs. The logs of the CPT soundings are presented in Figures A-7 through A-9. A shear wave analyses was completed for CPT-1 and CPT-2, the results of which are presented in Figures A-10 and A-11. The CPT soundings were advanced to a depth of about 92 to 100 feet below the existing ground surface. The CPT soundings were backfilled in general accordance with procedures outlined by the Washington State Department of Ecology. GEOENGINEERS� November17,2014, PageA-2 File No. 8039-010-00 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER GRAVEL CLEAN GRAVELS o Qo o GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES AND GRAVELLY (UTTLE OR NO FINES) o 0 O O C GP POORLY -GRADED GRAVELS, SOILS O O GRAVEL- SAND MIXTURES GRAVELS WITH FINES GM SILTY GRAVELS, GRAVEL- SAND -SILT MIXTURES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION O GC CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES RETAINED ON NO. a SIEVE (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS SW WELL -GRADED SANDS, GRAVELLY SANDS MOR AN SAND SP POORLY -GRADED SANDS, GRAVELLY SAND RETAINED NO NO. RETAINED SIEVE 200 SIEVE AND SANDY (UTTLE OR NO FINES) SOILS SANDS WITH FINES SM SILTY SANDS, SAND- SILT MIXTURES MORE THAN 50% OF COARSE FRACTION PASSING NO. 0 SIEVE (APPRECIABLE AMOUNT OF FINES) C/� SC CLAYEY SANDS, SAND - CLAY MIXTURES ML INORGANIC SILTS, ROCK FLOUR, CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GRAINED SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 LL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW SOILS PLASTICITY MH MICACEOUS ORD ATOMACEOUSSILTY SOILS MORE THAN 50% PASSINGNO.200 SIEVE CH INORGANIC CLAYS OF HIGH PLASTICITY SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 OH ORGANIC CLAYS AND SILTS OF MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS _ — — PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Sampler Symbol Descriptions ® 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. BOLS TYPICAL DESCRIPTIONS GRAPHSYM LETTER AC Asphalt Concrete CC Cement Concrete CR Crushed Rock/ Quarry Spalls TS Topsoil/ Forest Duff/Sod Groundwater Contact Measured groundwater level in exploration, well, or piezometer IF Measured free product in well or piezometer Graphic Log 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 Laboratory / Field Tests %F Percent fines AL Atterberg limits CA Chemical analysis CP Laboratory compaction test CS Consolidation test DS Direct shear HA Hydrometer analysis MC Moisture content MD Moisture content and dry density OC Organic content PM Permeability or hydraulic conductivity PI Plasticity index PP Pocket penetrometer PPM Parts per million SA Sieve analysis TX Triaxial compression UC Unconfined compression VS 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. Descriptions 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 GWENGINEERS /// FIGUREA-1 Start End Total 7 Logged By Geologic Drill Drilling Drilled 5I7I2014 5l7/2014 Depth (ft) Checked By NLT Driller Explorations, Inc. Hollow -Stem Au Auger Method g Surface Elevation (ft) 18 Hammer Drilling Diedrich D-50 Track -mounted Vertical Datum Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) System Groundwater Northing (Y) Datum Depth to Date Measured Water lftl Elevation fftp Notes: w - FIELD DATA m s MATERIAL m E E o w o H m Z° DESCRIPTION REMARKS j L n Z O o c y — E C w 5 Z. m o w o 02 in U0 0� 0 t?U 2U U 0 SP-SM Brown fine to coarse sand with silt and clumps of silt (medium dense, moist) (fill?) ^h 18 17 ? %F 20 37 Driven 24 inches with California Sampler 5—fN 181 3 1 2 Note: See Figure A-1 for epgplanation of symbols. um stiff, moist) I I I Driven 24 inches with California Sampler Log of Boring GEI-1 Project: Museum of Flight Covered Airpark G W E N G I N E E R S Project Location: Tukwila, Washington Figure A-2 Project Number: 8039-010-00 Sheet 1 of 1 Sty end Drilled 5/7/2014 5/7/2014 Total 6.5 Depth (ft) Logged By Checked By NLT Driller Geologic Drill Explorations, Inc. Drilling Hollow -Stem Auer Method g Surface Elevation (ft) 18 Hammer Drilling Diedrich D 50 Track -mounted Vertical Datum Data 140 (Ibs) / 30 (in) Drop Equipment Easting (X) System Groundwater Northing (Y) Datum Depth to Date Measured Water (ft) Elevation (ft1 Notes: w FIELD DATA MATERIAL m N Es m w a' ° Z m J J_ U U DESCRIPTION o REMARKS !.. > L > n ki o Z > d N 3 N m _ E 07 C N d L m 7 N o TZ W ❑ in U Cn 00 1 E U iiU 0 SM I Brown siltv fine to medium sand with aravel (F 5 18 21 1 SA 18 7 2 Note: See Figure A-1 for a)planation of symbols. (medium dense, moist) (fill?) 21 I 23 I Driven 18 inches withh California Sampler WWI- L Brown silty fine sand to silt (loose to medium stiff, moist) d I I Dmen 18 inches with California Sampler Log of Boring GEI-2 Project: Museum of Flight Covered Airpark G W E N G I N E E R /,%j Project Location: Tukwila, Washington _s.�� Figure A-3 Project Number: 8039-010-00 Sheet 1 of 1 Start nd Total 6 5 Logged By Driller Geologic Drill Drilling Hollow -Stem Auger Drilled 5/7/2014 5/7/2014 Depth (ft) Checked By NLT E)lorations, Inc. Method Surface Elevation (ft) Hammer Drilling Vertical Datum 18 Data 140 (lbs) / 30 (in) Drop Equipment Diedrich D 50 Track -mounted Easting (X) System Groundwater Northing (Y) Datum Depth to pate Measured Water (ft) Elevation (ftl 1 Notes: t FIELD DATA m -a)- E E ` s MATERIAL a o N `° m Z � DESCRIPTION REMARKS f0 L d a 2 'o m m o m E; cm 5 r a 9 a m � .N o a `m c a� d o w 0 x Co 0 tnn H (7 (7 U � U, i 0 0- SP-SM Brown fine sand with silt (medium dense, moist) (fill?) �5 18 41 1 %F 15 13 Driven 18 inches with California Sampler 18 11 2 Note: See Figure A-1 for a)planation of symbols. Driven 18 inches with California Sampler I Log of Boring GEI-3 Project: Museum of Flight Covered Airpark G W E N G I N E E R J Project Location: Tukwila, Washington /// -��� Figure A-4 Project Number: 8039-010-00 Sheet 1 of 1 J Start End Total 111.5 Logged By Driller Geologic Drill Drilling Hollow -Stem Auer Drilled 5/7/2014 5/7/2014 Depth (ft) Checked By NLT Explorations, Inc. Method g Surface Elevation (ft) 18 Hammer Drilling Diedrich D-50 Track -mounted Vertical Datum Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) System Groundwater Northing (Y) Datum Depth to Date Measured Water Elevation (ftx Notes: FIELD DATA m y E, w - o `s MATERIAL o w o m � � 0 DESCRIPTION REMARKS N a y U 30 — E 1n 6 2 O !^ W O 0' in n F- (7 CC U MU ii 0 0 SM Brown silty fine sand (loose, moist) (fill?) 2h 18 15 F 17 33 Driven 18 inches wNSCalifornia Sampler 5-1 1.8 7 2 Driven 18 inches with California Sampler NS ML Brown mottled silt with sand (stiff, wet) 10 18 8 3 0 SP Dark gray fine to medium sand (medium dense, wet) 15-118 15 4 20 18 18 SA Grades to fine to medium sand 18 6 SA 5 i sp-SM Dark gray fine to medium sand with silt 25 18 12 a (medium dense, wet) ,moo SM Dark gray silty fine to medium sand (medium 30 18 12 7 dense, wet) �5 35 — — — — — — — — — — — — — — — Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-4 Project: Museum of Flight Covered Airpark G W E N G I N E E R S r Project Location: Tukwila, Washington Figure A-5 Project Number: 8039-010-00 Sheet 1 of 3 FIELD DATA m n J J M JE U U 35 0 L 40-t-M 18 1 11 1 9 MATERIAL DESCRIPTION gray SM -F Dark gray silty fime sand (medium dense, wet) SM L Dark gray silty fine sand to sandy silt (medium 18 to 10 dense to stiff, wet) 12 1 10 1 11 C N C fU LLU 55 18 17 12 34 43 SM Dark gray silty fine sand (medium dense, wet) 60-f-E 18 I 11 I 13 graysilt with fine sand (medium stiff, wet) 651_0 18 1 4 I 14 ML T Gray silt with clay (very soft, wet) 70-fn 18 1 1 I 15 751 18 I O I 16 Note: See Figure A-1 for a)qlanation of symbols. REMARKS Log of Boring GEI-4 (continued) Project: Museum of Flight Covered Airpark G W E N G I N E E RS � Project Location: Tukwila, Washington Figure A-5 Project Number: 8039-010-00 Sheet 2 of 3 FIELD DATA m E E a a MATERIAL ° w ° �' y `° Z °' U DESCRIPTION REMARKS O .... L > a Y) @ > Z U z N 3 m d N m ° C .y J d U 30 N „° `.� lL 0 N c � m 0 NF � 0 (7U N C gU m C iiU O 80 18 0 AL 49 AL (LL = 47; PI = 18) h 85 18 0 18 90 18 3 19 1h SM Dark gray silty fine sand (medium dense, wet) 95 18 20 20 O SP-SM Dark gray fine to coarse sand with silt and shell 100 12 47 21 fragments (dense, wet) h i SP-SM Dark gray fine to coarse sand with silt and shell 105 22 fragments and occasional gravel (very i 18 58 dense, wet) 90 110 12 39 13 SA Grades to dense 17 11 SA Note: See Figure A-1 for elplanation of symbols. Log of Boring GEI-4 (continued) Project: Museum of Flight Covered Airpark G W E N G I N E E RS r Project Location: Tukwila, Washington Figure A-5 Project Number: 8039-010-00 Sheet 3 of 3 i Start End Total 121.5 Logged By Driller Geologic Drill Drilling Hollow -Stem Auger Drilled 5I8I2014 5l8l2014 Depth (ft) Checked By NLT Explorations, Inc. Method g Surface Elevation (ft) Hammer Drilling Vertical Datum 16 Data 140 (lbs) / 30 (in) Drop Equipment Diedrich D-50 Track -mounted Easting (X) System Groundwater Northing (Y) Datum Depth to Date Measured Water (ft) Elevation (ft) Notes: FIELD DATA m w - E E m `s MATERIAL ° w O .... a 0 N � y Z m Ol ° J J U � DESCRIPTION N" a REMARKS L y a 2 0 y° 3 U m Ew � `i o m o y Lc 0 d� 0 w o m u H 2 5- So Dark brown fine to medium sand with trace silt (loose, moist) (fill?) 18 12 i 6 3.6 Driven 18 inches with California Sampler SA SA 5-1 18 15 2 Driven 18 inches with California Sampler sM Brown silty fine sand (v-e Ioose, wet) 10 12 2 3 h 15-115 2 4 - Sp-SM Brown fine to medium sand with silt (loose, wet) 20 12 7 5 h ------------------------ sP Dark gray fine to medium sand with trace silt and occasional lenses of silt (loose, wet) 25 6 6 5 ,� 30 12 6 F 25 12 35 Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-5 Project: Museum of Flight Covered Airpark G W E N G I N E E R s Project Location: Tukwila, Washington Figure A-6 Project Number: 8039-010-00 Sheet 1 of FIELD DATA m E E - `s MATERIAL o ° Z U DESCRIPTION REMARKS _ N L > o N ] Z O y e go N 3 _ m — Eu, 01 C N D_ m CL 7 N oca ca m° N c do diO tr m u m� C7 00 gU LLU 35 �O 15 13 SP/SM Brown fine to medium sand with lenses of silty fine sand (medium dense, wet) 40 by 18 14 9 45 18 21 10 ,y0 snn Dark gray silty fine to medium sand (loose to medium dense, wet) 50 18 7 11 ML Gray silt with trace fine sand and clay (medium stiff, wet) Grades to fine sandy silt 55 0 18 4 12 60 h 18 4 13 i Grades to soft 65 9111 18 1 L< AL 34 AL (non -plastic) — T- MH — — — — — — (-- — — — — — — — — — — Gray clayey silt (medium stiff, wet) 70 18 4 15 hh 15-118 0 16 0 Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-5 (continued) Project: Museum of Flight Covered Airpark G W E N G i N E E R S r Project Location: Tukwila, Washington Figure A-6 Project Number: 8039-010-00 Sheet 2 of4 FIELD DATA w l m a i; O w `y 4O O JE a @ , Od> c a _ m a o m W 0 5 X m U F (7 U` U 80 —j7 18 1 0 1 17 85—I-1 18 1 2 1 18 90—�E 18 1 5 1 19 95-11 18 I 28 I 22 MATERIAL DESCRIPTION — — — — — — — — — y — — — — — — — Gray silty fine sand to sandy silt (loose to medium stiff, wet) SM (- Dark gray silty fine N N .Ln0 0 m c i U. 0 26117 100 12 50 3A SP-SM — — — — — — — — — Grayfine to coarse sand with silt and shell 11 11 fragments (very dense, wet) Snn Dark gray silty fine to coarse sand with 105 18 23 22 occasional gravel (medium dense, wet) gray 110—�E 181 14 I 23 18 I F dense, wet) I I I I I I ML Gray silt with fine to coarse sand (hard, wet) Note: See Figure A-1 for explanation of symbols. 14 1 33 REMARKS qT Log of Boring GEI-5 (continued) Project: Museum of Flight Covered Airpark G W E N G I N E E R� Project Location: Tukwila, Washington /J/ —�' Figure A-6 Project Number: 8039-010-00 Sheet 3 of4 FIELD DATA m E E - m s MATERIAL o w ° o H Z a DESCRIPTION REMARKS 5 _ L n Z O U 3 m U 75 E C A d a m 3 y ° N O d c y d d o W O WO m U nF U izQ h O s 120 12 66 25 0 e a z a r y� i U f O C7 C7 a m Z -O 2 O k� S E ti j 'H E ti 0 �Q _S O U Z Q Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-5 (continued) Project: Museum of Flight Covered Airpark G W E N G I N E E R S�r Project Location: Tukwila, Washington Figure A-6 Project Number: 8039-010-00 Sheetaofa 0 0 10 20 30 40 Depth 50 (ft) 60 70 80 90 100 GeoEngineers - Museum of Flight Covered Airpark Operator: Springer CPT Date/Time: 5/7/2014 8:54:25 AM Sounding: CPT - 01 Location: Museum of Flight Cone Used: DDG1238 Job Number: 8039-10-00 Figure A-7 Tip Resistance Friction Ratio Qt TSF Fs/Qt (%) 500 0 7 I I I I I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I + _ __I__-_F._+_ I I I I I I I I I I I I i I I I 1 I I I I I I I I I I I I I I i I I I I 1 I I I I I I I I I I I I I I I 1 _J __1__I__I__L_ L_ J _ J__ 1 I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I II I I I II I I I I I I I I '1 _ 1 _ _I _ _ I _ _ I_ _ L _ L _ 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I '7 1 sensitive fine grained 2 organic material 3 clay Pore Pressure Soil Behavior Type* SPT N* Pw PSI Zone: UBC-1983 60% Hammer -20 140 0 12 0 120 I I I I I I I I I I I I I I I I I I I I I I -� 1 1 1 t:-I-�_+_ , l I I I I I I I I I I I I '. I I I 1 I I I I I I I h i l l I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I i f i l l l I I I I I I I I I I 1 I I I I I I I I I I I I I I I L I 1 1 1 I 1 I 1 1 I 1 11 1 I 1 1 1 1 I I I I I I I I I ( I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I 1 i l l l I I I I I I I I I I I I I I I I I I I I I 1 >� I I t I I 1 I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I ! I I I I I I I I II I I I I I I I I I %. .1 I I I I I I I I I I 1 I I I I Ir1i � 1 '. I I I ELI!! I I '. I 1 -1 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I y l I I 1 I I I I I I I I I I I I I I ? I I I I I I I I I I I I I I I I I I iJ I I I 1 I I I I I I I I I I I I 1_ L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I t I I ( 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Maximum Depth = 93.67 feet ■ 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt Depth Increment = 0.164 feet 7 silty sand to sandy silt 010 gravelly sand to sand t . 8 sand to silty sand ® 11 very stiff fine grained (*) ■ 9 sand 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers - Museum of Flight Covered Airpark Operator: Springer CPT Date/Time: 5/7/2014 11:00:00 AM Sounding: CPT - 02 Location: Museum of Flight Cone Used: DDG1238 Job Number: 8039-10-00 Figure A-8 Tip Resistance Qt TSF 0 0T 10 20 30 40 Depth 50 (ft) 60 70 80 90 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 _ J _ _ I _ _ •_ _ L_ J_ _I_ _I__L-L _L _-1 1 I I I I 1 I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I Friction Ratio Fs/Qt (%) 500 0 7 3 _ J _ _1_ _I_ _L _L _-,L_J_J__ I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 I I I I 1 I I I I I I I I I I I I I I I I I I I r 1 sensitive fine grained ❑ 2 organic material 3 day T I I I 1 1 I I I I I I I I I I f I I I I I I I I I I I I I I I I I I Y I I I I I I ! I I I I I I I I I I I I I I I I j I I I 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I l l l l I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I jI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 Maximum Depth = 91.70 feet ❑ 4 silty Gay to clay ❑ 5 clayey silt to silty clay ® 6 sandy silt to clayey silt Pore Pressure Pw PSI -20 140 • I I I ' I I I I I I I I I I I I 1 I I ty_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I l l l l l i I I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1' I I Soil Behavior Type* SPT N* Zone: UBC-1983 60% Hammer 0 12 0 120 Depth Increment = 0.164 feet I__I_J_1 _ L ❑ 7 silty sand to sandy silt ❑ 10 gravelly sand to sand 8 sand to silty sand Ej 11 very stiff fine grained (*) n 9 sand ■ 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983 0 0 20 30 40 Depth 50 (ft) 60 70 80 90 100 GeoEngineers - Museum of Flight Covered Airpark Operator: Springer CPT Date/Time: 5/7/2014 12:41:54 PM Sounding: CPT - 03 Location: Museum of Flight Cone Used: DDG1238 Job Number: 8039-10-00 Figure A-9 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qt TSF Fs/Qt (%) Pw PSI Zone: UBC-1983 60% Hammer 500 0 7 -20 140 0 12 0 120 I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I__I__I__I__ L_ L_ 1_ J__ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 _J __I__I__1_ _ L_ L_ 1_ I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I 1 sensitive fine grained ❑ 2 organic material ❑ 3 clay I I I I I I I I I I I-1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I I I I - --y-t- t I I I I I I I I i I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 'lfl I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 1 I I I I I I I I 1 I I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I 1 I I I I I I I -lilt I I I I I I I I I I I I I I I I I I I I I I I 1 I1 4 1 1 1 1i I L I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I JJ 11L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I t I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I J_I_ J ___ JJ1LL1 I__I___1_L I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L :_I_1_I J.L L 1-L 1 I I 1 1 I I I I I I I I I I I I I I I I I 1 I I Maximum Depth = 99.74 feet ❑ 4 silty clay to clay ❑ 5 clayey silt to silty clay ■ 6 sandy silt to clayey silt Depth Increment = 0.164 feet ❑ 7 silty sand to sandy silt ❑ 10 gravelly sand to sand 8 sand to silty sand ❑ 11 very stiff fine grained (*) 9 sand ® 12 sand to clayey sand (*) 'Soil behavior type and SPT based on data from UBC-1983 ,epth 6.726ft .ef* Depth 13.287ft Ref 6.726ft Depth 19.685ft Ref 13.287ft Depth 26.247ft Ref 19.685ft Depth 32.644ft Ref 26.247ft Depth 39.206ft Ref 32.644ft Depth 45.768ft Ref 39.206ft Depth 52.329ft Ref 45.768ft Depth 58.727ft Ref 52.329ft Depth 65.289ft Ref 58.727ft epth 71.850ft tef 65.289ft Depth 78.248ft Ref 71.850ft Depth 84.810ft Ref 78.248ft Depth 91.043ft Ref 84.810ft Depth 93.832ft Ref 91.043ft Seismic Shear wave Velocity Museum of Flight Covered Airpark - CPT Ol I I I I I I I -------- - - - - -'- -- -- ---------- - - - - --------- - - - - -- I I I I --- ------- - - - -'- - - --- - ------------ - - - - -- ------- - - - - -- � I I , I I I I I I I I I I I �- _I - I I I --- -- - ------------------------------------------- I I I I I I 1 --- - - - I -- I I I I I I 1 I I - - � II � ---' ------------ -------------------------- I I I I I I I I I I I I I I _I - - --- --- - ---------------------------- I I \ I I I V I I I I I I I I I I I I I I I I I , I I I I I I I I I I I I , n I I I I i 50 100 150 200 Time (ms) Hammer to Rod String Distance 0.9 (m) * = Not Determined Figure A-10 Delay 15.12ms Velocity* Delay 29.37ms Velocity 439.52ft/s Delay 43.63ms Velocity 441.45ft/s Delay 55.07ms Velocity 568.57ft/s Delay 66.71ms Velocity 546.86ft/s Delay 78.86ms Velocity 538.33ft/s Delay 90.81ms Velocity 547.66ft/s Delay 102.53ms Velocity 558.95ft/s Delay 113.55ms Velocity 579.99ft/s Delay 125.34ms Velocity 555.63ft/s Delay 136.87ms Velocity 568.93ft/s Delay 148.55ms Velocity 547.37ft/s Delay 160.22ms Velocity 561.47ft/s Delay 170.11ms Velocity 630.44ft/s Delay 172.76ms Velocity 1049.41ft/s 250 epth 6.726ft .cef* Depth 13.287ft Ref 6.726ft Depth 19.685ft Ref 13.287ft Depth 26.247ft Ref 19.685ft Depth 32.644ft Ref 26.247ft Depth 39.206ft Ref 32.644ft Depth 45.604ft Ref 39.206ft Depth 52.165ft Ref 45.604ft Depth 58.727ft Ref 52.165ft Depth 65.125ft Ref 58.727ft Depth 71.686ft Ref 65.125ft Depth 78.084ft Ref 71.686ft Depth 84.646ft Ref 78.084ft Depth 91.207ft Ref 84.646ft Seismic Shear Wave Velocity Museum of Flight Covered Airpark - CPT 02 ------------------------------------ ' ----------------- - - - - -- ---------------- - - - - -- -- - ----------------------------i------------- -----------------'-- -- - ------ - - - - -------- - - - - -- N - - -- ----------------------------- ------------- - - - - -- ; - ------ -- - --------------'-------------- i � ----------------------------- -------------I ----------- - - - - -- 0 50 100 150 200 Time (ms) Hammer to Rod String Distance 0.9 (m) * = Not Determined Figure A-11 Delay 17.42ms Velocity* Delay 32.58ms Velocity 413.47ft/s Delay 44.72ms Velocity 518.10ft/s Delay 55.43ms Velocity 607.99ft/s Delay 68.47ms Velocity 487.91ft/s Delay 81.83ms Velocity 489.53ft/s Delay 93.51ms Velocity 546.46ft/s Delay 105.19ms Velocity 560.81ft/s Delay 117.18ms Velocity 546.42ft/s Delay 128.43ms Velocity 568.07ft/s Delay 140.30ms Velocity 552.08ft/s Delay 152.29ms Velocity 533.10ft/s Delay 163.74ms Velocity 572.97ft/s Delay 173.43ms Velocity 677.00ft/s 250 APPENDIX B Laboratory Testing APPENDIX B LABORATORY TESTING 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), sieve analyses and Atterberg Limits. The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM) or other applicable procedures. Additional soil chemical analytical testing was completed on some of the soil samples to provide a basis for developing general recommendations for soil handling during construction. The results of this testing is provided in a separate report dated September 25, 2014. 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 logs 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. Sieve Analyses Full sieve analyses were performed on selected samples in general accordance with ASTM D-422. The wet sieve analysis method was used to determine the percentage of soil greater than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted, classified in general accordance with the USCS, and presented in Figures B-1 and B-2. 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-3. The plasticity chart relates the plasticity index (liquid limit minus the plastic limit) to the liquid limit. GEOENGINEERS November 17, 20141 Page B-1 File No. 8039-010-00 v C; u O 0 > F.: ---------------- ------------------- -------------------------- 4k Cl) 3CD CD Lu 0 co Vl m 0 ---- ---- - --- ----- ---- w 4t > w cn z ------ ---- ---- ----- ---- ---- --- (D Ibell -------------------------------------------------- — ___ --___ --___ -____ ___ -___ -____ -___ - F- CL Lu 94 < u z 0 ---- --- -------------- --- - C) C) P: < W CO w x w 0 2 _j D o CL Z x u w CIO —i 0 co C) O C) 0 m C) co C) I- CD C C) LO C) It O m C,:) N C,:) C,:) 1H913M Ag ONISSVd IN30?13d GEoENGINEER S r SIEVE ANALYSIS RESULTS FIGURE B-1 't 0 9 C6 0 0 0 c; u C� O C) z 0 to CL L El CD CD r1l = C) LLJ At N rn 'IT —.--7 w > LU cl 4t C) < C) z z w U) z ---- < 0 �L U) CO 0 U) 0 00, 0 E E �5 'E 'o LL = = ---- --- --------------------------- -- --- .00 100— -000 0� -------------- --- ------- ------------- Z --- --------- --- - ----------- ---- --- ------ --- ----- L6 00 oll, ___ -___ --___ -___ -___ --___ -___ --___ - ------- --- - ___ -___ -___ -____ -------- --- C, C-4 --- O C) C) u z 2 F- < LCUO 02 CL Z x w W W W W --- ---- ----- --- ---- - --- -------- --- -------- ----- --- 0 10 2 >- U) O cc::,) C) 0 C) C) C) m 00 rl- 0 C) w C) U) CD It C) Cf) C) C%4 C) C) iHE)13M Ag !DNISSVd 1N30b3cl GEoENGINEER SIEVE ANALYSIS RESULTS FIGURE B-2 0 0 0 rn O 00 O 0 F- CO ~ Q U } O o LO H o U H Q o J M 0 N 0 0 tOD L CO N O O X34N1 Ail0llSVId GEOENGINEERS ATTERBERG LIMITS TEST RESULTS FIGURE B-3 C_ _ � O J O L 0 CJ G 2� .• / O L J .0 J U v z 0 d � U J ? U W 0 J 0 �o ~ w °0 3Z 00 o� J J v w= � F Z N F � oz �o w� a= � a aw �o co � z 0 aw v � m O� u1 � az x w J O � O APPENDIX C Previous Studies APPENDIX C PREVIOUS STUDIES GeoEngineers reviewed logs of previous explorations completed in the general vicinity of the project. The locations of previous explorations are shown on the Site Plan, Figure 2. The logs of some of the previous explorations are presented in this appendix and include: o The logs of two borings (GEI-1 and GEI-4) and one cone penetration test (CPT-1) completed in 2010 by GeoEngineers in the report entitled "Geotechnical Engineering Services, Museum of Flight Space Shuttle Gallery, Tukwila, Washington." o The logs of three borings (B-1, B-2, and B-7) and two cone penetration tests (CPT-1 and CPT-2) completed in 2009 by GeoEngineers in the report entitled "Geotechnical Engineering Services, Aviation High School at the Museum of Flight, Tukwila, Washington." a The log of one boring (DM-1A) completed in 1986 by Dames & Moore for an unknown project. GEOENGINEERS� November 17, 20141 Page C-1 File No. 8039-010-00 Start End Drilled 6/3/2010 6/4/201D Total 141.5 Depth (ft) Logged By MJPDrill Checked By NLT Driller GregoryDrilling Method SPT/Mud Rotary Surface Elevation (ft) 16.0 Hammer Automatic Drilling CME-85 Vertical Datum Data 140 (lbs) 130 (in) Drop Equipment Latitude System N/A Groundwater Longitude Datum Depth to Date Measured Water ft Elevation (ft) Notes: 6/4/2010 3.8 12.2 FIELD DATA m Q MATERIAL o D ; DESCRIPTION a REMARKS c > y � u - c t a- a > N N 30 m O N N N a N ON m ma W t] o C 2' m U rn H (.� (7 U y S> AC 1'/ inches asphalt, 4 inches base course Smf BroHn silty fine to medium sand (loose, moist) (fill?) 14 6 1 Ns 5-1 18 2 2 NS MC=20% Sit Dark brown silty tine to medium sand (very loose, wet) 10 18 1/18" 3 NS MC=38% h %F=27 SP-SM Dark gray fine to medium sand with silt (loose, wet) 15 8 4 4 0 SP Dark gray fine to medium sand with trace of silt 20 8 3 5 (very loose, wet) MC=26% g %F=3 25 Grades to tine to medium sand with trace silt 30 6 Grades to loose to medium dense �h 10 6 35 Note: See Figure A-1 for explanation of symbols. Log of Boring GEM Project: Museum of Flight Space Shuttle Gallery G W E N G I N E E R5 Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure of � Sheet 1 of 4 w FIELD DATA O c O _ d e N m N c N O _ O N Z J i6 C m� m �i m o- W O W m U to H- (9 0 U 35 L� 40 12 6 7 :.'. L(l 45 yo 50-t7M 14 I 14 1 8 IB 1 4 1 9 1E 1 1/18° 1 to Note: See Figure A-1 for explanation of symbols. MATERIAL DESCRIPTION �a an mL => Su t Gray silty fne sand (medium dense, —wet) Grades to loose 1.1L Dark gray silt with fine sand and trace organic matter (very soft, wet) REMARKS MC=23% %F=6 MC=32 % MC=40% AL; MC=44% CS; MC=47% Log of Boring GEI-1 (continued) Project: Museum of Flight Space Shuttle Gallery G Eo E N G I N E S RS Project Location: Tukwila, Washington Figure A-2 Project Number: 8039-008-00 Sheet2 of4 FIELD DATA MATERIAL o vo a DSCRIPTIONREMARKS L ? 8 L O N G p JE C U7 L a C, 7N N N N O N f0 @ O@ a�i an 60 ,ro5 is 1/I8" 12 AL; MC=46% 6s 10 90 1h 14 18 13 Possible sand lense 9s 0° SNl Gray silty fine to medium sand (medium dense, wet) 100 14 26 14 MC=26% ey %F=14 1os Gravel layer at 106 feet Grades to dense with shell fragments 110 18 47 U 11s o° ML Gray fine sand silt (medium stiff to stiff, wet) Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-1 (continued) Project: Museum of Flight Space Shuttle Gallery G W E N G I N E E RS r Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure A-2 � Sheet 3 of 4 Log of Boring GEI-1 (continued) r Project: Museum of Flight Space Shuttle Gallery E a G ECG E N G I N E E R S Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure A-2 Sheet 4 of 4 Start End Total 16.5 Drilled 6/3/2010 5/3/2010 Depth (ft) Surface Elevation (ft) 16.0 Vertical Datum Latitude Longitude Notes: Auger Data: 414-inch I.D; 9-inch O.D. Logged By MJP Checked By NLT Driller Gregory Drilling Hammer Automatic Data 140 (lbs) / 30 (in) Drop System N/A Datum Drilling SPT/Hollow-stem Auger Method Drilling CME-85 Equipment Groundwater Depth to Date Measured Water ft Elevation Oft) 6/3/2010 9.5 6.5 FIELD DATA V s e E N Z C W MATERIAL E REMARKS o �, p o m J U DESCRIPTION Q �o jp N L N 9 N a) N U E C N @ O T C rn W 0 C 2 to a U rn h 0 i7 U N 2> AC 4 inches asphalt; 6 inches base course �h • SP-51.,1 Dark Drown fine sand with silt (loose, moist) 15 10 1 NS 5-1 18 9 z Grades to loose to mediwrrdense NS o Z •.. ".. SP-SM Dark brown tine sand with silt and occasional 10 12 - 6 3 gravel (loose, wet) NS h SM Dark brown silty fine sand with trace organic matter (very loose, wet) 15 IS 1/1S" 4 NS MC=54% %F=39 Note: See Figure A-1 for explanation of symbols. Log of Boring GEI-4 Project: Museum of Flight Space Shuttle Gallery G W E N G I N E E RS Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure of 1 Sheet 1 of 1 1 0 Operator: Witthus CPTDate/Time: 5/17201011:45:56AM Sounding: CPT-1 Location: Museum of Flight Space Shuttle Gallery Cone Used: DSG1015 Job Number: 8039-008-00 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPIT N* Qt TSF ' Fs/Qt (%) Pw PSI Zone: UBC-1983 60% Hammer 0 0 400 0 4 -10 50 0 12 0 50 i 1 I I 1 I I I 1 I 1 I I I I I l l t l l I 1 I 1 I I I I I i I I I I I I I I 1 1 1 1 1 1 I I 1 I I I I I 1 I I I 1 I i t I I I I 1 1 11 1 I I I 1 I I I I 1 1 1 I 1 I I I f l 11 1 1 1 I I 1 1 1 1 11 1 1 i 1 1 I I 1 I 1 I 1 1 1 I I I l l l t I i l l i l l 1 1 1 1 1 t l l I 1 I 1 I I I I I 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 I I 1 1 1 I I t I I I I 1 1 I 1 I I 1 1 1 I 1 1 1 1 1 1 1 1 I I I I I 1 I I 1 1 I 1 1 1 1 I I � IIII 1 1 I I I I I I I I I 1 I I 1 I I I I i� 11 I I 1 I I I 1 1 1 I I 1 1 1 I 1 I I I 1 I I 1 1 1 I I I I I I I I I I I i t I 1 1 I I 1 1 1 1 1 I I I t l l i 1 I I I 1 1 1 1 I I I I 1 I 1 1 I I 1 I I I I I I I 20 1I -r--1--T--r--r-�--r- r—T-r--I-�-T-r Trr 7 1 I 1 I 1 I I 1 1 I 1 1 III i t l l l l t 1 1 1 1 1 1 1 1 1 1 I I i I 1 1 1 1 I 1 1 i 1 1 11 1 1 1 I I I I I 1 1 1 I I I I 1 I I I I I 1 i I I 1 1 1 1 1 1 1 1 1 1 I I r 1 1 1 1 1 1 1 1 I 1 I I I I 1 1 I I I I I 1 I I I I I I I I I I I 1 1 1 1 I I I I I I i I I 1 I 1 I 11 I 1 I I I11 II IIII11 I I I I I I I 1 11 I I 1 1111 1 IIIIIII I I I I 1 I 1 I I I I IIII 1 IIII11t I I 1 I 1 1 I I I 1 I I 111 I I 1 1 1 1 I Jill 1 1 1 I I I I I 1 I I 1 1 1 1 I I I I 11 111111 I I 1 I I I 1 I I 1 I 1 6� ' Icy 11 1 1 t I I 1 1 I I I 1 I- I I I 1 I i I I I I I I I I I I I I I I 1 1 I 11 1 I I I I I I I I I I I I i I 1 I I I I 1 1 1 I 1 1 - IIIIIII 40 III II _r_. _T__r__I__l__T_ _I _ i__T_ i -I _i_ I'T r`i i1 iiTTTI I T i i -i it I 1 I 1 1 I I I 1 I I I I I I I I I I I r l l I I I l l i 11 1 1 I I I I I 1 I 1 I i I 1 I I I I I I I I I I 1 1 I I I 1 I 1 I I I I I I I I I I I I I 1 I 1 I 1 1 1 I I I I I I I I I I I I I 1 I I I 1 1 1 1 I I I I I I I I I I I I I I 1 I 1 I 1� 1 I 1 I 1 I I I I 1 1 1 1 1 1 1 1 1 1 11 1 1 I I I I I 1 I 1 I i I I I t I I I 1 I I I f l t l t l l I I I I I I I I 1 1 I 1 I I 1 1 I 1 I 1 I I I I i l i l l i l I I I I I I 1 i i 1 i I 1 I 1 I i t l l I I 1 I I I I i 1 I I I I I 1 I I I I I 1 1 I I I I 1 I I 1 I i 1 I I I I 1 I 11 1 1 I I I I 1 1 1 1 I 1 r 1 I I 11 I 1 I 11i1 I IIII 1 1 I I 1 1 I i 1 I I I 1 I I I I I I I I I r l l l 60 ___ _1__L__I__1__1_ J_ _ L 1_J_1_1, _ 111 Depth 1 i I I I 1 1 r 1 I 1 1 i l l y 1 I r l i l l I i I I 1 I I 1 I I I 1 1 1 I I I I I 1 1 1 I i i 1 I I 1 1 1 I 1 I 1 I I I 11 i l l i l t l 1 1 I 1 I 1 I I r l l l l 1 1 1 1 1 1 1 1 I i I 1 1 I 1 I t 1 1 I I I III 11 I l l l i 1 1 1 I i 1 ! 1 I 1 ���TTT111 I 1 1 I I I III I I 1 1 1 1 i l l I 1 I 1 I 1 1 I 1 1 1 I I I I I I I I I I I I I 1 1 1 1 I I I 1 I I 1 1 1 I I I I 11 1 1 1 i l t l l l l l I I I I I I I I I t I I I I I III11 II111111 I I I I I I I I I 1 1 I 1 I I I I I I I I I 1 1 1 1 1 r 1 1 I I I i I 1 1 1 1 1 I I IIIII I I I I 1 1 I I I 80 _L_J__1__L__I__1__L_ _I__J__1_ L_I_J_ -1 LLI_IJ-3111 11 JJJ_I_I_ I I 1 1 1 I 1 1 1 I 1 I I III I I I I I I I I I I 1 1 r l 1 1 1 I I I I I I I i I I 1 I I I 1 I 1 1 I I 1 I t l l I I I l l l l l l t I 1 1 I I I I I I I i I I I I I I I I I I I I 1 1 I I I I I I I I 1 I I I I i ill I I 1 11 1 i I I I I 1 I I I 1 I I 1 1 1 111 11 1 1 I I I I 1 1 I I i I I I I I 1 1 t I I 1 1 1 I I 1 I 1 I I 1 t I 1 1 1 i 1 I I 1 1 11 1 1 1 1 I I 1 I I 1 1 1 I I I 1 1 1 11 I I I 1 I r I I I I I t 1 I 111 I I I i l l I I I I 1 I 1 1 I I I 1 1 1 I I I I I I I I I I I I I I I I i 1 1 I 1 1 I I 1 1 I I 1 1 I I I I I I I I I 1 1 1 I 1 1 1 1 I I I I 11 1 I I I I I I 1 I I 1 1 L t I I I it 1 1 I I I I I I 100 1 1 I 1 I 1 I I I 1 1 1 1 I I I I 1 1 I I I 11 1 I i I I I 1 I I t 1 1 1 I I t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I 1 I I 1 I I 1 I I I I I 1 1 1 1 1 1 1 1 1 11 1 i l l l l I I I I I I i I I I I 1 I 1 I I 11 1 r I I I I I I I 11 1 1 1 1 1 1 I I I I I I 1 I I I I I I 1 I I I I I r I r l l l I I I i l I 1 1 I I I 1 I 1 1 I I I r 1 1 1 1 I I I I i l l l l I I I I I I i l l l l � 1 I I I I I I 1 I 1 I I 1 1 I I 11 1 1 1 1 1 1 1 11 1 I I I I I I I I I I 1 1 1 I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I 1 I I 1 1 I I I r l I I I I I I I I I I l l l l l l t l 1 I I I I 1 1 t 1 1 I I 1 I 1 I I I I 11 1 I I I I 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 I I I 1 1 I 1 11 I I I I r 1111 I I I I I I I I I 120 Maximum Depth=105.32 feet Depth Increment = 0.131 feet 1 sensitive fine grained 04 silty clay to clay 0 7 silty sand to sandy silt E10 gravelly sand to sand 132 organic material ■ 5 clayey silt to silty clay 8 sand to silty sand 13 11 very stiff fine grained (I 3 clay 0 6 sandy silt to clayey silt 019 sand 012 sand to clayey sand(*) Pre-drilledtop /flinches. 'Soil behavior type and SPT based on data from UBC-1983 In Situ Engineering Cone Penetrometer Data Museum of Flight Space Shuttle Gallery Tukwila, Washington CiEoENGINEERS� Figure A-6 Start End Drilled 7/21/2009 7/21/2009 Total 118.5 Depth (ft) Logged By BP D Checked By NLT Driller Geolo io Drill g Drillin Hollow -stem Auger/SPT Methogd Surface Elevation (ft) 18.0 Hammer Rope and Cathead Drilling XL Trailer Rig Vertical Datum Data 140 (Ibs) / 30 (in) Drop Equipment Latitude System N/A Groundwater Longitude Datum Depth to Dale Measured Water ft Elevation (ft) Notes: Auger Data: 3'% inches ID, 7 inches OD 7/21/2009 8 10.0 FIELD DATA v m E v 0 MATERIAL `s to: DESCRIPTION .„ REMARKS iv a D o " E .N m o ° o w o m (i ins (9 0U 2ig 0 oa of SM Dark reddish brown silty fine sand with trace gravel (medium dense, moist) (fill) �h 18 21 1 16 SA, %F=17 5 CL Cray clay with trace silt and organic matter (soft, wet) �0 18 3 2 47 10- 9 M Black silty fine to medium sand with occasional lenses of silty sand (loose, wet) h 18 8 3 12 SA, %F=l4 15 18 10 4 20 h 12 10 5 25 �0 18 13 6 2 inch silt lense with trace organic matter 36 %F=16 30 Note: See Figure A-1 for explanation of symbols. Log of Boring B-1 Project: Aviation High School G EO E N G I N E S RS Project Location: Seattle, Washington Figure A-2 Project Number: 2820-003-00 Sheet of4 FIELD DATA v d E C MATERIAL W o D J 0 DESCRIPTION o ° REMARKS i N N > > N N N O U m C W N L - Q'N ON d j C _' U1 W O c tL' m , U F 9 3D 58) 2U OS 30 ^y I8 16 7 2 inch organic layer at 33 feet 35 SP-SM Black fine sand with silt (loose, wet) ryo 18 5 8 27 SA, %F=5 40 ML Dark gray sandy silt (medium stiff, wet) b� 18 7 9 45 SP-SM Dark gray fine sand with silt and trace organic matter (medium dense, wet) g0 18 15 10 31 %F=11 50 n4L Dark gray sandy silt (soft to medium stiff, wet) 50 18 4 11 ss MVSn1 Dark gray interbedded sandy silt and silty fine sand (medium stiff, loose, wet) po 18 6 12 34 60 Sn•1 Black silty fine sand with lenses of silt (medium dense, wet) ph 18 16 13 65 V Dark gray clayey silt (very soft to soft, wet) Note: See Figure A-1 for explanation of symbols. I Log of Boring B-1 (continued) I Project: Aviation High School G M E N G I N E E R�/ Project Location: Seattle, Washington Project Number: 2820-003-00 Figure of � Sheet 2 of 4 FIELD DATA d E E CD 0 MATERIAL z REMARKS DESCRIPTION �o L = 11 U N OU N �' i) � C t L 22 Q— C m tr co U � H U U' U 2 U o ho 18 2 14 35 AL 70 hh 18 4 15 - MUCL Dark gray clayey silt to clay with trace organic matter (soft, wet) 75 6� 18 3 16 80 6h 18 4 17 50 AL 85 2a IS 0 13 90 SM Dark gray silty fine to medium sand with fine shell fragments (medium dense, wet) 2D 18 21 19 26 %F=13 95 ;• Msm Gray gravelly fine to medium sand with silt (dense, wet) 18 36 20 16 100 Rough drilling Note: See Figure A-1 for explanation of symbols. Log of Boring B-1 (continued) Project: Aviation High School G M E N G I N E E R S Project Location: Seattle, Washington Project Number: 2820-003-00 Figure A-2 Sheet 3 of 4 Log of Boring B-1 (continued) o Project: Aviation High School 9 E� E G I fV E E R S% Project Location: Seattle, Washington Figure A-2 Project Number: 2820-003-00 Sheet 4of4 Start End Drilled 7/21/2009 7/21/2009 Total Depth (ft) 14 Logged By BPD Checked By NLT Driller Geologic Drill Drillin Method Hollow -stem Auger/SPT Surface Elevation (ft) 18 0 Hammer Rope and Cathead Drilling XL Trailer Rig Vertical Datum Data 140 (lbs) / 30 (in) Drop Equipment Latitude System N/A Groundwater Longitude Datum Depth to Date Measured Water ft Elevation !ft) Notes: Auger Data: 3% inches ID, 7 inches OD 7/21/2009 11 7.0 Log of Boring B-2 Project: Aviation High School G E®E N G I N E E R5 Project Location: Seattle, Washington Figure A-3 Project Number: 2820-003-00 Sheet 1 of 1 Start End Drilled 7/22/2009 7/22/2009 Total Depth (ft) 19 Logged By BP D Checked By NLT Driller Geologic Drill Drilling Method Hollow -stem Auger/SPT Hammer Rope and Cathead Drilling XL Trailer Rig Data 140 (lbs) / 30 (In) Drop Equipment A 2 (in) well was installed on 7/22/2009 to a depth of (ft). Well was developed on 7/22/2009. Surface Elevation (ft) 19 0 Top of Casing Vertical Datum Elevation (ft) Groundwater Depth to Date Measured Water ft Elevation (ft) Latitude System N/A Longitude Datum 8/5/2009 12.1 6.89 Notes: Auger Data: 4% inches ID, 8 inches OD FIELD DATA WELL LOG c a a M o MATERIAL locking J-plug C IDo o d o Z d 0 m DESCRIPTION a Flush mount > m w 0 3 (D ;, °- at a � uNi `2 a steel monument p o @ @ ca o m m o Z, chi w m Y m U co 0(9 U 1 U o C- o AC 2 inches asphalt concrete and 1 %-inch base SM course 10 /� /�, Concrete surface seal Dark brown silty fine sand with chunks of silt 9i 18 5 1 �g _ ; Bentonite seal n 'e 2-inch Schedule 40 PVC well 5 .. casing ML Brownish gray clayey silt with trace sand (soft, wet) 6.0 3 3 2 - 0 sP-SM Dark brown fine sand with silt (medium dense, moist) 1 •'•: - 10-20 silica 18 19 4 Colorado sand 2-inch Schedule • 40 PVC screen, 0.02 inch slot width is SP Dark gray fine sand with trace silt (medium dense, wet) 16 12 4 1g.p end cap plug 19.0 Note: See Figure A-1 for explanation of symbols. Log of Monitoring Well B-7 (' Project: Aviation High School V M E N G I N E E R 5 Project Location: Seattle, Washington Project Number: 2820-003-00 Figure A-8 � Sheet 1 of 1 0 20 40 epth 60 (ft) 80 100 120 veotngineers Operator: Dafni CPT Date/Time: 7/22/2009 12:25:12 PM Sounding: CPT-1 Location: Aviation High School Cone Used: DSG1029 Job Number: 2820-003-00 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type" SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 400 0 4 -20 140 0 12 0 I I I I I I I I 1 1 1 I ! I I I 1 1 I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 I I I 1 I I 1 I 1 I ! } 1 I I 1 I I 1 I I 1 I I 1 I 1 I 1 1 1 I 1 I 1 I I I I 1 I I 1 I I I I i 1 I I I I Fes--1 I I I 1 I I I I I I I I I I I I I I I I I + I I I I I 1 I I 1 I I 1 I I I 1 I i 1 I I I I I ! I I I I I I I I I 1 1 I I I I 1 I I I I I I I I 1 ram' I I 1 I I 1 I 1 I I I I I 71 I I I I I I 1 I 1 I I I 1 I I I > 1 I I 1 I I I I I 1 I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 I 1 I I I I I 1 I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I 1 I I I I 1 I I I I I I I 1 I 1 I I 1 I 1 I I I I 1 71 -- I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I 1 I 1 I 1 I I I I I 1 I I I I 1 1 I I 1 sensitive fine grained 2 organic material 3 clay i I I 1 1 I I I Maximum Depth = 107.45 feet 04 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 i-r-1--1-1-r-1- I I I I I I I F T II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 I I I I I I I} I 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 l,f I 1 1 1 I I /•I I I I 1 I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I it I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 7 I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 IT7 I I I I I I I ,-,-� � � � rTrr I I I lT�i 11 1 1 1 1 1 1 1 1 1 1 I I 1 I I I I I I I I 1 I I 1 I I I 1 1 1 I I i I I I + I 1 I I I I I I I I I! I 1 1 I i l l l l l l i l l l I I I I I I I I I 1 1 1 L 1 1 1 f 11 1 i i1-1 lI-11 1 1 ! I I 1 I I I I I I 1 I I I I Depth Increment = 0.164 feet ■ 7 silty sand to sandy silt 8 sand to silty sand 9 sand 1 1 1 1 1 1 1 1 1 } 1 1 1 1 1 I 1 {I 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 11 t I I I I I I I I I I I I I I INI I I I t l l l l l I I 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 I I I I I 1 1 1 I I I I I I I I I fj I I I I I I I I I�1 I I I I 1 l I I I I 1 1 JI'-I I I I I I I 1 4 1 1 1+ I 1 1 I I�I 1 1 1 1 1 I K�I I I I I I I I I SI I I I I I I 1�1 11 1 1 1 II I I I I I I r I I I I I I I I I II I I I I I I I I I I I I I I 1 -trr-_i I f l l l l l y l l l l l l l tl I I I I I I I I I I I I I 1 1 t l l l l I l l h�sA I I I I I I d 1 1 I I I 1 1 I I I I I I 1 1 1 SI I I I I I I 1 1 ll I I I I I I I I t l l l l! 1 1 1 tl 11 I I+ I 1 I I I I I I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I ( I I I I I I I I fl I i I I i I I I I I I I I I I �l•. I I I I I I I Ih..i 1 1 I I I I I I I I I I I I j l l l l C' I ,. 1 4 -i I l l l l i^x I rI III11 I I I I I I I I I I I 1 1 1 1 1 I I I 1 1 I l l ( I I I I I I I ( I I I I I I I ( I I I I I I I I I I I I I I I I I 1 1 1 1 1 I l l l f I I I 100 010 gravelly sand to sand ■ 11 very stiff fine grained (") 12 sand to clayey sand ( ) veotngineers 0 0 20 40 epth 60 (I`pp) 80 100 120 Tip Resistance Qc TSF I I i I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I 1 I I I 1 I I 1 1 I I I I 1 I I I I I 1 I I 1 I I i I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I i I I I I I I I I I I I I 1 I I I I I I I i -I 1 _ <�__i_- t I 1-Sr I r 1 1 I I I I i I I 1 I 1 i 1 TI I I 1 i i i r I I I i I I i 1 I I 1 i I i 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I 1 I I I 1 I I I I I I I I i I I I I I 1 _ _ L _ -I- _ j L._ I I 1 I I I I I I 1 I I I I I i I 1 I I I I I I I I I I I 1 I I I I I i I I I I I I I I 1 I I I I i I I I I I I i I I I I I I I I I I I I I I I I I I I I 1 I I I I I I t I I I I I 1 I I I i I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I 1 sensitive fine grained 2 organic material ■ 3 clay Pre -drilled through top 21t of gravel Operator: Dafni CPT Datefrime: 7/22/2009 2:41:40 PM Sounding: CPT-2 Location: Aviation High School Cone Used: DSG1029 Job Number: 2820-003-00 Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Fs/Qc (%) Pw PSI 400 0 4 -20 M T I I `S I I I I I I 1 I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I Maximum Depth = 100.07 feet 4 silty clay to clay ❑ 5 clayey silt to silty clay 6 sandy silt to clayey silt Zone: UBC-1983 60% Hammer 140 0 12 0 100 I I I I I I I I I I I I i l l l l l l I I I I I I I I I I I I I I I I 1 1 1 1 1 i l l l l l i 11 1 1 1 1 1 I i l l l l l I I I I I I I I I I I I I 11 I I I I I i l l l l I i l l l i l 1 1 1 1 1 1 1 I- I- T 1- r T -1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 1 1 1 I I 1 1 I I I i I I 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l l l i l l i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l l l l l l j _1 t I I I I I I ly I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i l l l I I 1 1 1 1 I I I I I I I I I I I I I I I I __L J L- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I 11 1 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 -1 4-1-I-+-I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Depth Increment = 0.164 feet El 7 silty sand to sandy silt 8 sand to silty sand 79 9 sand I I I I I I I I I I I I I I I I /I 11 I 1 I I I I ( I I I I I I I I Y# I I I I I I I I I I I I I I I I I I f l l l l l l I�1 I I I I I I I I\I 1 1 1 1 1 1 1 I I I I I I 1 1 I I I I I I I I 11 1 1 1 1 1 1 1 I I I I I I I I 1 1 1 I I I I Y�1 i t I I I I I I ( I I I I I I I I I I I I f�l I I I I I I I I I I I I I I I fa,Ll I I I I I I I ys-1 I I I I I I �1I I I I I I I ICI i l ll l l 1 I I I 1 1 1 fllllll frl I I I I I I I I (I 11 1 1 1 1 1 1 tiiI I I I I I I I I jl I I I 1 1 1 1 1 ICI i l l l l l l l ( I I I I I I I I I I I I 1 1 1 1 1 ( I I I I I I I I ( I I I I I I I I I I 1 1 1 I I I i l l l l l I I I I I I I I ti l l l l l l l l •`; I I I I I I I I I I I LEI ( I I I ( I I I I I I I I I i l l l I I I I I I I( l l l l ( I I I I I I I I I I I l l l l l l ( I I I I I I I ( I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I'I I I I I I 1 1 1 1 1 1 1 l i l l l l l l I I I I I I I I I I i l l l l l l I I I I I I I I j 10 gravelly sand to sand CI 11 very stiff fine grained (*) ■ 12 sand to clayey sand (*) WELLS DM— 1 A (Sha►►ow) Sheet 1 of 3 w DM— 1 S (Deep) a < GEOLOGIC LOG. DEPTH 0 -- -"FLUSH GROUND METER BOX U) SYMBOLS DESCRIPTION FEET PVC SLIP CAP a�CEMENT •°;° SW SAND AND GRAVEL: Sample GROUT ,;� collected by shovel (fill?) (BELOW �(3% BENTONITE) SURFACE) LOCKED PROTECTIVE °�o aw s, STEEL CAS I NG 12 ° RY GRANULAR SILT: (i5 4�-• BENTUNITE OL gray, clayey, slightly sandy, with occa- ( sional black organics MONTEREY N0. 20 FILTER SAND Il ytis h 2" PVC, SCHEDULE 10 " "A 40 PIPE ® SP , at 10 twigs and wood fragments on drill =s& u=i R, b i t SAND: reddish -black, medium grained, slightly silty with some organics STAINLESS STEEL CENTRALIZER ' 2" PVC, SCHEDULE 40, (0.010" SLOT SCREEN) S ;x; 10 20 SAND: reddis h=black, fine to medium grained, Fi—MONTEREY AQUA saturated and loose NO. 8 S AND at 22' drill cuttings show increasing us +` silt EADED PVC END CAP '= 30 ,•,' �r. at 29' same drill cuttings show me ?kE --12" DIAMETER BOREHOLE %,�, lithology as above ?- soil sample missed at 30' because steel w�; casing sank while bailing the hole SAND: reddish -black, fine grained very slightly silty, saturated and loose 2" PVC , SCHEDULE at 36' drill cuttings show same lithol- 40 PIPE ogy as above S==E at 38' drill cuttings show, dark 40 ""�``" 12 brown, fine grained, silty and with woo ® fragments SAND: t=z dark brown to black, very fine grained with abundant organics s; 2 _ SM at 43' drill cuttings show increasing silt SILT: '"' '•F, I I OL dark brown very fine grained, silty; and, dark gray, sandy I�) at 49' drill cuttings show, dark BENTUNITE SLURRY SEAL II! gray, slightly sandy NOTE: Water levels measured 50 8/12/86 from 0820 to 0850 hours. See Figure A-1 for Key to Geologic Log Symbols Ground Surface Elevation 8.43' Elevations in Feet above Mean Sea Level DM -IA PVC Elevation 7.84' Log of Boring and DM-lB PVC Elevation 8.00, Wells Installed 7/9/86 Well Construction Details Wells Developed 7/9, 7/14-15/86 Dames & Moore JOD. NO. i bUdd-UU i Figure A-2 WELL DM-1A (Shallow) DM-1 B (Deep) DEPTH 60 IN 12" DIAMETER BOREHOLE FEET (BELOW GROUND SURFACE) 80 70 80 100 8" DIAMETER BOREHOLE Sheet 2 of 3 d SYMBOLS GEOLOGIC LOG co DESCRIPTION I� rLift II SM SAND; Fark brown, very fine grained, silty, _ and, dark gray, sandy I4L 8 at 64' drill cuttings show, dark 2" PVC, ® gray,.sandy SILT: SCHEDULE 40 PIPE dark gray, sandy at 70' drill cuttings show, dark gray, sandy 9 ®27.-- CL CLAY: dark gray, slightly silty BENTONITE BALLS SEAL MONTEREY NO. 20 SAND MONTEREY.AQUA NO. 8 SAND STAINLESS STEEL CENTRALIZER 2" PVC, SCHEDULE 40 (0.010" SLOT SCREEN) at 81', dark gray, slightly silty 15 ® CLAY: mark gray to tan at 90' drill cuttings show, grayish -tan 24 at 94' drill cuttings show silty caps ® _ at 95'drill cuttings show shell fragments SP SAND: greenish -gray, fine to medium grained, with abundant white shell fragments Log of Boring and Well Construction Details Dames & Moore Jab. No. 15088-001. Figure A-2 WELL DM-1A(5hajiow) DM-1 B (Deep) DEPTHloo IN FEET (BELOW PVC SLIP CAP GROUND SECURED WITH STAINLESS SURFACE) STEEL SCREWS TOTAL DEPTH 104.91 110 Sheet 3 of 3 co 0. <SYMBOLS GEOLOGIC LOG DESCRIPTION P at 101' drill cuttings �show: light 7M gray, fine to medium grained, silty, with gravel, fine to medium grained, 50 subangular SAND: tan, fine to medium grained, silty and gravelly Boring terminated at 105, Log of Boring and Well Construction Details Dames & Moore JVU. 114U. 10V00-UU I Figure A-2 APPENDIX D Site -Specific Seismic Response Analysis APPENDIX D SITE SPECIFIC RESPONSE ANALYSIS General A site -specific seismic response analysis was completed for this project to evaluate the site effects and to develop the ground surface design response spectra for use in the design of the structure planned at the project site. The analysis was completed and the design response spectra was developed in general accordance with the procedures outlined in Chapter 21 of the American Society of Civil Engineers (ASCE) 7-10 code. The following presents the general approach in completing the analysis and development of the ground surface design spectra: o Develop the target rock outcrop response spectrum using the probabilistic ground motion parameters determined from the 2008 United States Geological Survey (USGS) probabilistic Seismic Hazard Model. a Select seven pairs of representative earthquake time histories with earthquake characteristics (source zone, magnitude, etc.) that are consistent with the site regional tectonic setting and seismicity. o Scale the selected time histories so that the average of their response spectra is, on average, approximately at the level of the target rock outcrop response spectrum. o Develop a soil model using subsurface soil information obtained from the field explorations and testing completed at the project site. o Complete a nonlinear site response analysis by propagating the scaled time histories through the soil model developed to assess the amplification and damping effect of the site soils and to develop the response spectra at the ground surface (top of the soil profile). a Establish the site -specific design spectrum using the results of the seismic response analysis per Chapter 21 of the ASCE 7-10 code. Development of Target Rock Outcrop Response Spectrum We used the 2008 USGS Probabilistic Seismic Hazard Model to compute the target rock outcrop response spectrum for the MCE level. The MCE has a 2 percent probability of exceedance (PE) in 50 years (2,475-year mean return interval). The target rock outcrop response spectrum computed was then used to develop the scaling factors to be applied to the selected input motions used in our site - response analysis, as described below. Earthquake Time Histories Selection of Earthquake Time Histories We reviewed the results of the 2008 USGS seismic hazard deaggregation to evaluate the relative contribution of the various regional source zones to the seismic hazard at the project site and select seven pairs of representative earthquake acceleration time histories for the site -response analysis. The seven earthquakes presented in Table D-1 below were selected to be representative of the seismic hazard for this project. Three of the selected records represent the crustal earthquake hazard specifically GEoENGINEERs� November17,20141 PageD-1 File No. 8039-010-00 the Seattle Fault events, two represents the Benioff earthquake hazard and two represents the Cascadia Subduction Zone (CSZ) interplate earthquake hazard. TABLE D4. SUMMARY OF EARTHQUAKE TIME HISTORIES �' Recording Earthquake, Year JI Magnitude ___,St Station San Fernando, 1971 6.6 Orion 8244 Iran 1978 7.4 Loma Prieta 1989 7.0 El Salvador, 2001 7.6 Nisqually, 2001 6.8 Mexico, 1985 8.1 Tokachi-Oki 2003 8 Scaling of Input Ground Motions Tabas Los Gatos Santiago de Maria Maple Valley Michoacan La Union HKD122 Di(km) Unscaled PGA MCE Scaling ( ) (orientation) Factors Fault Mechanism 16.5 0.26 (360) 2.7 Crustal 0.14 (090) 3 0.84 (NS) 0.9 Crustal 0.85 (EW) 6 0.97 (NS) 3.5 Crustal 0.59 (EW) 52.2 0.72 (090) 0.88 (360) 1. Benioff, Intraplate 75.2 0.08 (000) 6 Benioff, Intraplate 0.10 (090) 80 0.17 (180) 2 0 Subduction Zone, 0.15(090) Intraplate 246 0.05 (NS) 1'3 Subduction Zone, 0.04 (EW) Interplate The selected input motion time histories were scaled prior to completingthe site response analysis. Each selected time history was scaled so that its response spectrum is, on average, approximately at the level of the target rock site response spectrum. The scaling factors applied to each earthquake are shown in Table D-1. Figure D-1 shows the response spectra for each scaled input motion time history, the average response spectra of the scaled input motion time histories and the target response spectrum used as a guide for scaling the input motions. Soil Profiles Based on the field data from our subsurface explorations completed for this project, we developed a soil model based on soil type and thickness, low -strain shear wave velocities and the modulus degradation - damping characteristics. The explorations completed at the project area extend to an approximate maximum depth of 93 feet and were terminated in medium dense to very dense sand and gravel. Based on our review of the regional geology at the site, the depth to bedrock was assumed to be at 180 feet, where the shear wave velocity is estimated to be close to about 2,500 ft/s. The shear wave velocities of the soil within the exploration depth for the site were determined based on the seismic cone penetration test (CPT). A plot of the measured shear wave velocity profiles is shown in Figure D-2. We developed one shear wave velocity profile, the Best Estimate (BE), to a depth of 180 feet for use in our site response analysis. The site response analysis results completed for the adjacent Aviation High School project were reviewed as part of the sensitivity analysis. The BE shear wave velocity profile used GWENGINEERS� November 17, 20141 Page D-2 File No. 8039-010-00 in the analysis is also shown in Figure D-2. Table D-2 below summarizes the soil type, unit weights (y), shear wave velocity (VS) and shear modulus reduction and damping curves used in the model. TABLE D-2. SUMMARY OF SOIL PROFILE Depth (ft) Material Type y (pcf) Best Estimate V, (ft/s) Shear Modulus Reduction/Damping Curves - - A 0-85 Sandy Silt (Alluvium) 125 430 - 675 EPRI: Deep, Cohesionless soils 85-180 Sand and Gravel (Alluvium) 125 675 - 2,360 EPRI: Deep, Cohesionless soils >180 Bedrock Notes: ft = feet pcf = pounds per square foot fVs = feet per second Soil Profiles Comparison 150 2,500 Figure D-3 shows the BE shear wave velocity profile used in this analysis and the three shear wave velocity profiles used for the Aviation High School project witch is it located adjacent to the site. The BE profile used in this analysis has a lower shear wave velocity (430 ft/sec) for the upper ten feet, while the BE profile used in the Aviation High School project shows a higher shear wave velocity (525 ft/sec). The lower and upper bound shear wave velocity profiles developed for the Aviation High School project are shown to capture variability of the shear wave velocity profiles at the project site. Site -Response Analysis The site -response analysis was completed using the computer program D-MOD2000 version 7.6.0 developed by GeoMotions, LLC. The D-MOD2000 program is used for nonlinear, one-dimensional seismic -response analysis completed in the time domain. Response spectra for 5 percent damping were developed for the site by propagating the scaled input motions through the soil profile using D-MOD2000. The amplification factor (AF), which is the ratio of the ground surface spectral acceleration to the scaled input spectral acceleration, was then calculated and it is shown in Figure D-4. These AFs computed for the site were then used to construct the site -specific design spectrum for the project, as described in the section below. Site Specific Soil Amplification Factors Comparison Figure D-5 shows the comparison between the site specific amplification factors computed for the Reisbeck Aviation high School and the Museum of Flight West side development. The amplification factors computed for this site had decreased in the low periods (0.01 to 2 seconds) and increased in the high periods (2 to 10 seconds), which is due to the softer soils located within the top ten feet of the soil profile. Site Specific MCE response spectrum We developed the site specific MCE response spectrum by integrating the rock outcrop response spectrum and the site specific soil amplification factors presented in Figure D-5. The site USGS MCE response spectrum developed is presented in Figure D-6. GWENGINEERS� November 17, 20141 Page D-3 File No. 8039-010-00 SITE SPECIFIC RISK TARGETED MCER RESPONSE SPECTRUM We developed the site specific risk targeted MCER response spectrum by multiplying the site specific MCE response spectrum by the maximum component adjustment factors and risk coefficients per ASCE 7-10 Section 21.2.1., as presented in Table D-3 below. The maximum component adjustment factors developed by NEHRP (2009) were used and the risk coefficients per ASCE 7-10 Section 21.2.1.1 were used. TABLE D-3. MAXIMUM COMPONENT ADJUSTMENT FACTORS AND RISK COEFFICIENTS Period (s) Maximum Component Adjustment Factor Risk CoefficientsT 0.01 1.10 1.00 0.1 1.10 1.00 0.2 1.10 1.00 0.3 1.10 1.00 0.5 1.20 1.00 1 1.30 0.96 2 1.30 0.96 3 1.35 0.96 4 1.40 0.96 5 1.40 0.96 Figure D-7 presents the site specific risk targeted MCER response spectrum computed for the site also shown on Figure 4 is the ASCE 7-10 Site Class C generalized response spectrum for comparison purpose. The site -specific risk targeted MCER response spectrum for the project site is below the 80 percent of site class E generalized response spectrum, therefore the recommended site -specific response spectrum for the site is the 80 percent of site class E generalized response spectrum as specified in the ASCE 7-10 code, section 11.4.5. Table D-4 presents the recommended site -specific response spectral acceleration values as defined in Figure D-7. TABLE D-4. RECOMMENDED SITE SPECIFIC MCE RESPONSE SPECTRUM Period (sec) 0.01 0.202 0.3 1.0 2 3 4 5 6 7 8 9.7 GEOENGINEERS r,,) Sa (g) - 0.469 1.091 1.091 1.091 0.551 0.367 0.276 0.220 0.184 0.135 0.103 0.070 November 17, 20141 Page D-4 File No. 8039-010-00 Museum of Flight Covered Airpark, Tukwila, Washington (Response Spectra of Scaled Rock Outcrop Ground Motions, 2475-yr Earthquake) 10.00 , t I I I I I I I I I I I I i I I I i I I I I I I I I I I I I l i l I I I I I I I I I l i l l I I l i l l l I I i l l l 1 1.00 �-- I O I I v � y 0.10 I I U00I I I I I — l 1 ! I I 0.01 I I I I I I I I ( I I I I I I I I I I I I I I I 0.01 0.10 1.00 10.00 Period (seconds) Loma Prieta 1989 - Los Gatos AVG Nisqually Maple Valley AVG - San Fernando 1971 - 8244 Orion AVG Iran 1978 - Tabas AVG El Salvador Santiago de Maria AVG Michoacan La Union AVG Tokachi-Oki 122 AVE Avg of 7 eqs -2008 USGS Rock Outcrop-2475 YR EQ Event G EO E N G I N E E R Earth Science+ Technology 2475-yr, Scaled Rock Outcrop Response Spectra Figure D-1 Museum of Flight Covered Airpark, Tukwila, Washington (Shear Wave Velocity Profile) Ell 20.00 40.00 60.00 80.00 100.00 0 m 120.00 m ea 140.00 ea as s N 160.00 180.00 200.00 220.00 240.00 1 0 500 1000 1500 2000 25nn Annn 'AFnn nnnn Arun cnnn Period (seconds) E-MOFismic CPT (CPT-1) -MOF Seismic CPT (CPT-2) Best Estimate Vs Profile (MOF) G EO E N G I N E E R Shear Wave Velocity Profile Earth Science + Technology Figure D-2 Museum of Flight Side Covered Airpark and Aviation Hight School Best Estimate Shear Wave Velocity Profile Comparison 0.00 - - " -- ---- -- —� - - -- - — ------ -- T.-.__-.___T- 1 ! _._. I j 40.00-- I 60.00 1 �-- i I 80.00 --- —— -- -- ----- --- ---- ---------- --- ,... 100.00 J o Z 120.00 > I� ! .I I 140.00 — - --- - ; I L ' CO i ' I 160.00 -- I 11 !, 180.00 - I- - -- -- -- ! I i I ; I - _..- I � I I 240.00 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 Period (seconds) Lower Bound Vs Profile Best Estimate Vs Profile (AHS) Best Estimate Vs Profile (MOF) ...... Upper Bound Vs Profile S� Shear Wave Velocity Profile G E OE N G I N E E R Earth Science + Technology Figure D-3 10.00 1.00 0 U 05 LL C O a Q 0.10 0.01 0.01 Museum of Flight Covered Airpark, Tukwilla, Washington MCE Amplification Factor (Surface Sa / Scaled Rock Outcrop Sa) 0.10 Period (seconds) 1.00 r 1 1, - Loma Prieta 1989 - Los Gatos NS [C] Loma Prieta 1989 - Los Gatos EW [C] - Nisqually Maple Valley 000 [IP] Nisqually Maple Valley 090 [IP] - San Fernando 1971 - 8244 Orion 360 [C] San Fernando 1971 - 8244 Orion 270 [C] Iran 1978 - Tabas NS [C] Iran 1978 - Tabas EW [C] El Salvador Santiago de Maria 090 [IP] - El Salvador Santiago de Maria 360 [IP] Michoacan La Union 090 [IF] Michoacan La Union 180 [IF] -2003 Tokachi-Oki 122 NS [IF] -2003 Tokachi-Oki 122 EW [IF] AF Average (MOF) [IP] = Subduction Zone, Intraplate [IF] = Subduction Zone, Interface [C] = Crustal G EO E N G I N E E R Site Specific Amplification Factors Earth Science +Technology Figure D-4 Museum of Flight Covered Airpark Project and Aviation High School Project MCE Amplification Factor (Surface Sa / Scaled Rock Outcrop Sa) 10.00 � F4 W E E rn CL 10.00 1.00 0.10 0.01 1 0.01 Legend - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.10 1.00 Period (s) -Site Specific NICE Response Spectrum I U.UU I Site USGS IVICE Response Spectrum Museum of Flight Covered Airpark Tukwila, WA GEoENGINEER!.r,d I Figure D-6 10.00 1.00 0.10 0.01 1 0.01 Legend Site Speck MCER Response Spectrum. 0.10 Site Class E General Response Spectrum per ASCE 7-10 0.8 x Site Class E General Response Spectrum per ASCE 7-10 1.00 Period (s) l u.uu I Site Specific MCER Spectrum Museum of Flight West Side Development Tukwila, WA GWENGINEERS r Figure D-7 APPENDIX E Report Limitations and Guidelines for Use APPENDIX E 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 other project team members for the Museum's Covered Airpark project 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 Museum of Flight Covered Airpark project in Tukwila, Washington. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: ■ not prepared for you, ■ not prepared for your project, ■ not prepared for the specific site explored, or ■ completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: ■ the function of the proposed structure; ■ elevation, configuration, location, orientation or weight of the proposed structure; 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org. GEOENGINEERS November 17, 20141 Page E-1 File No. 8039-010-00 ■ composition of the design team; or e 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. 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. GEoENGINEERS� November 17, 20141 Page E-2 File No. 8039-010-00 Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical 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. 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 concerns regarding a specific project. Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, GMENGINEERS� November 17, 20141 Page E-3 File No. 8039-010-00 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 viruses, 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. GEOENGINEERS� November 17, 20141 Page E-4 He No. 8039-010-00 Have we delivered World Class Client Service? Please let us know by visiting www.geoengineers.com/feedback. GMENGINEER� GEOENGINEERS� Plaza 600 Building 600 Stewart Street, Suite 1700 Seattle, Washington 98101 206.728.2674 January 6, 2015 Museum of Flight 9404 East Marginal Way Seattle, Washington 98108 Attention: Laurie Haag Subject: Report Addendum Geotechnical Engineering Services Museum of Flight Covered Airpark Tukwila, Washington File No. 8039-010-00 This report addendum presents additional information concerning the proposed Museum of Flight's (Museum) proposed Covered Airpark project in Tukwila, Washington. GeoEngineers previously provided geotechnical engineering design services for this project; the results of our design services were presented in our report dated November 17, 2014. A table presenting recommended input parameters for the LPile program used in evaluating the lateral capacity of the piles was included in the Building Support section of the report, and the LPile results showing the deflection, moment, and shear for different pile sizes were presented in Figures 6 through 14. Subsequently, in discussions with Magnusson Klemencic Associates (MKA), the structural engineers for the project, an input error was found in our analyses. We understand that 16-i nch-d ia meter piles will be used for the project, and that the Museum elected not to design the piles for lateral spreading. Corrected LPile figures for 16-inch-diameter piles with no lateral spreading are presented in revised Figures 6 through 8 attached to this report. In addition, MKA requested we provide a subgrade modulus for the soil for use in a concrete pavement design. As mentioned in the report, 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 assuming 2 feet of structural fill underlying the slab. For pavement design, we recommend assuming a subgrade resilient modulus (Mr) of 18,000 psi. LIMITATIONS We have prepared this report addendum for the exclusive use of the Museum and members of the design team for the Covered Airpark project at the Museum in Tukwila, Washington. Museum of Flight January 6, 2015 Page 2 Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. The conclusions, recommendations, and opinions presented in this report are based on our professional knowledge, judgment and experience. 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 should be considered 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" in our November 17, 2014 geotechnical report for additional information pertaining to use of this report addendum. We trust that this letter is satisfactory for your current needs. Please call if you have any questions regarding this information. Sincerely, GeoEngineers, Inc. G&4 Nancy L. Tochko, PE Senior Ge to hnical Engineer $oMcFaL'n,P dde E, LEG Principal NLT:1JM:nld May (;r 'rx; Attachments: Figures 6 through 8. Revised LPile Results for 16-i nch-di a meter Piles cc: Laura Lohman, Caroline Schuman, Seneca Group Greg Briggs, Rita Green, Magnusson Klemencic Associates Gene McBrayer, Edward Renouard, Museum of Flight 0 Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/orfigure), if provided, and anyattachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official documentof record. Copyright© 2015 by GeoEngineers, Inc. All rights reserved. GMENGIINEERS� File No. 8039-010-00 0 0 0 0 v 0 N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Deflection (inches) -0.25 0 0.25 0.5 0.75 1 1.25 0 20 40 m 60 w p, No Load d 0 10 kips 20 kips 30 kips 35 kips 80 100 120 Lateral Pile Analysis - Deflection, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 0 q 0 0 v 0 N 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Moment (kip-ft) -200 -150 -100 -50 0 50 0 20 40 m 60 allo Load p 10 kips 20 kips 30 kips 35 kips 80 100 120 Lateral Pile Analysis - Moment, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila Washington GEOENGINEER� Figure 0 0 0 0 v 0 04 16-inch Diameter Steel Pipe Pile With No Lateral Spreading Shear (kips) -5 0 5 10 15 20 25 30 35 40 0 20 40 m r 60 C No Load d 10 kips -20 kips 30 kips 35 kips 80 100 120 Lateral Pile Analysis - Shear, Fixed -Head Condition, No Lateral Spreading Museum of Flight Covered Airpark Tukwila, Washington GEOENGINEERS� Figure 8 AirPave Guide This publication is intended SOLELY for use by PROFESSIONAL PERSONNEL who are competent to evaluate the significance and limitations of the information provided herein, and who will accept total responsibility for the application of this information. The American Concrete Pavement Association DISCLAIMS any and all RESPONSIBILITY and LIABILITY for the accuracy of and the application of the information contained in this publication to the full extent permitted by law. All rights reserved. No part of this book may be reproduced in any form without permission in writing from the publisher, except by a reviewer who wishes to quote brief passages in a review written for inclusion in a magazine or newspaper. © 2011 American Concrete Pavement Association Alocro" OW/P PA ACPA is the premier national association representing concrete pavement contractors, cement companies, equipment and materials manufacturers and suppliers. We are organized to address common needs, solve other problems, and accomplish goals related to research, promotion, and advancing best practices for design and construction of concrete pavements. Table of Contents AboutACPA's AirPave................................................................................................................................... 5 UsingAirPave................................................................................................................................................ 5 Installation................................................................................................................................................ 5 The AirPave Software Interface................................................................................................................5 Airport Pavement Evaluation Option Buttons......................................................................................5 General Project Information................................................................................................................. 6 AnalysisType......................................................................................................................................... 7 OperationGuide Window.....................................................................................................................7 UserDefined Input................................................................................................................................8 Operation Command Buttons.............................................................................................................11 Exiting the AirPave Software...................................................................................................................12 Uninstalling the AirPave Software..........................................................................................................12 TechnicalBackground.................................................................................................................................13 Introduction............................................................................................................................................13 ProgramBasics........................................................................................................................................13 ProgramScope........................................................................................................................................14 Definitionsof Terms................................................................................................................................16 Calculation Method for Stress Maximization.........................................................................................18 Edge Stresses vs. Interior Stresses..........................................................................................................20 Concrete Strength and Elasticity Properties...........................................................................................21 Subbase/Subgrade Support Strength.....................................................................................................22 Limitations on Input Values....................................................................................................................23 Radius of Relative Stiffness.....................................................................................................................26 Coordinatesof Wheels............................................................................................................................27 The Airport Pavement Thickness Design Process using AirPave.............................................................28 Selection of Allowable Pavement Stress............................................................................................. 29 Design/Evaluation Examples...............................................................................................................30 References..................................................................................................................................................41 This Page Left Intentionally Blank About ACPA's AirPave ACPA's AirPave software is a Windows -based computer program, developed by Construction Technology Laboratories, Inc. (CTL) under the sponsorship of ACPA, for valuation of airport concrete pavements subjected to aircraft traffic. This software is based on the "AIRPORT" computer program, originally developed by Mr. Robert G. Packard of the Portland Cement Association (PCA), for mainframe computers and later converted to microcomputers by Roger Millikan. This manual is based on the manuals prepared by Mr. Packard for the original and the updated programs. Using AirPave AirPave is designed to be intuitive and user friendly with clearly captioned option buttons, command buttons, input boxes, and other operational tools. Installation To install AirPave: 1. Insert the AirPave CD-ROM disk into the CD-ROM disk drive; 2. If the setup screen pops up, follow the instructions on the screen; 3. If the setup screen does not pop up, run the "Setup" executable file on the CD- ROM disk and follow the instructions on the screen. The AirPave software can alternatively be downloaded from ACPA's website at: http://`acpa.orci/a irpave/ The AirPave Software Interface Airport Pavement Evaluation Option Buttons In the upper right corner of the AOW Pavenwa Evaluation AirPave software window, there Loading Condition Units are several option buttons that *9 InterwLoeding #, usunit (a,in, deg) the user can choose to select the !) Edge Loading 0 S1Uat(K.mm.deg) Loading Condition and Units. 5 Loading Condition — This allows the users to perform pavement evaluation under either interior loading or edge loading. Loads are applied on a slab away from edges or joints when interior loading is selected. When the edge loading is selected, loads are applied along the edge of a slab. See the relevant discussions later in this document to understand the difference between the interior loading and edge loading conditions and the appropriateness of when to use each option. Units — AirPave can work in either U.S. American Customary units or SI units. ( With U.S. units: o Thickness of the pavement slab is inches (in.) o Contact area is in square inches (in2) o Tire pressure, concrete strength (MR), and stresses are in pound per square inch (psi) o Subbase/subgrade modulus of reaction (k) is in pound per cubic inch (pci) o Modulus of elasticity of the concrete (E) is in million psi ( With SI units: o Thickness of the pavement slab is centimeters (cm) o Contact area is in square centimeters (cm2) o Tire pressure, concrete strength (MR), and stresses are in kilopascals (kPa) o Subbase/subgrade modulus of reaction (k) is in megapascals per meter (M Pa/m) o Modulus of elasticity of the concrete (E) is in megapascals (MPa) General Project Information In the upper left corner of the al �ed tafumatian. AirPave software window, several proled0 i�;Wap1012 text boxes are provided for the Ftm Dam user to input general project P.E. information, including the Project ID, Run Date and Operator. The Project ID text box is for the user to input the project identification of this operation. The Operator text box is for the user to input the operator ID or name. The Run Date text box does not allow the user to input any data. Rather, the current date will be automatically filled in by the program once the program is executed. 6 Analysis Type The Analysis Type input allows the user to choose between Pavement Evaluation and Pavement Design. The main differences between these two options are: Analysis Type Q' Pavement Evaluation: Calculate Stress Ratio Slab Thickness (mcttes) _? Pavernerd Design: Calculate Design Thickness Design Stress Ratio 15.0 -- — — - ( Pavement Evaluation — The user inputs a slab thickness and the analysis provides a calculated stress ratio for the given input parameters. ( Pavement Design — The user chooses a design stress ratio and the appropriate pavement thickness is calculated. The stress ratio is defined as the working stress of the pavement slab under load divided by the modulus of rupture (MR) of the concrete. When using the design feature, the default stress ratio is 0.50, which is equivalent to a safety factor of 2.0. A stress ratio of 0.50 will provide for an unlimited pavement fatigue life, which is considered conservative. Operation Guide Window Located below the General Project Information input area is the Operation Guide window. This window provides general information about the Loading Condition, Units, and Analysis Type selection option so that the user does not have to reference this document for such information. Operation: Garde ANALYSISTYPE 1. (Pavement Evaluation: Vilfren you want to calmdate a stress ratiir and a"avia!e rapeffbm for a ircraft(s)fvehicle(s). 2. Pavement (Design: When you want to calculate a design thickness. LOALM CONIMIDN 1. Interior Loading: When fires are away from slat! edges. 2. Edge Loading: When one set of tires are at the knignudinaledge of the slab. UNITS 1. US UniCs: When US unit system is to be used. VA User Defined Input In the lower right area of the AirPave software window are four buttons for the Aircraft Loading, Modulus of Elasticity (E), Modulus of Rupture (MR), and Modulus of Subgrade Reaction (k). Clicking on any of these will cause a pop-up window to appear, in which the user can provide the specific design or evaluation input data for each field. The data User Dew IrW AkcraftJVeNcles 'Selected B737-700 DCIO-10 DC-3 Learjet-35AJ%A Modulus of Elasticity, E (million psi) Modulus of mature. MR (psi) 700 Modulus of Sulgrade Reaction, k (pci) 200 Akc raft Loading Modulus of Rupture (MR) Modulus of Elastbly (E) Modulus of Suter Reaction M provided through these operations will appear in the text boxes above these four buttons. NOTE: Users can not directly input data in these text boxes; these text boxes just present the summary of what was inputted through the use of the appropriate button. Aircraft Loading — The input window for the aircraft loading information will appear once this button is clicked. This window contains a list of over 200 aircraft types. The user can select one or any number of aircraft for analysis. The aircraft's associated parameters, such as gross weight, gear configuration (e.g. single axle, tandem axle, etc.), number of wheels, tire contact area, tire contact pressure, and wheel coordinates will populate the gear configuration and wheel coordinate fields once selected. Each user selected pre -defined aircraft with its associated wheel configuration and other data will then be used for the pavement evaluation. Click the OK button to accept the input data or the Cancel button to cancel the operation. 8 Akaaft VeikkWAiaaft dame Selected t IAMOM0STD Q A300-B2 STD Q A3oM A300-84 LB El A300.OS ss A310.200 Il j A310-30D ll A318-1000PT El A318.100 STD A319.100 OPT A319-100 STD A320 BOGIE The user can also specify an aircraft or vehicle Aircraft Data i loading configuration that is not included in Aircraft Name the list by clicking the User Defined button. Test "craft In the User Defined window, users can specify an load configurations b providing the Gear Confiprafw Y 9 Yp 9 aircraft or vehicle name, gear configuration, Contact Pressum am) 2M tire contact area and pressure, and wheel coordinates. Using the provided aircraft Contact Area fm 2) 254 � loading data, the program determines the Nimt erofUJals I ' number of wheels for one-half of the landing gear and calculates the gross weight of the Gross wEiim0►) 110047 aircraft, assuming 95% of the gross weight on the main landing gear. The - Whed Lomfm -t - - - Y - -- correct tire pressure should be p We: x is e>mg ft input into the contact pressure POW x(in) Y box and the contact area should be adjusted until the desired _ J gross weight is displayed in the gross weight box. The gear configuration and gross weight will be displayed in two textboxes below the input data in this window (please note that the users are not allowed to directly input or change these two data). There are 21 selections for Gear Configuration: ( Single - Single axle with single wheel (FAA designated S) ( Dual - Single axle with dual wheel (FAA designated D) ( Single -Tandem - Tandem axle with single wheel (FAA designated 2S) ( Dual -Tandem - Tandem axle with dual wheels (FAA designated 2D) ( Dual-Tridem - Tridem axle with dual wheels. (FAA designated 3D) ( Unique - from 1 to 16 wheels Once the gear configuration has been selected, the user should input the wheel coordinates into the fields on the right. When inputting the coordinates, it is important for the user to understand that AirPave assumes the X axis is the longitudinal axis of the aircraft or vehicle. 9 Again, click the OK button to accept the input data or the Cancel button to cancel the operation. If it is desired to keep this load configuration for future use, users can click the Update Database button to save this information into the database. Once the database has been updated, the user can edit or delete the user defined aircraft by selecting the edit button on the user input screen. Modulus of Elasticity (E) — The input window for the modulus of elasticity (E) will appear once this button is clicked. Three different options are available for the users to specify the concrete's Concrete Mor#u us of EksticRy tpA %Vnjo►x r^,a4r'tso'E st'..1('f7l)nW1,,1 � =; tnpait tram Cm�ess: re Strength {frs+7 6f -> (D from SpMng Tensile Strength W of -> elastic modulus. The top option allows the users to provide the concrete elastic modulus directly. If this data is not available, it may be estimated from the concrete's compressive strength (f'j by providing the f'c value in the middle option, or splitting tensile strength (fst) by providing the fst value in the lower option. The default value in AirPave with U.S. units is 4 million psi, which is typical for normal concrete. The user is caution against using a high value for the modulus as a result of high strength concrete for design. Consideration should be given for the concrete ductility and resulting fatigue life when high values of modulus of rupture and modulus of elasticity are used. Click the OK button to accept the input data or the Cancel button to cancel the operation. Modulus of Rupture (MR) — The input window for the modulus of rupture (MR) will appear once this button is clicked. Three different options are available for the users to Concrete Modulus of Rupture bW Midow o) Modutus of Rupture, MR (psi) 700 Input frmn Campressive Strength 0m) of -> - - -- - Input from Sp%hgTensft Strength (psi) of__ -- specify concrete modulus of rupture. (Note- the modulus of rupture is also known as the design strength or the assumed concrete flexural strength being considered for an evaluation). The top option allows the users to provide the concrete modulus of rupture directly. If this data is not available, it may be estimated from the concrete's compressive strength (f'j by providing the f'c value in the middle option or splitting tensile strength (fst) by providing the fst value in the lower option. 10 The default value in AirPave with U.S. units is 700 psi flexural strength. The typical range for airfield pavement design is 550 psi to 750 psi flexural strength. The recommended strength for airfield pavement design is 650 psi flexural strength; however, for evaluation purposes, the in -place strength should be used. Click the OK button to accept the input data or the Cancel button to cancel the operation. Modulus of Subgrade Reaction (k) — The input window for the modulus of subgrade reaction (k) will appear once this button is clicked. The users can input the k-value directly into the top Mimes of Subgra& Reaction kpd WRidow option. If this data is not o, f�al,hn ofs„byrBaeReea.«,.�p) zoa readily available, the users can specify the types and kgxd from thickness of the subbase �erd ' and subgrade under the concrete pavement by selecting the "Input from Material Composition" Option. A drop -down menu will appear from which several commonly used subbase/subgrade combinations can be selected and from which the k-value will be approximated. No default values are given for the modulus of subgrade reaction. However, the user is cautioned against using high k values (in excess of 500) for design. Stiff, high modulus bases have been linked to early -aged uncontrolled cracking on many projects. Typically, design modulus of subgrade reactions range from 150 to 500 pci. Click the OK button to accept the input data or the Cancel button to cancel the operation. Operation Command Buttons There are four Operation Command OpmtmCoamindButt= Buttons in the lower left corner of the VZY, sef :".y AirPave software window allow the user to ` - - - Compute design, View Sensitivity, Exit the Heo software and view the Help document. Nate: Sensitivity analysis isonlyavailable aftgcompleting anevaluation analysis for a single airaaftNehide. 11 Compute - When all input is completed, the users executes the program by clicking this button. When the computation is completed, a message box appears indicating the successful execution and prompting the user to review the output report. By clicking the Yes button, a report will appear, detailing all input data and evaluation or design results. The report can be printed or saved for later use. View Sensitivity — When this button is clicked, the program will perform four sensitivity analyses for: Computed stress vs. k Computed stress vs. E Allowable load repetitions vs. k Allowable load repetitions vs. E. This function is only activated when one aircraft is selected for analysis. Help — The users can view this document online by clicking this button. Exit — Clicking this button exits the ACPA AirPave software. Exiting the AirPave Software To exit the ACPA AirPave software, click the Exit button in the Operation Commands Buttons area in the lower left of the AirPave software window or the X in the top right corner of the software window. Uninstalling the AirPave Software To uninstall AirPave: 1. Open the Control Panel window either from My Computer or the Start — Settings menu; 2. Double click the Add/Remove Programs utility and follow the instructions. 12 Technical Background Introduction This Windows -based computer program determines the critical pavement bending stresses due to any configuration of wheel loads of aircraft or other vehicles such as industrial lift trucks, log handling equipment, straddle carriers, dump trucks, and other construction loading. However, the program may not be applicable for distributed loads covering vary large contact areas. The 2011 version of AirPave contains a comprehensive aircraft library consisting of most commercially manufactured aircraft. The user may create additional vehicle loading models by inputting wheel coordinates along with other loading data and storing those in the AirPave library. To use the program, the following data are required: - Spacing of wheels (loads), - Gear configuration, - Load contact area, - Load contact pressure, Strength of subgrade-subbase, Concrete modulus of elasticity, and - Concrete flexural strength. Although the program will accept wide ranges of input values, the user is caution against using extreme input values that are outside the realm of practical experience and good engineering judgment. Program Basics This program is based on the Portland Cement Association's (PCA) AIRPORT computer program [2, 3], originally developed by Mr. Robert Packard in 1967. The analysis procedure used in the AIRPORT program is based on an extension by Pickett [4] of Westergaard's analysis for loads at the interior of a slab supported by a dense liquid subgrade. Influence Chart No. 2 of Pickett and Ray [5] has been used as a graphical solution to the analysis. 13 Program Scope In the original version of the program, for a given user -inputted concrete pavement thickness, the program computed the flexural stress caused by the loads. If the computed stress was higher or lower than the user -selected criteria, the user re -ran the program with a greater or lesser pavement thickness. This iterative process would eventually lead to the user determining the minimum thickness necessary to keep the flexural stress caused by the loads below the limit they had deemed appropriate. This design method is still available by way of the Pavement Evaluation and it is still useful for situations where existing pavement (e.g., of a known thickness) is being evaluated; however, in this updated version of the software the user is also given an option to select multiple aircraft from the internal library and design the pavement to meet the user -defined allowable stress ratio, thus automating the design process. To illustrate a typical design using the new design process (e.g., Pavement Design option selected as the Analysis Type): 1. The user determines and inputs the Design Stress Ratio (e.g., ratio of load induced stress to concrete modulus of rupture) for their design. A common Design Stress Ratio is 0.50 because stress ratios of 0.50 or less do not induce any fatigue damage. A stress ratio of 0.50 corresponds to a Safety Factor of 2 (e.g., if stress ratio = stress/strength = 0.5, safety factor = strength/stress = 2). If, for example, the design concrete modulus of rupture is 700 psi and the design stress ratio is 0.5, the allowable maximum stress is 700*0.5 = 350 psi. Therefore, any aircraft that induces a stress of less than or equal to 350 psi for a given thickness and other design inputs will not induce any fatigue damage. 2. The user clicks the Aircraft Loading button and selects the aircraft(s) that are expected to use the pavement. For example, suppose the mixed fleet consists of B-737, B-757, and B-767 aircrafts. The user selects these three aircraft from the AirPave aircraft library. 3. The user then clicks on the Modulus of Rupture (MR) button and inputs the design modulus of rupture. For this example, assume the default of 700 psi. 4. Next, the user clicks on the Modulus of Elasticity E button and enters the design value; in this example the default value of 4 million psi is used. 5. Finally, the user clicks the Modulus of Subgrade Reaction (k) button and enters the design k-value. The k-value is the improved support modulus and it is dependent upon the type of Subgrade/subbase material. For this example, assume the default value of 200 pci. 14 6. After all of the design inputs have been populated with the design values, the user clicks on the Compute button. AirPave will then run the analyses and return a detailed report. The Aircroft/Vehicle Summary Table on the first page of the report contains a summary of each vehicle analysis. For this example, this table contains this information: Aircraft Maximum Stress Allowable Total Thickness (psi) Repetitions (in.) 11unlimited 11unlimited The subsequent pages of the report (viewable by clicking the next arrow in the report interface) contain details of the analysis for each aircraft. 7. Based on this summary table, the user determines the required design thickness as 13.5 in. For a pavement evaluation (e.g., Pavement Evaluation option selected as the Analysis Type), the user inputs the known in -place pavement thickness instead of entering a design stress ratio. The Aircraft Loading, Modulus of Rupture (MR), Modulus of Elasticity (E), and Modulus of Subgrade Reaction (k) are all inputted as they were in the last example, except the in -place values of each are used in the evaluation of the pavement. Clicking the Compute button now yields a summary table that contains the maximum working stress, the stress ratio at this working stress, and the allowable total repetitions at this stress ratio. Using all the same inputs from the previous pavement design example and a thickness of 13.5 in. will yield this summary information on the first page of the evaluation report: Again, subsequent pages of the report contained the evaluation calculation detains for each aircraft. 15 Definitions of Terms Aircraft Loading — Required loading information includes the wheel -load magnitudes, gear configuration, and frequency of operations of the aircraft that will use the pavement. Estimating the expected aircraft traffic is an important factor in airport concrete pavement design. Compressive Strength (f'd — The unconfined compressive strength of concrete, as determined by ASTM C39, "Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens." Design Period — The period of time that an initial airport concrete pavement will last before it needs rehabilitation. For FAA AIP projects, the assumed design life is 20 years. Gear Configuration — There are 21 options for this input variable: single axle with single wheel (FAA S); single axle with dual wheel (FAA D); tandem axle with single wheel (FAA 2S); tandem axle with dual wheel (FAA 2D); tridem axle, dual wheel (FAA 3D); and various unique wheel configuration from 1 to 16 wheels.. Gross Weight — The gross weight of the aircraft or vehicle under consideration. For the pre -defined aircraft, this information is stored in the AirPave aircraft library. For user defined aircrafts or vehicle loadings, the gross weight should be calculated by using the provided loading data and assuming that there were only two gears on the aircraft with 95% of the gross weight exerted on the main landing gear (the design gear). For example, if the user is computing stresses induced by a loaded dual tandem dump truck with a gross axle weight of 34,000 pounds and a known tire pressure of 100 psi, the user would input the tire pressure and adjust the tire contact area until a gross weight of 35,790 (i.e., 34,000/0.95) is shown in the gross weight field. When the stress calculations are performed in AirPave, 17,000 pounds (i.e., 35,7900.95)/2) would be applied to the gear (or 4 wheels/ 1/2 axle load) for analysis, which is 1/2of the gross axle weight. Modulus of Elasticity (E) — The elastic property of the concrete, as determined by ASTM C469, "Standard Test Method for Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression." Based on experience, the generally intended value for E is 4 million psi and the user is cautioned against using higher values. However, other values between 3 and 7 million psi can be used in AirPave to account for other materials (such as roller compacted concrete or high -strength concrete). The user 16 should understand the relationship between the modulus of elasticity and concrete strength and fracture/fatigue properties and use reasonable, compatible values. AirPave has conversion to E from compressive strength and splitting tensile strength built into the software; other conversions, such as one from flexural strength to E, are available in the free Strength Convertor app at http://apps.acpa.org. Also, for materials with E values of less than 3 million psi, such as lean concrete or soil cement, evidence suggest that these materials do not exhibit linear elastic theory. As such, the user is cautioned against using AirPave for thickness computations for these materials. Modulus of Rupture (MR) — The third point flexural strength of concrete, as determined by ASTM C78, "Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third -Point Loading)." Unless construction conditions require opening pavement to traffic in less than 28 days, the 28-day strength is generally accepted as a construction acceptance criterion. However, the long-term concrete strength is generally at least 5 percent higher than the 28-day strength. For airport projects, the FAA recommends a design flexural strength between 600 and 700 psi for most applications. Lower design strengths allow for balancing the components of the concrete mixture. In general, this will result in slightly thicker pavements but it may reduce the risk of early -age uncontrolled cracking, minimize curling and warping stresses, and provide for a longer fatigue life. The user should consider these facts when selecting the pavement concrete modulus of rupture. Number of Wheels — Number of wheels to be used in performing the evaluation. The maximum number of wheels that can be handled in this program is 16. Splitting Tensile Strength (fsd — Can be determined using ASTM C496, "Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens." Tire Contact Area — The area of slab contact of each tire carrying the design aircraft wheel load. It may be estimated by dividing the wheel load by the tire inflation pressure. Tire manufactures generally provide information on maximum load at a desirable tire deflection, inflation pressure, and contact area. For design, the contact pressure is assumed to equal the wheel load divided by the contact area. A further assumption is that a different inflation pressure is specified for a change in design load so that the original tire deflection and contact area are maintained. However, for design using AirPave, it is sometimes convenient to adjust the contact area and maintain the tire pressure to adjust for a modified version of a particular aircraft or special vehicle. Computer analyses have shown that the stress level is not particularly 17 sensitive to changes in contact area. A stress change of less that 5 percent is typical for a wide variance of contact area. Tire Pressure — The tire inflation pressure, which can be obtained from the tire or equipment manufacturer. Tire pressures of the commercially manufactured aircraft are stored in the internal AirPave aircraft library. Total Design Load Applications — The total number of load applications the pavement will carry during the entire Design Period. That is to say, the number of load cycles, taking aircraft wander into consideration. It takes multiple passes of an aircraft to equal one load cycle in most cases. Refer to FAA Advisory Circular150/5320-6E. Modulus of Subgrade Reaction (k) — This represents the support condition under the concrete slabs, provided by subgrade and any subbase(s). The actual k-value can be determined by ASTM D1196, "Standard Test Method for Non -repetitive Static Plate Load Tests of Soils and Flexible Pavement Components for Use in Evaluation and Design of Airports and Highway Pavements." The AirPave model is a two -layer system so the k-value is the actual improved modulus (e.g., subgrade plus any unstabilized or stabilized subbase(s)) at the interface between the subbase and the concrete surface course. A free k-value Calculator app is available at http://apps.acpa.org. Calculation Method for Stress Maximization To calculate the maximum stress, AirPave rotates and shifts the design loading(s) (e.g., each wheel configuration considered) in the X-Y plane to determine the maximum load - induced stress (see Reference 3 for details). Three parameters are used to represent the shifting and rotating done by the program; these parameters are: XMAX, YMAX, and Maximum Angle (see Figure 1 for a graphical representation of these parameters for several wheel configurations). To indicate the location and direction of maximum stresses, the results are reported superficially as if the wheel configuration has been shifted and rotated. XMAX and YMAX — Represent the shift of the gear from an assumed original position; that is, the longitudinal axis of the aircraft in the direction of the reference axis. The dimensions of XMAX and YMAX are inches (cm if SI units are used). 18 X k MaxAngle .9A` Y.,.— I Ref Aitis i (aSingle Wheel 0 l� l Max. Angle 4, 1 Ref, Axis (c )- Duct Tandem IY I Max Angie Qs X Y Max =— �} Ref Axis C:P (e )- Single Quad IY Max, Angle Q _ x 7 Max.--- fb)-Dual Wheel i Max Angle x l ' / Ref. Axis Y/ 't obi (d) -Duo; rriongulat Tandem Ix Max.AAngto 7d— — Ref Axis Y Max 006 1 ( f 1-Tsiple Tandem Figure 1. Maximum stress positions for several types of wheel configurations [il• 19 Maximum Angle — The counterclockwise rotation of the gear, in degrees, from the original position. Edge Stresses vs. Interior Stresses As mentioned, the original "AIRPORT" computer program computes the maximum bending stress caused by loads applied at the interior of a slab. In revising the program, a limited number of finite element analysis runs were performed to derive adjustment factors that are used to convert the calculated interior stresses to free edge stresses [6]. As used in FAA's past AC No: 150/5320-61D [7], the converted free edge stresses are then reduced by 25% to account for load transfer across joints. With the addition of these converted edge stresses, concrete pavement design and evaluation can be performed under both interior and edge loading conditions for limited gear configurations. For the computation of the edge load adjustment factors, four different axle load configurations were applied to both the edge and interior of a single concrete slab with a dimension of 25 x 25 ft (7.62 x 7.62 m). The four axle load configurations were single axle with single wheel, single axle with dual wheel, tandem axle with single wheel, and tandem axle with dual wheel. A constant concrete modulus of elasticity of 4 million psi (28,000 MPa) was used while three levels of both modulus of subbase/subgrade reaction (k) and concrete slab thickness were used. The contact pressure and contact area were also kept constant for each loading condition. The following conversion factors' were been derived (including the 25% reduction to account for load transfer across joints) [6]: For single axle load with single wheel: e=1.39 x i For single axle load with dual wheel: e=1.33 x i For tandem axle load with single wheel: a=1.00 x i For tandem axle load with dual wheel: e= 1.14 x i where: e = the maximum stress caused by edge loading i = the maximum stress caused by interior loading 1 It should be noted that these conversion factors were derived based on very limited study and should be used with caution since they may not be appropriate for other gear configurations. 20 As a general guideline, when loads are placed father than 21 (e.g., two times the radius of relative stiffness) away from the pavement edge, they are considered as interior loading. A load is regarded as an edge loading when it is applied at 11 or closer to pavement edge. Concrete Strength and Elasticity Properties Concrete material properties that are required to conduct designs or evaluations using AirPave include the Modulus of Rupture (MR) and Modulus of Elasticity (E). Values of these two variables may be directly input by the user, or they can be derived from other concrete strengths, including compressive strength and splitting tensile strength, which may be more readily available. The following U.S. unit conversion equations are used in AirPave: ( Modulus of Rupture (MR): o From compressive strength: MR = 9 x (f'J"2 [5] o From splitting tensile strength: MR = 1.02 x (fst +200) [7] ( Modulus of Elasticity (E): o From compressive strength: E = 57,000 x (f'c)v2 [5] o From splitting tensile strength (two-step process): ■ f'c = 12.53 x fst —1275 [8] ■ Ec = 57,000 x (f'c)v2 [5] where all strengths and moduli are in pounds per square in. (psi). The free Strength Converter app at http://apps.acpa.orq also conducts these and other conversions. ACPA recommends using the 90-day modulus of rupture as the design value; however, users may use 28-day data or other values when appropriate. In general, the design modulus of rupture should be what is expected or needed when the pavement is opened to traffic. Consideration should also be given to construction loading. 21 Subbase/Subgrade Support Strength The Modulus of Subgrade Reaction (k) is a measure of the overall support strength of the pavement system (e.g., the subgrade and any subbase(s)) and is a required input for conducting a concrete pavement design or evaluation with AirPave. This value can be input directly by the user in AirPave or the user can select an approximate k-value from different common combinations of types and thicknesses of subbase and/or subgrade. The available common values, derived from References 7 and 9, are: ( Fine-grained soil: o No subbase: k = 125 pci (34 MPa/m) o With 3-in. granular subbase: k = 160 pci (43 MPa/m) o With 6-in. granular subbase: k = 185 pci (50 MPa/m) o With 9-in. granular subbase: k = 215 pci (58 MPa/m) o With 12-in. granular subbase: k = 255 pci (69 MPa/m) o With 4-in. cement -treated subbase: k = 355 pci (96 MPa/m) o With 6-in. cement -treated subbase: k = 490 pci (132 MPa/m) o With 10-in. cement -treated subbase: k = 715 pci (193 MPa/m) ( Coarse -grained soil: o No subbase: k = 250 pci (68 MPa/m) o With 3-in. granular subbase: k = 250 pci (68 MPa/m) o With 6-in. granular subbase: k = 280 pci (76 MPa/m) o With 9-in. granular subbase: k = 320 pci (86 MPa/m) o With 12-in. granular subbase: k = 375 pci (101 MPa/m) o With 4-in. cement -treated subbase: k = 505 pci (136 MPa/m) o With 6-in. cement -treated subbase: k = 695 pci (188 MPa/m) o With 10-in. cement -treated subbase: k = 900 pci (243 MPa/m) 22 Limitations on Input Values There are no limitations on the input values of pavement thickness, contact area or contact pressure. Limitations are imposed on the following design variables. Modulus of Subbase/Subgrade Reaction (k) — AirPave limits k to values between 50 and 900 pci (13.6 and 243 MPa/m). Any value outside these limits results in an error message and prompt for re-entry. It should be noted that AirPave allows the modulus of subgrade reaction to be higher than 500 pci (136 Ppa/m), which is the maximum value allowed by the FAA procedure. The user is cautioned against using high values for modulus of subbase/subgrade reaction. The FAA maximum is based on what can reasonably be measured in the field; however, cases exist where the user may want to evaluate an in -situ pavement where non-destructive deflection testing (or other testing method) has shown the in -place modulus of subbase/subgrade reaction to be higher than the FAA limit. Good design practice is to never use an increased modulus of subbase/subgrade reaction to decrease concrete pavement thickness. Research has shown high strength bases increase the risk of early -aged uncontrolled cracking. Concrete Modulus of Elasticity (E) — AirPave will only accept concrete modulus of elasticity values between 3 and 7 million psi (21,000 and 49,000 MPa). As previously mentioned, linear elastic theory does not apply for materials with E-values of less than 3 million psi (21,000 MPa); such materials exhibit significant non -linear and bi-modular behavior. As a result, AirPave is not recommended for the design or evaluation of thickness for such materials. Concrete Modulus of Rupture (MR) — AirPave limits the concrete modulus of rupture to values between 480 and 1,000 psi (3,360 and 7,000 kPa). Inputting any value outside of these limits will result in an error message and prompt for re-entry. Refer to the definition of terms for other precautions. Concrete Compressive Strength (f'J — The primary design strength parameter for concrete pavement design is generally the modulus of rupture (or flexural strength). Because the primary failure mode of a concrete pavement is typically flexure, the FAA requires that flexural strength generally be considered for pavement design. However, in some cases (such design for general aviation airport facilities), compressive strength may be used. As such, AirPave has an option to use compressive strength for design and the software converts compressive strength to flexural strength automatically. AirPave limits the input of f'c to values between 2,800 and 12,000 psi (19,600 and 84,000 kPa). Any value outside these limits results in an error message and prompt for re-entry. 23 Concrete Splitting Tensile Strength (fsd — During a pavement evaluation, concrete cores may be extracted and splitting tensile strength measured. Therefore, the user may need to consider concrete splitting tensile strength for a pavement evaluation. AirPave limits the input of fst to values between 300 and 1,000 psi (2,100 and 7,000 kPa). Any value outside these limits results in an error message and a prompt for re-entry. Load Contact Areas — All wheel (load) contact areas are assigned equal size, shape, and contact pressure. All wheel contact areas are assigned an elliptical shape where the width of the ellipse equals 0.6655 times its length. Separate analyses show that this may be used without appreciable error for contact shapes that are rectangular of similar proportion, circular, or square. Line loads and distributed loads on very large contact areas cannot be analyzed accurately. The effects of some shapes of loaded areas can be approximated by filling the area with multiple, elliptical wheel contact areas. Zone of Influence — Wheel locations are input as their coordinates in an X-Y plane, with the X-axis assumed as the longitudinal axis of the aircraft. The area of load influence extends from the origin of the X-Y axis out to a radius of about 31, where: where: 4 Eh3 = 12(1-µ2)k I = radius of relative stiffness E = modulus of elasticity of the pavement (psi) h = thickness of the pavement (inches) µ = Poisson's ratio of the pavement (assumed to be 0.15) k = resilient modulus of the support medium For example, for h = 12 in., E = 4,000,000 psi, and k = 100 pci, l is 49.27 in. Loads farther than 31 (e.g., 147.81 in. in this example) from the X-Y origin need not be input because the program will compute zero stress contribution for these loads. Theoretically, the moment function for discreet loads past 31 approaches zero so no appreciable error is introduced by this limitation. Table 1 lists values of l for various pavement thicknesses and subgrade-subbase strengths, assuming a concrete modulus of elasticity of 4 million psi (28,000 MPa). 24 Table 1 Values of Radius of Relative Stiffness (0, in inches h in in. k = 50 k = 100 k = 150 k = 200 k = 250 k = 300 k = 350 k = 400 k = 500 6 34.84 29.30 26,47 24.63 23.30 22.26 21.42 20.72 19.59� 6.5 36.99 31.11 28.11 26.16 24.74 23,64 22.74 22.00 20.8.0 7 39.11 32.89 29.72 27.65 26.15 24.99 24.04 23.25 21.99 7.5 41.19 34.63 31.29 29.12 27.54 26.32 25.32 24.49 23.16 8 43.23 36.35 32.85 30.57 28,91 27.62 26.58 25,70 24.31 8.5 45.24 38.04 34.37 31.99 30,25 28.91 27,81 26.90 25.44 9 47.22 39.71 35.88 33.39 31.58 30.17 29.03 28,08 26.55 9.5 49,17 41.35 37.36 34,77 32.89 31.42 30.23 29,24 27.65 10 51,10 42.97 38.83 36.14 34.17 32.65 31.42 30.39 28.74 10.5 53.01 44.57 40,28 37.48 35.45 33.87 32.59 31.52 29.81 11 54.89 46.16 41.71 38.81 36.71 35.07 33.75 32.64 30.87 11.5 56.76 47.72 43.12 40.13 37.95 36.26 34.89 33.74 31.91 12 58,59 49.27 44,52 41,43 39.18 37.44 36.02 34.84 32.95 12.5 60.41 50.80 45.90 42.72 40.40 38.60 37.14 35.92 33.97 13 62.22 52.32 47.27 43.99 41.61 39.75 38.25 36.99 34.99 13.5 64.00 53.82 48.63 45.26 42,80 40.89 39.35 38,06 1 35.99 14 65.77 55,31 49.98 46.51 43.98 42.02 40.44 39.11 36.99 14.5 67.53 56.78 61.31 47.75 45.16 43.15 41.51 40.15 37.97 15 69.27 58.25 52,63 48,98 46,32 44.26 42.58 41.19 38.95 15.5 70.99 59,70 63.94 50.20 47.47 45.36 43.64 42.21 39.92 _ 16 72.70 61.13 55.24 51.41 48.62 46.45 44.70 43.23 40.88 16.5 74.40 62.56 56.53 52.61 49-75 47.54 45,74 44.24 41.84 17 76.08 63.98 57.81 53.80 50.88 48.61 46.77 45.24 42.78 17.5 77.75 1 65.38 59.48 54.98 1 52.00 49.68 47.80 46.23 43.72 18 79.41 66.78 60.36 56.16 53.11 50.74 48.82 47.22 44.66� 19 82.70 69.54 62.84 58,48 55.31 62.84 50.84 49.17 46.51 20 85,95 72.27 65.30 60.77 57.47 64.92 52.84 51.10 48.33 21 89.15 74.97 67.74 63.04 59.62 56,96 54.81 53.01 50.13 22 92.31 77.63 70.14 65.28 61.73 58.98 56.75 54.89 51.91 23 95.44 80.26 72.52 67.49 63.83 60a8 58.68 56.75 53.67 24 98.54 82.86 74.87 69.68 65.90 62.96 60.58 58.59 55.41 For B=4,000,000 psi and ►t = 0.15 Eh3 h3 _ 4 4 1211-}e2)k = 24.i652 k Number of Wheels - The maximum number of wheels that can be analyzed in AirPave is 16. This is usually not a limitation because, in most common design problems, only a few wheels -- say 1, 2, 4, or 6 -- are encountered within the zone of influence discussed above. System of Units - This version of the program is capable of handling both U.S. Customary Units (inch -pound -degree) and SI Units (m-newton-degree). 25 Radius of Relative Stiffness When a concrete pavement is loaded, it deflects in a saucer -shaped deflection basin depending upon the position, magnitude, and area of the contact of the load on the pavement surface. The deformation resistance is dependent upon the stiffness of the base (or support medium) and the flexural stiffness of the slab. The differential equation that relates the bending moment to the properties of a beam is known to be: M = EI(dx2 d2y /l This equation is called the moment -curvature function of a beam. It can be shown through mechanics of materials that if two beams deflect an equal amount but with different radii of curvature, the beam with the most bent surface will have the most stress. The term El is the stiffness of the beam. Similar to this simple beam equation, the bending moment in a slab can be defined by the following differential equation: Eh d2 w _ M 12(1 — µ2) dx2 3 In this case, the term E µ2) is the stiffness of the slab. Based on Westergaard's theory, pavement design is a function of the relative stiffness between the slab and the support medium. According to Westergaard, the relative stiffness is defined as shown in the Zone of Influence discussion on page 24. The radius of relative stiffness equation has lineal dimensions and depends upon the properties of both the slab and foundation. As discussion in the Zone of Influence discussion on page 24, the significance of this radius of relative stiffness parameter, designated as 1, is that wheels located at a distance greater than 31 from the origin of the X-Y axis have very little influence in the analysis. 26 The physical definition of l is the distance from the load point (one load only) out to the point of contraflexure of the deflection basin. Bending moment along the X-axis is positive (tension at slab bottom) out to a distance of 11, where it is zero; it then becomes negative, reaching a maximum negative value at 21 and approaches zero at 31 and beyond. Bending moment along the Y-axis is positive and decreases with distance. Based on the previous discussion, the user should recognize that, for an equal deflection, stiff support medium will result in higher stresses in concrete pavement than do those of lesser stiffness because of the differences in radius of curvature. Therefore, the user is cautioned against using a very stiff subbase, which will yield a smaller radius of relative stiffness, for design. Coordinates of Wheels X-Y coordinates of wheel centers are used to specify wheel spacing, with the X-direction indicating the longitudinal axis of the aircraft. This means that spacing between dual wheels is specified as a Y-dimension and spacing between tandem sets is specified as an X-dimension. This convention must be followed because the computer program initially orients the major axis of each contact area ellipse in the X-direction. The following consideration is also important in specifying the wheel coordinates. The particular wheel in the gear that is judged closest to the location of maximum stress is designated as Wheel 1 and its coordinates are preset at X = 0.00, Y = 0.00. Of the two most closely spaced wheels in a complex configuration, the wheel closest to the gear center is usually selected as Wheel 1. The other wheels are numbered as desired and their X-Y coordinates are specified corresponding to their position relative to Wheel 1. Sketches 1 and 2 of Figure 2 illustrate the positions and wheel coordinates for dual wheel gear (FAA D) and for twin -tandem gear (FAA 2D). Sketches 3, 4, and 5 show the selection of Wheel 1 for more complex gear configurations. For multi -wheeled gears, the input should be such that the zone of influence will encompass as many wheels as possible. 27 34.00 (xZ, y,) 0.00 Sketch I Y Sketch 2 0.00 34.00 68.00, 34.00 10.002 68,00�7 , 0.00 X l 3 Y Sketch 5 �7 X Sketch 4 Figure 2. Examples of wheel input positions for several configurations. The Airport Pavement Thickness Design Process using AirPave Determination of the pavement design thickness is an interactive process. This iterative process is, however, automated by the AirPave software. The user selects a value for the allowable (design) stress ratio, depending on the design conditions. After all other design variables are provided by the user and the user clicks the Computer button, AirPave iterates the pavement thickness for each design aircraft until the design criterion of stress ratio is satisfied for each aircraft. 28 Selection of Allowable Pavement Stress The allowable pavement stress represents a preselected maximum flexural stress caused by loads on wheels or other contact areas. This is termed "working stress," which is not to be confused with any other definition of the term. Two methods, described below, give guidance for the selection of the allowable stress. More details are given in References 1. 1. Safety Factor — A safety factor, as used in concrete pavement design, is the ratio of the concrete's flexural strength (i.e., modulus of rupture) to its allowable flexural stress (i.e., the working stress). The safety factor chosen for design depends on the expected frequency of loading of the heaviest aircraft and the degree of traffic channelization. The following safety factor ranges are suggested for design for vehicular traffic: a. Channelized Traffic (wheel loads run in same path): 1.7 to 2.0 b. Distributed Traffic: 1.5 to 1.7 For pavement areas with only occasional operations of heavy aircraft, safety factors near the bottom of the ranges are appropriate. For areas with a few daily operations of heavy aircraft, use intermediate values. Values at the higher end of the ranges should be used if the frequency of heavy wheel load passes is great. A safety factor of 2.0 permits unlimited channelized load repetitions. Using a safety factor less than 2.0 may lead to a fatigue analysis being required, considering all aircraft and the number of operation of each. Such detailed fatigue analysis is outside of the scope of AirPave and would require additional considerations. 2. Stress Ratio — A more quantitative method for the user to determine the allowable stress is by the use of a stress ratio. The stress ratio is defined as the allowable stress divided by the modulus of rupture (or the inverse of the safety factor). Table 2 lists the allowable number of load repetitions vs. stress ratios. In using this method, the designer selects a design stress ratio. Assuming the user selects 0.50 (i.e., unlimited operations to the loading in question) as the design stress ratio, the designer would then select the aircraft expected to use the pavement, input the concrete material properties, run the program, and choose the design thickness for the aircraft that yields the thickest pavement. Selecting a stress ratio larger that 0.50 would require a fatigue analysis by computing the percentage of life used by each aircraft at the stress ratio. 29 Table 2. Stress Ratios and Allowable Load Repetitions Stress* Allowable Stress Allowable ratio repetitions ratio repetitions 0.51 * * 400,000 0.63 14,000 0.52 300,000 0.64 11,000 0.53 240,000 0.65 8,000 0.54 180,000 0466 6,000 0.55 130,000 0.67 4,500 0.56 100,000 0.68 3,500 0.57 75,000 0.69 2,500 +0.58 57,000 0.70 2,000 +0.59 42,000 0.71 1,500 0.60 32,000 0.72 1,100 0.61 24,000 0.73 850 0.62 18,000 0.74 650 Load stress divided by rnedu lus of rupture, * `tinlImited repetitions for stress ratios of 0.50 or less. Design/Evaluation Examples The following examples illustrate the use of AirPave for pavement thickness evaluation/design: Example 1: An airport has recently constructed a runway to start a new cargo operation. The airport is predominately a general aviation airport but the runway was long enough and thick enough to support the limited cargo operations. After use, pilots have complained about rough runway conditions. An analysis has shown that by grinding up to 2 inches in strategic locations, the problem can be solved. The original design of 15 in. of concrete atop 6 in. of cement treated based was accomplished using the FAA design procedure. The design life is 20-years. The design concrete flexural strength was 650 psi. The Aircrafts used for cargo operations are the B-767 and B-727. All other aircraft are small general aviation aircraft. The B-767 had one flight per day while the B-727 maintained 3 flights per day. What are the consequences of grinding 2 inches to bring the runway to smooth conditions? 30 In -place conditions are: Fine grain soil: k = 100 pci 6 in. of cement -tread subbase (CTB) Acceptance testing shows the in -place concrete flexural strength to be between 700 and 877 psi By inspection, the engineer determines that the airport only needs to examine the effects of the two cargo aircraft. In the AirPave program, the engineer enters the general project information and selects the interior loading condition because adequate load transfer is assumed. U.S. units will be used for this analysis. The analysis type will be pavement evaluation because the engineer is evaluating an in -place pavement. The pavement thickness is 15 in. but because the engineer wishes to analyze the effects of grinding 2 inches off the existing pavement he/she uses a thickness of 13 in. Next the engineer clicks on the Aircraft Loading button and selects the B-767 and B-727 aircraft from the AirPave aircraft library. (Note the heaviest versions of these two aircraft were chosen for this example (i.e., B-727-Adv. 200 and the B-767-200, Option 2)). The modulus of elasticity is assumed to be 4 million psi. The pavement design strength was 650 psi but acceptance testing during construction showed the in -place flexural concrete strength to be between 700-877 psi. The engineer can take advantage of the extra strength of the in -place concrete for this analysis, so the lowest in -place strength of 700 psi is chosen as the modulus of rupture. In lieu of rigorous testing of the in -place concrete, the engineer chooses to input the modulus of subgrade reaction based on the materials composition option in the program by selecting a fine grain soil with a 6 in. thick cement treated base, which yields a k-value of 490 pci. All the input fields are now populated and the engineer clicks the Compute button to run the evaluation. Once the analysis is completed, the engineer views the AirPave-generated evaluation report. The following data is observed on the first page of the summary report: Slab thickness: 13 in. (as input by the user) 31 In reviewing the table, XMAX, YMAX, and the Maximum Angle define the location of maximum stress for each aircraft. The B=767 has unlimited repetitions allowed, so it is not a limiting design aircraft. The maximum stress is 387 psi from the B-727 aircraft. Given the in -place strength, this translates to a stress ratio of 0.55. The allowable repetitions from the B-727 are 120,940, which far exceed what is expected over the pavement design life (for the B-727, 20 years * 365.25 days/year * 3 flights/day = 21,915 passes over the design life). Therefore, the airport can grind off the desired 2 in. of concrete from the runway surface to correct the profile and the pavement should still meet the design intent. Example 2: A tire manufacturer plans to manufacture a new type of tire. As part of the process, the manufacturer will run a test vehicle 24 hours a day, 7 days a week to test the tires. The test vehicle will be a tractor type vehicle with a 7 foot wheel base and with ten feet between axles. The weights will be 100,000 pounds on the rear axle and 40,000 pounds on the front axle. Thirteen feet behind the tractor's rear axle will be a trailer with a 100,000 pound load. Assume a k-value of 200 pci, concrete modulus of elasticity of 4,000,000 psi, and 650 psi flexural design strength for the concrete. What is the required concrete thickness for unlimited operations? The wheel configurations for the test vehicle are such that the engineer needs to evaluate different scenarios because all the wheels may or may not be within the zone of influence. The loadings include single wheel, single axle, entire tractor, and entire test vehicle. Because the test vehicle in not included in the AirPave aircraft library, the engineer must add user -defined vehicles. Each design vehicle can be given a name (e.g., tire test vehicle — single wheel load) and, for this case, the engineer selects Single Wheel from the gear configuration drop down menu. Next, the engineer inputs the tire pressure as 340 psi. The tire contact area is then adjusted by the engineer until the gross weight equals about 105,263 pounds, which is the actual gross vehicle weight divided by 0.95. Dividing 32 the gross weight by 0.95 is required because AirPave assume that 95 percent of the gross weight is carried by the all the main gear of the aircraft or vehicle — the aircraft nose gear is ignored because the assumption is that it carries only 5% of the load and is sufficiently far from the zone of influence. AirPave further assumes that 1/2 of the main gear weight is carried by one main gear, or in this case the single wheel with a 50,000 pound load. The contact area of 143 in.z yields a gross weight of 105,368, which is close to what is required. The wheel coordinates for this case are (0, 0). To finish creating the model, the engineer updates the database to include this loading and clicks OK to return to the aircraft input window. The engineer starts the process over again and repeats until the remaining three loading conditions have been created. The input parameters to create the other loading conditions are as follows: Load Condition 2. Wheel Coordinates: (0,0) and (0, 84) (84 inches is the spacing on the axle) Name: Tire test vehicle — single axle Gear Configuration: unique — 2 wheels (from the drop down menu) Tire Pressure: 340 psi Contact Area: 143 Gross Weight: 210,737 Note: the gross weight in this case is twice the 100,000 pounds plus an additional 5% to account for the AirPave assumptions (i.e., 1/2of 95% of the gross weight carried by one main gear). These input parameters yield a slightly higher weight in the analysis, which is conservative. Load Condition 3: Wheel Coordinates: (0,0); (0,84); (120, 0) and (120, 84) (120 inches is the spacing between the axles on the tractor) Name: Tire test vehicle — tractor load Gear Configuration: unique — 4 wheels (from the drop down menu) Tire Pressure: 340 psi Contact Area: 143 33 Gross Weight: 421,474 Note: the gross weight for this case is 4 times the 100,000 pound axle load plus an additional 5%. Also note that AirPave cannot account for a variable weight between wheels so we will conservatively assume the front axle also carries a 100,000 pound load. This is considered a valid approach to the problem and should not have profound effects on the analysis because the second axle is near or after the inflection point of the zone of influence. Load Condition 4: Wheel Coordinates: (0,0); (0,84); (120, 0); (120, 84); (-156.0) and (-156, 84) (120 inches is the spacing between the axles on the tractor) (156 inches is the distance from the tractor to the trailer) Name: Entire test vehicle Gear Configuration: unique — 6 wheels (from the drop down menu) Tire Pressure: 340 psi Contact Area: 143 Gross Weight: 632,212 Note: the gross weight for this case is 6 times the 100,000 pound axle load plus an additional 5%. Refer to the previous model for discussion about the reduce weight of the front tractor axle. All four models should now be included in the AirPave aircraft/vehicle database. The engineer then ensures that all four vehicles have been checked and no other aircraft are checked. All four vehicles then appear in the Aircraft/Vehicles Selected area in the main AirPave window. The engineer would check that the Interior Loading condition button is checked and that the appropriate Units are checked as required. For this example, we will use U.S. units. Because this a design problem, the engineer selects the Pavement Design analysis type option. To allow for the minimum thickness for unlimited operations, the engineer uses a design stress ratio of 0.50. 34 The engineer then enters the design modulus of elasticity and 4.0 million psi, the modulus of rupture as 650 psi, and the modulus of subgrade reaction as 200 pci. The engineer has now populated all required design parameters. Once the engineer verifies that all input parameter are as desired, the design is computed and the reports reviewed. The report (see the next 5 pages) summarizes the design on its first page by providing the maximum stress and required thickness for each load case to provide unlimited operations. For this example, the engineer would select the worst case loading, which is the single axle load requiring 15.4 inches of concrete, as the design load. The concrete thickness is then rounded up to 15 1/2 - 16 inches or down to 15 inches, using engineering judgment. The engineer could use subsequent AirPave analyses to evaluate the effects of rounding up to 16 inches or down to 15 inches to aid in making a decision on what thickness should be used. In summary, this example shows how to use AirPave to analyze and design a concrete pavement for an unusual application. The user is cautioned to make sure that the AirPave assumptions are accounted for during unique design or evaluation cases such as this. 35 ACPA AirPave Pavement Thickness Design Report Summary Information2 GENERAL DESIGN INFORMATION Project ID: Project 1 Operator: Blank Run Date: 11/1712011 GENERAL DESIGN INPUT Design Stress Ratio: 0.50 Unit-. US Units AircraftlVehicle Summary Table AirPave calculates a thickness value, which satisfies the design stress ratio, for each aircraf tvehicle in the fleet mix. For design stress ratios - 0.50, a cumulative effect of fatigue impact on the pavement by multiple aircraft/vehicles may be ignored. Therefore, the thickness calculated for the aircraft/vehicle with the greatest fatigue impact should be used for design purposes. Subsequent pages provide detailed analysis for each vehicle/aircraft in the fleet mix. Maximum Maximum Allowable Total Aircraft/Vehicle Name X Max Y Max A_nc fe Stress Repetitions Thickness Tire test vehicle - entire test 0.00 -0.10 81.50 320.00 unlimited . i Inches Tire test vehicle - tractor loa 0.20 0.00 52.70 325.00 unlimited Inches Tire test vehicle single axle 0.00 -0.50 0.00 320.00 unlimited Inches Tire test vehicle single whee 0.00 0.00 90.00 324.00 unlimitedWo Inches 11/17/2011 5:00:54PM 36 Page 1 of 5 ACPA AirPave Pavement Evaluation Report Detailed AicrafflVehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: test vehicle single Gear Configuration: ,,Tire Uniqueo(i Nheels) Pavement Type: PCC Modulus of Elasticity (E): 4.00 million psi Modulus of Rupture (MR): 650 psi Modulus of Subgrade Reaction (k): 200 pci Computation Method: With Axle Rotation Loading Condition: Interior Loading Number of Wheels: 1 Contact Area 143 in12 Contact Pressure: 350 psi Total Load: 50,050 Ibf WHEEL COORDINATES Inches x: 0.0 y: 0.0 COMPUTATION RESULT X Max: 0.0 Inches Y Max: 0.0 Inches Maximum Angle: 90-0 Degrees Maximum Stress: 324 psi OUTPUT Allowable Total Repetitions: unlimited Thickness Required: 15.00 Inches 11/17/2011 5:00:54PM Page 2 of 5 37 ACPA AirPave Pavement Evaluation Report Detailed Aicraft/Vehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: test vehicle single axle Gear Configuration 'Tiire Unique (6 Wheels) Pavement Type: PCC Modulus of Elasticity (E): 4.00 million psi Modulus of Rupture (MR): 650 psi Modulus of Subgrade Reaction (k): 200 pci Computation Method: With Axle Rotation Loading Condition: Interior Loading Number of Wheels: 2 Contact Area: 143 in" 2 Contact Pressure: 350 psi Total Load: 100,100 IV WHEEL COORDINATES Inches x: 0.0 0.0 y: 0.0 84.0 COMPUTATION RESULT X 'Max 0.0 Inches Y Max -0.5 Inches Maximum Angle: 0.0 Degrees Maximum Stress: 320 psi OUTPUT Allowable Total Repetitions: unlimited Thickness Required: 15.40 Inches 11/17/2011 5:00:54PM Page 3 of 5 38 ACPA AirPave Pavement Evaluation Report Detailed AicraftNehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: test vehicle - tractor Gear Configuration �Tiir�re Un que (6 Wheels) Pavement Type: PCC Modulus of Elasticity (E): 4.00 million psi Modulus of Rupture (MR): 650 psi Modulus of Subgrade Reaction (k): 200 pci Computation Method: With Axle Rotation Loading Condition: Interior Loading Number of Wheels: 4 Contact Area: 143 in"2 Contact Pressure: 350 psi Total Load: 200,200 Ibf WHEEL COORDINATES Inches x: 0.0 0.0 120.0 120.0 y: 0.0 84.0 0.0 84.0 COMPUTATION RESULT X_Max: 0.2 Inches Y_Max: 0.0 Inches Maximum Angle: 52.7 Degrees Maximum Stress: 325 psi OUTPUT Allowable Total Repetitions: unlimited Thickness Required: 14.60 Inches 11/17/2011 5:00:54PM Page 4 of 5 39 ACPA AirPave Pavement Evaluation Report Detailed Aicraff/Nehicle Report USER DEFINED INPUT Design Vehicle/Aircraft: Gear Configuration: Modulus of Elasticity (E): Modulus of Rupture (MR): Modulus of Subgrade Reaction (k): Computation Method: Number of Wheels: Contact Pressure: Total Load: WHEEL COORDINATES Inches Tire test vehicle - entire test un que (6 Wheels) 4.00 million psi 650 psi 200 pci With Axle Rotation 6 350 psi 300,300 Ibf x: 0.0 0.0 120.0120.0-156.0-156.0 y: 0.0 84.0 0.0 84.0 0.0 84.0 COMPUTATION RESULT X Max: 0.0 Inches Y Max: -0.1 Inches Maximum Angle: 81.5 Degrees Maximum Stress: 320 psi OUTPUT Allowable Total Repetitions: unlimited Thickness Required: 14.60 Inches 11/17/2011 5:00:54PM 40 Pavement Type: PCC Loading Condition: Interior Loading Contact Area: 143 in"2 Page 5 of 5 References 1. Packard, Robert G., Design for Concrete Airport Pavement, EB050.03P, Portland Cement Association, 1973. 2. Packard, Robert G., Computer Program for Airport Pavement Design, SR031P, Portland Cement Association, 1967. 3. Program Description, Computer Program for Airport Pavement Design, SR029P, Portland Cement Association, 1967. 4. Pickett, Gerald, et al. Deflections, Moments, and Reactive Pressures for Concrete Pavements, Kansas State College Bulletin No. 65, October 15, 1951. 5. Pickett, Gerald and Ray. Gordon K., "Influence Charts for Concrete Pavements," American Society of Civil Engineers Transactions, Paper No. 2425. Vol. 116, 1951, pp. 49 to 73. 6. Khazanovich, L. and loannides, A. M., "Finite Element Analysis of Slab -on -Grade Using Improved Subgrade Soil Models," Proceedings, ASCE Specialty Conference Airport Pavement Innovations - Theory to Practice, Waterways Experiment Station, Vicksburg, MS September 8-10, 1993, pp. 16-30. 7. Airport Pavement Design and Evaluation, Advisory Circular AC No: 150/5320-6D, Federal Aviation Administration, July 1995. 8. Concrete Strength Relationships, AD/A-003 170, Army Engineer Waterways Experiment Station, December 1974. 9. Packard, Robert G. Thickness Design for Concrete Highway and Street Pavements, EB109.01P, Portland Cement Association, 1984. ' , 41 This Page Left Intentionally Blank 42 This Page Left Intentionally Blank AirPave Guide This publication is intended SOLELY for use by PROFESSIONAL PERSONNEL who are competent to evaluate the significance and limitations of the information provided herein, and who will accept total responsibility for the application of this information. The American Concrete Pavement Association DISCLAIMS any and all RESPONSIBILITY and LIABILITY for the accuracy of and the application of the information contained in this publication to the full extent permitted by law. AC PA American Concrete Pavement Association 9450 Bryn Mawr, Suite 150 #V/Fp Rosemont, IL 60018 www.acpa.ore AirPavell (SW01) City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 2/2/2016 NATHAN MESSMER 110 UNION ST STE 300 SEATTLE, WA 98101 RE: Permit No. D15-0017 MUSEUM OF FLIGHT - AIRPARK FOU 9303 E MARGINAL WAY S Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/22/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/22/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, "4 1 Rachelle Ripley Permit Technician File No: D15-0017 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director January 29, 2015 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D15-0017 Museum of Flight - Foundations Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670, extension 1. Sincerely, Bill Rambo Permit Technician encl File: D15-0017 WAPermit CenteAStructural Review\D15-0017 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 Ca W April 2, 2015 Mr. Bill Rambo City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188-2544 MAGNUSSON KLEMENCIC ASSOCIATES Derek M. Beaman, P.E., S.E. President RECEIVED CITY OF TUKWILA Subject: Boeing Museum of Flight Covered Airpark APR 0 6 2015 Tukwila, Washington PERMIT CENTER Re: Change of Engineer of Record Structural Permit Numbers D15-0017 (foundation) and D15-0018 (superstructure) Dear Mr. Rambo: The Boeing Museum of Flight Covered Airpark project, for which Magnusson Klemencic Associates (MKA) is providing structural engineering services, has been submitted to the City of Tukwila for structural permit. When the documents were submitted, they were signed and sealed by Mr. Greg Briggs, P.E., S.E., who was the engineer of record at that time. Between that time and today, Mr. Briggs resigned from MKA and is no longer with the firm. During Mr. Briggs' work on the design, I was MKA's "designated engineer' as defined in Washington State professional licensing laws. So, since Mr. Briggs is no longer able to serve in the role of engineer of record, it is natural that I personally assume that role and all associated responsibilities. I have reviewed the design calculations and documents and am in a position to assume responsible charge for the structural design. My Washington State P.E. and S.E. license number is 39683. We request that your records for this project reflect this change. Should you have any questions or need additional information, please do not hesitate to contact me at (206) 215-8332. Thank you. Sincerely, Magnusson Klemencic Associates, Inc. Derek M. Beaman dbeaman@mko.com DMB/Is cc: Nathan Messmer, AIA, SRG Partnership, Inc. L:\MoF-W estAirCover\corresp\Rambo_DMB-EORDuties_2015-04-02_Itr. doc Structural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Seattle, Washington 96101-2699 T. 206 292 1200 F: 206 292 1201 www.mka.com PLAN REVIEW/RTTING SLIP PERMIT NUMBER: D15-0017 DATE: 01/26/15 PROJECT NAME: MUSEUM OF FLIGHT - FOUNDATIONS SITE ADDRESS: E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # DEPARTMENTS: Revision # after Permit Issued Buitng Division Fire Prevention Planning Division 91W AV k, 16- Pu lic Works tructura Permit Coordinator PRELIMINARY REVIEW: DATE: 01/29/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/26/15 Approved ❑ Approved with Conditions Z Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) 10"Mis Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 SELLEN CONSTR CO INC Page 1 of 6 Home Inicio en Espanol Contact Safety OnWashington State Depaftent of Labor & Industries SELLEN CONSTR CO INC Search L&I a-Z Index Hells My Secure L&I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson PO BOX 9970 SEATTLE, WA98109 REDMAN, RICHARD C 206-682-7770 Principals KING County REDMAN, RICHARD C BADGER, WILLIAM B DICKERT, DENNIS A CARLSON, LORI L HAFENBRACK,CHARLES BARRETT, ROBERT E BOYESON, WILLIAM R MCCLESKEY, ROBERT P, PRESIDENT WAINHOUSE, WILFRED T, VICE PRESIDENT REDMAN, SCOTT B, VICE PRESIDENT NULPH, KURT F, SECRETARY AVERY, JOHN N (JACK), TREASURER HART, GARY D, TREASURER Doing business as SELLEN CONSTR CO INC WA UBI No. Business type 578 006 698 Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. .... _......................... ............................... Meets current requirements. License specialties GENERAL License no. SELLEC*372N0 Effective — expiration 08/20/1963— 06/01 /2015 Bond ................. FIDELITY & DEP CO OF MARYLAND $12,000.00 Bond account no. 30268557 Received by L&I Effective date 02121 /2002 02/01 /2002 Expiration date Until Canceled Insurance ............................... American Contractors Indem CO $1,000,000.00 Policy no. httns://secure.lni.wa.fzov/verify/Detail.aspx?UBI=578006698&LIC=SELLEC*372N0&SAW= 4/27/2015 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTN ERSH I P. COM Museum of Flight 9404 East Marginal Way South, REVISIONS No chan^es shall be made to the scope of ��1orl< bl!itiio`,1t prior approval of T;{l;`,?diUa E3uilding Division. eisi^rns will require a ne 0./ plan s{1'"mittyI and nay inc: de �,c; �:ticn�1 {plan re ,•.Ys. ;�. _ t FILE M� a permit ED. —12115- 00 11 Plan review approval is subjsct to errors and omissions. Approval of construction documents doss not authorize the violation of any adopted code or ordinance. Receipt Of approved Fiel Copy a editions is acknowledged: By: Cate: r`C,) City of TOW11a BUILDING DIVISION WED FOR CODE COMPLIANCE APPROVED APR 16 2,0,151 UIY City f Tukwila BUILDING DIVISION PROJECT DIRECTORY Owner The Museum of Flight '9404 East Marginal Way South Seattle, WA 98108 v: (206) 764-5720 f: (206) 764-5707 Contacts: Laurie Haag Ihaag@museumofflight.org Clark Miller cmiller@museumofflight.org Architect SRG Partnership, Inc. 110 Union Street, Suite 300 Seattle, WA 98101 v: (206) 973-1700 f: (206) 973-1701 Contacts: Nathan Messmer nmessmer@srgpartnership.com Rick Zeive rzeive@srgpartnership.com Structural Engineer Magnusson Klemencic Associates 1301 Fifth Avenue, Suite 3200 Seattle, WA 98101 v: (206) 292-1200 f: (206) 292-1201 Contacts: Greg Briggs gbriggs@mka.com Steve Thomas sthomas@mka.com Landscape Architect Site Workshop 222 Etruria Street Seattle, WA 98109 v: (206) 285-3026 f: (206) 285-3629 Contacts: Natalie Ross natalier@siteworkshop.net Pieter Van Remoortere pieter@siteworkshop.net Surveying Bush, Roed & Hitchings, Inc. 2009 Minor Avenue East Seattle, WA 98102 v: (206) 323.4144 f: (206) 323-7135 Contact: Oliver Robar oliverr@brhinc.com Geotechnical Engineer GeoEngineers 600 Stewart Street, Suite 1700 Seattle, WA 98101 v: (206) 728-2674 f: (206) 728-2732 Contacts: Dave Cook dcook@geoengineers.com Nancy Tochko ntochko@geoengineers.com '.1 General Manager Seneca Group 1191 Second Avenue, Suite 1500 Seattle, WA 98101 v: (206) 628-3150 f. (206) 628-7105 Contacts: Laura Lohman laural@senecagroup.com Caroline Schuman carolines@senecagroup.com Contractor Sellen Construction 227 Westlake Avenue North Seattle, WA 98109 v: (206) 682-7770 f: (206) 623-5206 Contacts: Bret Downing bret.downing@sellen.com Jack Avery jack.avery@sellen.com Civil Engineer Magnusson Klemencic Associates 1301 Fifth Avenue, Suite 3200 Seattle, WA 98101 v: (206) 292-1200 f: (206) 292-1201 Contact: Rita Greene rgreene@mka.com Electrical Engineer Prime Electric 13301 SE 26th Street Bellevue, WA 98005 v: (425) 747-5200 f: (425) 747-5552 Contact: Rick Simpson rsimpson@primeelectric.com Mechanical Consultant Inventrix Engineering 911 Western Avenue, Suite 406 Seattle, WA 98104 v: (206) 515-4004 f: (206) 515-2026 Contact: Jason Smith jasons@inveng.com Daylighting Consultant Integrated Design Lab 1501 East Madison Street, Suite 200 Seattle, WA 98122 v: (206) 616-6566 . Contact: Chris Meek cmeek@u.washington.edu PROJECT DESCRIPTION Narrative The project consists of a new 134,724 SF roof structure to exhibit and protect large aircraft on the Museum of Flight's west campus. The Covered Airpark will house more than 20 aircraft including very large airplanes such as a Boeing 747, Boeing 787 and Concorde as well as historic aircraft such as a Boeing B-17 and B-29. In plan, the open-air structure is approximately a parallelogram of 460' width and 315' depth, spanning from 30' north of the Charles Simonyi Space Gallery to 30' south of the Raisbeck Aviation High School. The roof begins at a height of about 55' along East Marginal Way South, sloping up and west at 2.88" per foot to an approximately 88' high ridge aligned with the west wall of the Charles Simonyi Space Gallery. The roof then slopes down at 0.55" per foot to about 78' high at the west edge. Steel columns are spaced to allow for the movement of large aircraft wingspans at the southern east structure and the northern west structure. Elsewhere, brace frames provide lateral stability for the steel roof supported by two bays of 10' deep, 230' long steel trusses running north to south at approximately 10' on center. A security fence with entry/exit gates rings the entire structure. At the west, where the building is held 100' back from the property line, 109 parking spaces will be provided along with fire lane access and a vehicular loop road connecting the Raisbeck Aviation High School entry and South 94th Place. PROJECT INFORMATION Code 2012 International Building Code with Washington State amendments Occupancy Assembly Group A-3, Museums Construction Type IB Fire Resistance Ratings Primary structural frame Bearing walls Nonbearing walls Exterior walls Floor construction Roof construction 0 hr (noncombustible, open-air) n/a n/a 0 hr (>30' fire separation distance) n/a 0 hr (>20' above finish floor) For Geotechnical Report Geotechnical Engineering Services Museum of Flight Covered Airpark Tukwila, Washington for Museum of Flight November 17, 2014 GeoEngineers 8410 154th Avenue NE Redmond, Washington 98052 425-861-6000 Parcel Numbers 5729800010 5730000010 VICINITY MAP Site Address 9229 East Marginal Way South Tukwila, WA 98108 Legal Description LOT 1 DESCRIPTION - SOUTHERN PARCEL (BSIP L10-060) THAT PORTION OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 33, TOWNSHIP 24 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEING KNOWN AS LOT A OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NUMBER BLA- 01-002, RECORDED UNDER RECORDING NUMBER 20010803900001; EXCEPT FOR THE PORTION WHICH LIES SOUTH AND EAST OF THE FOLLOWING LINE; BEGINNING AT THE NORTHEAST CORNER OF SAID LOT A; THENCE SOUTH 22031'52" EAST ALONG THE WESTERLY MARGIN OF EAST MARGINAL WAY SOUTH, A DISTANCE OF 221.91 FEET TO THE TRUE POINT OF BEGINNING OF THIS LINE; THENCE NORTH 88049'44" WEST, A DISTANCE OF 191.78' FEET TO THE BEGINNING OF A TANGENT CURVE TO THE LEFT; THENCE ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 116019'59" AND AN ARC LENGTH OF 50.76 FEET; THENCE SOUTH 25009'43" EAST, A DISTANCE OF 100.18 FEET TO THE BEGINNING OF A TANGENT CURVE TO THE RIGHT; THENCE ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 88021'33" AND AN ARC LENGTH OF 38.55 FEET; THENCE SOUTH 63011'50" WEST, A DISTANCE OF 165.77 FEET TO THE WEST LINE OF SAID LOT A AND THE TERMINUS OF THIS DESCRIBED LINE. TOGETHER WITH AN EASEMENT FOR ACCESS AND UTILITY PURPOSES AS SHOWN ON SAID CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NUMBER BLA-01-002. ALSO KNOWN AS: LOT 1 OF CITY OF TUKWILA BINDING SITE IMPROVEMENT PLAN NO. L10-060, RECORDED IN KING COUNTY UNDER RECORDING NO. 20100928000240, WASHINGTON. LOT 1 DESCRIPTION - NORTHERN PARCEL (BSIP L11-019) LOT 2, CITY OF TUKWILA SHORT PLAT NUMBER L05-057, RECORDED UNDER RECORDING NUMBER 20070228900007, IN KING COUNTY, WASHINGTON. TOGETHER WITH THE FOLLOWING DESCRIBED LAND; THAT PORTION OF THE FOLLOWING DESCRIBED PROPERTY LYING SOUTHERLY OF THE EASTERLY EXTENSION OF THE NORTH LINE OF LOT 2 OF CITY OF TUKWILA SHORT PLAT NUMBER L05-057, RECORDED UNDER RECORDING NUMBER 20070228900007, IN KING COUNTY, WASHINGTON: A PARCEL OF LAND SITUATE IN TRACTS 1 AND 2, THE MEADOWS, ACCORDING TO THE PLAT THEREOF, BEING A PART OF FRANCIS MCNATT DONATION LAND CLAIM NO. 38 IN SECTION 33, TOWNSHIP 24 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE POINT OF INTERSECTION OF THE NORTH LINE OF SAID TRACT 2 WITH THE WESTERLY LINE OF PRIMARY STATE HIGHWAY NO. 1 (EAST MARGINAL WAY) WHICH POINT IS 648.77 FEET DISTANT SOUTHEASTERLY, MEASURED ALONG SAID WESTERLY LINE, FROM THE NORTH LINE OF SAID FRANCIS MCNATT DONATION LAND CLAIM; THENCE SOUTHEASTERLY ALONG THE WESTERLY LINE OF SAID HIGHWAY A DISTANCE OF 715.4 FEET; THENCE NORTHWESTERLY ALONG A STRAIGHT LINE WHICH FORMS AN ANGLE OF 8001, FROM NORTHWEST TO WEST WITH THE WESTERLY LINE OF SAID HIGHWAY A DISTANCE OF 122 FEET, MORE OR LESS, TO A POINT 17 FEET DISTANT SOUTHWESTERLY, MEASURED AT RIGHT ANGLES, FROM THE WESTERLY LINE OF HIGHWAY; THENCE NORTHWESTERLY ALONG A STRAIGHT LINE PARALLEL WITH SAID WESTERLY LINE OF HIGHWAY A DISTANCE OF 603 FEET, MORE OR LESS, TO A POINT ON THE NORTH LINE OF SAID TRACT 2; THENCE EAST ALONG SAID NORTH LINE A DISTANCE OF 18.5 FEET, MORE OR LESS, TO THE POINT OF BEGINNING. EXCEPT THE FOLLOWING DESCRIBED LAND: BEGINNING AT THE NORTHEAST CORNER OF SAID LOT 2, SHORT PLAT NUMBER L05- 057; THENCE SOUTH 22031'52" EAST ALONG THE EAST LINE OF SAID LOT 2, SHORT PLAT NUMBER L05-057, A DISTANCE OF 20.27 FEET; THENCE SOUTH 30051'51" WEST, A DISTANCE OF 28.79 FEET TO THE TRUE POINT OF BEGINNING OF EXCEPTION; THENCE SOUTH 01009-08" WEST, A DISTANCE OF 76.19 FEET; THENCE SOUTH 22017'19" EAST, A DISTANCE OF 22.70 TO A POINT WHICH BEARS NORTH 32044'34" WEST AND IS 303.35 FEET DISTANT FROM THE SOUTHEAST CORNER OF SAID LOT 2, SHORT PLAT NUMBER L05-057; THENCE NORTH 88050'53" WEST AND PARALLEL WITH THE NORTH LINE OF SAID LOT 2, SHORT PLAT NUMBER L05-057, A DISTANCE OF 435.82 FEET TO A POINT WHICH BEARS NORTH 42047'07" EAST AND IS 350.67 FEET DISTANT FROM THE SOUTHWEST CORNER OF SAID LOT 2, SHORT PLAT NUMBER L05-057; THENCE NORTH 01009-07" EAST, A DISTANCE OF 99.50 FEET TO A POINT THAT IS 41.00 FEET SOUTH OF THE NORTH LINE OF SAID LOT 2, SHORT PLAT NUMBER L05-057 WHEN MEASURED AT A RIGHT ANGLE; THENCE SOUTH 88050'53" EAST AND PARALLEL WITH THE NORTH LINE OF SAID LOT 2, SHORT PLAT NUMBER L05-057, A DISTANCE OF 300.68 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTH AND A RADIUS OF 30.00 FEET; THENCE SOUTHEASTERLY ALONG SAID CURVE A DISTANCE OF 2.75 FEET TO THE BEGINNING OF A REVERSE CURVE CONCAVE TO THE NORTH AND A RADIUS OF 30.00 FEET; THENCE EASTERLY ALONG SAID CURVE A DISTANCE OF 22.06 FEET; THENCE SOUTH 88050'53" EAST, A DISTANCE OF 72.98 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTH AND HAVING A RADIUS OF 72.58 FEET; THENCE EASTERLY ALONG SAID CURVE A DISTANCE OF 29.76 FEET; THENCE NORTH 67028'08" EAST A DISTANCE OF 2.15 FEET TO THE TRUE POINT OF BEGINNING. TOGETHER WITH THE FOLLOWING EASEMENTS; ACCESS AND UTILITY EASEMENT AGREEMENT RECORDED UNDER KING COUNTY RECORDING NO.20100927002030 AND RECIPROCAL EASEMENT AGREEMENT RECORDED UNDER KING COUNTY RECORDING NO.20100927002029. ALSO KNOWN AS: LOT 1 OF CITY OF TUKWILA BINDING SITE IMPROVEMENT- PLAN NO. L11-019, RECORDED IN KING COUNTY UNDER RECORDING NO. 20110504001579, WASHINGTON. REVI FOR CODE COMPLIANCE APPROVED APR 16 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM STATE OF WASHINGTON Structural Permit Drawing Title PROJECT TEAM, VICINITY MAP AND OVERALL DRAWING INDEX Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by NJM Checked by NJM Date 01/26/15 Project No 214012 Consultant Project No Owner Project No Drawing No Date u w / - OF THE SE /4 SEC. 33, TWP. 24 N, R. 4 E , W.M. FOUND MONUMENT IN CASE W/ 2N' PIPE W,/ TACK DOWN 1.1' (G4/2GO'i') ADS PLASTIC PIPE AREA DRAIN: i ASPHALT (ASPH) 1 t \ I BUILDING LINE 0 BOLLARD D CATCH BASIN (C8) CONCRETE SURFACE (CONC) CW/BW CONCRETE/BRICK WALK CC/XC CONCRETE/EXTRUDED CURB CP/P CONC./1RON PIPE — --x— CHAIN LINK FENCE (CLF) H/C PARKING SPACE CON CONIFEROUS TREE DEC DECIDUOUS TREE DWY DRIVEWAY ECd ELECTRICAL CONDUIT (BURIED) C� / y CENTERLINE/MGNUMENT LINE EHH ELECTRICAL HANDHOLE 0 ELECTRICAL JUNCTION BOX EV/ET ELECTRICAL VAULT/TRANSFORMER FOUND MONUMENT IN CASE FIRE HYDRANT FOCd FIBER OPTICS (BURIED) G GAS MAIN m GAS VALVE GUY ANCHOR 0 IRRIGATION BOX IV pis IRRIGATION VALVE IE INVERT ELEVATION PP 0------o LIGHT POLE (WOOD) LIGHT POLE (ORNAMENTAL) LSCAPE LANDSCAPE PLANTER MANHOLE OHP/T OVERHEAD POWER/TELEPHONE P.S. PARKING SPACE (P) PAINTED UTILITY LOCATION 0 POST —INDICATOR VALVE PSS SANITARY SEWER PEDESTRIAN PUSH BUTTON (PPB) PEDESTAL (R) RECORD DATA GRAVEL SURFACE SD STORM DRAIN CO CLEANOUT SIGN/STREET NAME SIGN TC/SL TRAFFIC CONTROL/ STREET LIGHTING HANDHOLE TEMPORARY BENCHMARK (TBM) TCd TELEPHONE CONDUIT (BURIED) TMH TELEPHONE MANHOLE PPO UTILITY POLE (WOOD) WV WATER VAULT W 'WATER MAIN WM WATER METER WATER VALVE WATER BLOWOFF VALVE EI} WATER GATE VALVE/ CHAMBER Y YED FOR CODE PpROVED CE APR 16 2015 City of Tukwila BUILDING DIVISION° 20 0 10 20 ( IN FIST } 1 inch = 20 f L r JI V Y r i 0 } {'k. p� 0q r�)y�u���;�z_ � M f Lli ,IIIm Guy z Lj-' 000 x `A Lj d ILI a o LLI fA ? Z 3.L0 cnm LL a 0 n Iry r 0In LL— E f<. o LL- 0 0 I� m I — drown by checked by SCB OQR scale dote 1" =2o' 2014/04 jotDrawing No 0 z 0 SW 1/4 OF THE SE 1/4, SEC. 33, TWP. 24 N.� R. 4 E.) W.M. Cs r-19 C) N85-45055"W) 10. 12' 20W SHORELINE SETBACK 5'Cl F 0,2'141C OF PL F 0.8'S.W l,:,F P SITE NOTES SITE ADDRESS- 9404 EAST MARGINAL WAY SOUTH SEATTLE, WA 98108-4-097 TAX ACCOUNT NO.: 572980-0010-00 573000-0010-04 ZG-NING- MIC/H = MANUFAC-PiRING INDUSTRIAL CENTER HEAVY INDUSTRIAL ZONING AGENCY� CITY OF DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 95188 (206) 431-3670 FAX: (206) 431-3565 SETBACKS: :CURRENT SETBACK REOUIREMENTS, SUBJECT TO 511-E PLAN REVIEW. CURRENT SETBACK$ MAY DiFFER FROM THOSE IN EFFECT DURING DESIGIN/WNSTRUCTION OF MSTING IMPROVEMENT$. THE 'ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPLIED WITH WiNIMUIM SETBACK AND HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION. FLOOD ZONE - THIS SITE APPEARS ON 14ATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 16, 1"5, COMMUNITY PANEL NO. 5,3033CO645F, AND IS SITUATED IN ZONE -X-, AREA DETERMINED TO BE OUTSIDE THE SDO YEAR FLOODPLAIN. HORIZONTAL DATUM: NAD 831A9111 VERTICAL DATUM: NAVD 58 AREA - SITE AS SHO'WN CONTAINS 389.373 SQUARE FEET OR 8.9388 ACRES, MORE OR LESS. SUBSTRUC,TURES- BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE FIELD. WE ASSUME NO LIABILITY FOR THE ACCURACY OF THOSE RECORDS. FOR THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO DESIGN CONTACT THE UTILITY OWNER/AGENCY. TELECOM MUNI CA-RON S/FI BER OPTIC DISCLAIMER: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND/OR FIBER OPTIC LINES ARE NOT ALWAYS AVAILABLE TO THE PUBLIC. BRH HAS NOT CONTACTED EACH OF THE� MANY COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD, HAVE UNDERGROUND LINES WITHIN ADJACENT RIGHTS -OF -WAY. THEREFORE, BRH DOES NOT ACCEPT RESPONSIBILITY FOR THE EXFSTENCE OF UNDERGROUND T,'-rLECGNltviUNICA110ilIS/rIBER OPTIC LINES WHfCH ARE NOT MADE PUBLIC RECORD WITH THE LOCAL JURISDICTION. AS ALWAYS, CALL 1-800-424-5555 BEFORE CONSTRUCTION. UTILITY PROVIDERS: SANITARY AND STORM SEA-ERS., CITY Or TUKWILA PUBLIC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 961d8 (206) 433-01.79 WATER. CITY OF TUKWiLA WATER DEPARTMENT 600 MINKLER BOULEVARD TUKWILA, WA 98188 :(206) 43,3-017-3 GAS AND POWER: PUGET SOUND ENERGY 355 110TH AVENUE NE BELLEVUE, WA 980G4 (�865) 425-2000 (888.) 22-0-5773 T ,ELEPHONE: p'WE - SI LDA CROUP PO BOX 625001 LITTLETON, CO 80162 526-3557 DESCRIPTION - PARCEL NO� 572980-0010 LOT I OF CITY OF TIJKAILA BINDING SITE 04PROVEMENT PLAN NO. 1-11-019, RECORDED IN VOLUME 257 OF PLATS, PAGES 05t3-060 WITH A KING COUNTY RECORDING NO, OF 20110504001579.* PARCEL NO. 573000-OGIO LOT I OF CITY 017 TUKWILA BINDING SITE OfPROVEMENT PLAN NO. LTO-060, RECORDED IN VOLUME 255 OF PLATS, PAGES 074-076 WITH A KING COUNTY RECORDING NO. OF 201009,28000240.* *THE ABOVE LEGAL DESCRIPTION WAS CREATED BY T14E SURVEYOR, AND WAS NOT PROVIDED BY TITLE COMPANY. EASEMENTS, THIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SI-101,t4N, EASEMENTS HEREON ARE SHOWN FROM A COMBINATION OF THE FOLLOWING SOURCES; TITLE REPORT FURNISHED BY CHICAICO TITLE INSURANCE COMPANY, COMMITtvIENT NO, 1310889, DATED AUGUST 26, 2010, AND CITY OF TIJKV09LA BSIPs L10-060 AND 1-11-019. THE EASEMENTS SH014VN OR NOTED HEREON RELATE TO THESE DOCUMENTS. ,NOTE: EASEME�j CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON. TITLE REPORT SCHEDULE B EXCEPTIONS - ITEMS CIRCLED ARE SHOWN ON MAP. 1. EASEMENT AND THE TERMS AND CONDITIONS THEREOF - CITY OF SEATTLE, A MUNICfPAL CORPORATION PURPOSE: WATER METER �'4111 THE NECESSARY APPURTENANCES AREA AFFECTED: EASTERLY PORTION OF APPURTENANT EASEMENT AREA RECORDED, DECEMBER 24.1964 RECORDING NUMBER: 6123100 NOTE: SAID EASEMENT IS ALSO DELINEATED AND/OR DEDICATED ON THE FACE OF THE BOUNDARY LINE ADJUSTMENT. 02- EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE- CITY OF SEATTLE, A MUNICIPAL CORPORATION PURPOSE: WATER METER AND APPURTENANCES AREA AFFECTED. A NORTHEASTERLY PORTION OF SAID PREMISES RECORDED: IMAY 22, 1974 RECORDING NUMBER: 740522054-7 NOTE: SAtD EASEMENT IS ALSO DELINEATED ANVOR DEDICATED ON THE FACE OF THE BOUNDARY LINE ADJUSTMENT. EASEMENT AND THE TERMS AND CONDITIONS TFIEREOF- GRANTEE� XING COUNTY PURPOSE: SANITARY SEWER SYSTEM TOGETHER AITH ALL NECESSARY OR CONVENIENT APPURTENANCES AREA AFFECTED: A NORTHEASTERLY PORTION OF SAID PREMISES RECORDED-. JUNE' 17, 1974 RECORDING NUMBER: 7406170607 NOTE: SAID EASEMENT 15 ALSO DELINEATED AND/OR DEDICATED ON THE FACE OF THE BOUNDARY LINE ADJUSTMENT. 4, EASEMENT AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN., MUSEUM OF FLIGHT FOUNDATION, A WASHINGTON N01114-PROFIT CORPORATION AND: KING COUNTY MUSEUM OF FLIGHT AUTHORITY, A WASHINGTON PUBLIC AUTHORITY AND: THE CITY OF TUKWILA, A MUNICIPAL CORPORATION A N1 D: KING COUNTY, A MUNICIPAL CORPORATION RECORDED: OCTOBER 16, 2008 RECORDING NUMBER: 20081016000204 REGARDING. ESTABLISHMENT OF EASEMENTS RELATED TO THE CONSTRUCTION OF A PEDESTRIAN BRIDGE AND APPURTENANT STRUCTURES ON/OVER SAID PREMISES AND ADJOINING LANDS.. MAINTENANCE PROVISIONS RELATED THERETO 5. RESTRICTIVE COVENANT CONTAINED IN PARAGRAPH 12(11) OF STATUTORY WARRANTY DEED: RECORDED: FEBRUARY M 1986 RECORDING NUMBER: 8602280399 "GRANTEE SHALL U'SE THE PREM15ES FOR INDUSTRIAL USES INCLUDING, WITHOUT LIMITAIION', OFFICE, WAREHOUSE, LABORATORY, TESTING, RESEARCH, MANUFACTURING AND ASSEMBLY. MARITIME USES SHALL BE LIMITED TO TRANSPORTATION OF PASSENGERS, PRODUCTS AND SUPPLIES TO SERVICE THE FOREGOING USES BY GRANTEE ("INTENDED USE"), GRANTEE SHALL NOT USE THE PREMISES FOR ANY OTHER US'E WITHOUT THE PRiOR CONSENT OF GRANTOR AND ITS SU�GESSOR.` THE PORT OF SEATTLE HAS CONSENTED TO THE USE FOR AN AIR AND SPACE MUSEUM TOGETHER WITH ANY USE CONSISTENT WITH THE AIR AND SPACE MUSEUM IPURPOSES AS DEFINED IN KING COUNTY ORDINANCE 7444 BY LETTEER DATED FEBRUARY 26, 2002, 6, COVENANTS, CONDITIONS AND RESTRICTIONS CONTAINED IN INSTRUMENT, BUT OMITTING ANY COVENANTS OR RESTRICTIONS, IF ANY, BASED UPON RACE, COLOR, RELIGION, SEX, SEXUAL ORIENTATION. FAMILIAL STATUS, MARITAL STATUS, DISABILITY, HANDICAP, NATIONAL ORIGIN, ANCESTRY, OR SOURCE OF INCOME, AS SET FORTH IN APPLICABLE STATE OR FEDERAL LAWS, EXCEPT TO THE EXTENT THAT SAID COVENANT OR RESTRICTION IS PERMITTED BY APPLICABLE LAW. RECORDED: APRIL 11. 2.002 RECORDING NUMBER: 20020411002576 7. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF. BETWEEN.: THE BOEING COMPANY AND� THE CITY OF SEATTLE, A MUNICIPAL CORPORATION RECORDED. MARCH 22,1990 RECORDING NUMBER: 9003220207 REGARDING: CONNECT1ON OF PRIVATE- SEWERS TO THE CITY SEWER SYSTEM AND PAYMENT :OF FEES RELATED PHERETO 20, AGREEMENT AND THE TERMS AND CONDITIONS THEREOF; BETWEEN: YUNG COUNTY MUSEUM OF FLIGHT AUTHORITY AND, STATE OF WASHINGTON, DEPARTMENT OF ECOLOGY RECORDED; AUGUST 12, 2005 RECORDING NUMBER: 20080812000429 REGARDING: ENVIRONMENTAL COVENANTS RELATED TO REMEDIAL ACTION' CONDUCTED ON SAID PROPERTY AFFECTS: A SOU TH EASTERLY PORTION OF SAID PREMISES AEASEMENTS AND CONDITIONS AS SHOWN ON CITY OF TUKWILA BINDING SITE IMPROVEMENT PLAN NO. LIO-060, RECORDING NUMBER 20100928000240. Fs"2"1EASEMENTS AND CONDITIONS AS SHOWN ON CITY OF TUKWILA BINDING SITE IMPROVEMENT PLAN NO. Lit-019, RECORDING NUMBER 20110504001579. CERTIFICATION' SURVEY IDENTIFICATION NO.: 2014048.00 REGISTERED LAND SURVEYOR NO.. 45170 SURVEYOR'S ADDRESS & COMPANY: BUSH, ROED & HITCHING$, INC. 2009 MINOR AVENUE EAST SEATTLE, WA 98102-3513 TELEPHONE- (206) 323-4144 OUVER 0- ROBAR, P.L.S. NO� 45170 DATE THE ABOVE CERTIFICATE IS BASED UPON WORK PREPARED ;IN ACCORDANCE WITH GENERALLY ACCEPTED PIRCIFESSIONAL SURVEY PRACTCE. 1hZ MAKE NO OTH-- WARfZANTY, EITHER EXPRESSED OR IMPLIED. .1 1, _R JOB NO, 2014048.00 TINUATION .. ......... r.) q — — ------ --- fFSNICE 21.4N '_�,F ZE A' yELLOW -7 "Box 6'CLF W/SA9 D W?RE ON -MLEELS 0 ......... x 10* sEwE R EASEMENT 8 0? X' REC. NO. 20100927002034 Bov — — — — — — — — — — - — — --- ) ...... .... . . .......... .... .. .... .............. .. ... ... ........ — — — — — — — — — — — — — — — — — — — — -- — — — — — — — — 7 — — — — — — — — — — — — — — — — — — — — JEV A 10' FIRE LINE EASEMENT P. REC. NO. 20100-0 33 FENCE ON 270020, EHH—, j x INFORMATION PEDESTAU- 'goo 0, BOEING 737 INFORMATION PEDESTAL. BOEING 727 'BOX 10 DUCK BANK, POWER AND COMM. EASEMENT REG. NO. 20100927002031 10* STORM DRAIN EASEMENT REC. NO. 2010092700:LO �2 ........ .. r Lb' ....... ..... .... -57 E, 1 7:7 .. . ..... �4, .. ... . ..... EH, P\ INFORMA71ON PEDESTAL- CONCORDE 10' STORM DRAIN EASEMENT REC. NO. 20100927002 1 FORMA 11ON PEDESTAL' .. 1.1,' �\ ��47 PROTOTYPE < Ile CA; SDIRECTORY (A )BLRD 6� N88*49 7"W 191,78-* F LA IRE h NO PAR4NG I'M A, x b LP 4�: Y X� Plifl 0 S1 B CI HANDICAPPID CNI a - LANE . .... DOUR �c Ile Ve X CAVE 0 INFORMA ON PEDESTAL: N 4 _ .;, �- 1 1. 1� viv LOCKH D SUPER 0 0 0 0 0—* X \mW _N, )BLRD __j P . .. . . . . . -Z �,A z N, FLJD_'_ PAW L: BOX n ElE!,, d 1% Z s x �e 1;1 ___1 , - I.- I—STIORY BUILDING � X "I I - ;11 KING COUNTY MUSEUM OF FLIGHT Tf, V, ICY v 'C' 4.0, A-` 10-* STORM DRAIN EASEME 'E BLRD NT PH* -NQ,. 20100-927002032' -7 vai �40. j_71 LO (i� LP 'A VA < NO H. ��'\BLRD E F� 5'CLF rj-3'NE Q F T "j; i5, CLIF 0 6'SW OF R BLRD, —g, vw 13LRD 'D 7.0 _w HANDICAPPED p- PARKING A A., , " I I A 'A 10' STORM DRAIN EASEMENT RD REC. NO. 201009270020�2 FENCE 0,4'N%q OF ASEMEINT LINE 10' FIRE LINE EASEMENT A A BLRD. REC. NO. 20100927002033 % C LRD A �?y f7_ % N % VK kk FE OF EASF.MFN:1 10' STORM DRAIN EASEMENT % 3 REC. NO. 20100927002032 A A A, N 10' STORM DRAIN EASEMENT �,�REC. NO. .2010,0927002032 R 10' ST0,M DRAIN EASEMENT 20100' 927G02G3 OEC. N611, ul, $ck FOUND MONUMENT :IN CASE W/ 2Y PIPE W/ TACK (04/2001) DOWN 0.9 0 RECEWED CITY OF TUKWILA LEGEND JAN 2 6'2015 ADS PLAS11C PIPE RA4� FOUND MONUMENT IN CASE (R) RECORD DATA PERMIT CENTER (D AREA DRAIN FIRE HYDRANT C� GRAVEL SURFACE ASPHALT (ASPH) BUILDING LINE FOCd FIBER OPTICS (BURIED) SID STORM DRAIN 0 BOLLARD G GAS MAIN Co CLEANOUT 05) CATCH BASIN (CB) m GAS VALVE A I ri CONCRETE SURFACE (CONC) >_ GUY ANCHOR _T_/ SIGN/STREET NAME SIGN 0 IRRIGATION E30X TC/SL TRAFFIC CONTROL/ CIY/BW CONCRETE/BRICK WALK IV M IRRIGATION VALVE STREET LIGHTING HANDHOLE IE INVERT ELEVATION TEMPORARY BENCHMARK (TSM) pp LIGHT POLE (WOODI CC/XC CONCRETE/EXTRUDED CURB i tTd TELEPHONE CONDUIT (BURIED) CP/IP CONCARON PIPE LIGHT POLE (ORNAMENTAL) T`MH TELEPHONE MANHOI E )< )< - CHAIN LINK FENCE (CLF) LSCAPE LANDSCAPE PLANTER PPO UTILITY POLE (WOOD) 20 0 fl) 20 & H/C PARKING SPACE 0 MANHOLE - I t I -_ ___1 CON CONIFEROUS TREE wv WATER VAULT ,, Im I ... 111� __1 ____ DEC DECIDUOUS TREE OHP/T OVERHEAD POWER/TELEPHCNE w WATER MAIN IN FEET ) -11 DWY DRIVEWAY P.S. PARKING SPACE wM WATER METER I inch 2G fL ECd ELECTRICAL CONDUIT (BURIED) (P) PAINTED UTILITY LOCATION WATER VALVE q/y CENTERLINE/MONIUMENT LINE 0 POST -INDICATOR VALVE WATER BLOWOFF VALVE FHH ELECTRICAL HANDHOLE PSS SANITARY SEWER WATER GATE VALVE/ CHAMBER ELECTRICAL JUNCTION BOX PEDESTRIAN PUSH N t (PPB) PEDESTAL EV/ET ELECTRICAL VAULT/TRANSFORMER 80A _j Ilk I-Z t:t �-4 !� 0 SIR It 00 Lp. M 0 I V) Lu > to 0 u� z 0 0 01 x u- 86 V) x LLJ I_ v) LLJ LJ 0 0 .1, (7f Lij 0 > z U.) m _v) Cn 4Z) 0 Ld CO m V-4 V) 0) r 71 I I 17 4gj� �qv I10 -4111 W III&OV1111 all I I" z 0 z LLJ ry D V) U: CL < n�, 0 < 0 In n 0: LL_ < 0 0 0 Li.j :E L.Lj g z — Ta D LLJ V) > 0 C) D 0: m _j drown by checked by SCB 0QR scde date 1 "=20' 2014/04 kDrawing No 4C 0 9 C) z i & AND AT °,DEG DEGREE m, DIA DIAMETER # NUMBER, POUND AB ANCHOR BOLT ACI AMERICAN CONCRETE INSTITUTE ADDL ADDITIONAL ADJ ADJACENT AESS ARCHITECTURAL EXPOSED STRUCTURAL STEEL AGGR AGGREGATE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALT ALTERNATE ALUM ALUMINUM ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APA AMERICAN PLYWOOD ASSOCIATION APPD APPROVED APPROX APPROXIMATE AR ANCHOR RODS ARCH ARCHITECTURAL; ARCHITECT ASSY ASSEMBLY ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY BAL BALANCE BD BOARD BF BRACED FRAME BLDG BUILDING BLK BLOCK; BLOCKING BM BEAM BMU BRICK MASONRY UNIT BOS BOTTOM OF STEEL; BOSOM (WELD) BOT BOTTOM BRB BUCKLING RESTRAINED BRACE BRCG BRACING BRG BEARING BRKT BRACKET BSMT BASEMENT BTWN BETWEEN BU BUILT-UP C CAMBER C STANDARD CHANNEL CANT CANTILEVER CC CENTER TO CENTER CG CENTER OF GRAVITY CIP CAST -IN -PLACE CJ CONSTRUCTION JOINT CJP COMPLETE JOINT PENETRATION WELD CL CENTERLINE CLR CLEARANCE; CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN COMP COMPRESSION CONC CONCRETE CONFIG CONFIGURATION CONN CONNECTION; CONNECT CONST CONSTRUCTION CONT CONTINUE; CONTINUOUS CONTR CONTRACTOR COORD COORDINATE; COORDINATION CORR CORRUGATED CP, CJP COMPLETE JOINT PENETRATION WELD CTR CENTER CTSK COUNTERSINK; COUNTERSUNK CU CUBIC d PENNY (NAIL) db NOMINAL BAR DIAMETER (INCHES) DBA DEFORMED BARANCHOR DBL DOUBLE DEG, ° DEGREE DEMO DEMOLISH; DEMOLITION DEPT DEPARTMENT DET DETAIL DIA, o DIAMETER DIAG DIAGONAL DIAPH DIAPHRAGM DICA DRILLED -IN CONCRETE ANCHOR DIM DIMENSION DISC DISCONTINUED; DISCONTINUOUS DL DEAD LOAD DN DOWN DO DITTO DWG DRAWING DWL DOWEL (E) EXISTING E EAST E-W EAST -WEST EA EACH EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EMBED EMBEDDED ENGR ENGINEER EQ EQUAL; EARTHQUAKE EQUIP EQUIPMENT ES EACH SIDE ETC ET CETERA EW EACH WAY EXIST EXISTING EXP EXPANSION EXT EXTERIOR EXTD EXTEND; EXTENDED FD FLOOR DRAIN FDN FOUNDATION FF FAR FACE FG FRICTION GRIP BOLT FIN FINISH FL FLOOR; FLOOR LINE FLG FLANGE FOS FACE OF STUD FP FIREPROOF; FULL PENETRATION FRMG FRAMING FS FULL SIZE; FAR SIDE FT FOOT; FEET FTG FOOTING GA GAGE, GAUGE GALV GALVANIZED GB GRADE BEAM GL GLUED LAMINATED (BEAM) GRND GROUND H HORIZONTAL HEF HORIZONTAL EACH FACE HGR HANGER HIF HORIZONTAL INSIDE FACE HOF HORIZONTAL OUTSIDE FACE HORIZ HORIZONTAL HP HP SHAPES; HIGH POINT HS HIGH STRENGTH HSS HOLLOW STRUCTURAL SECTION HT HEIGHT ICBO INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS ID INSIDE DIAMETER IN INCH INCL INCLUDE INFO INFORMATION INSUL INSULATION INT INTERIOR JST JOIST JT. JOINT K KIP (1,000 POUNDS) KO KNOCK -OUT KSI KIPS PER SQUARE INCH ,ABBREVIATIONS L ANGLE LAB LABORATORY LB, # POUND LF LINEAL FOOT LIN LINEAL; LINEAR LL LIVE LOAD LLBB LONG LEGS BACK-TO-BACK LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LOC LOCATION; LOCATE LONGIT LONGITUDINAL LP LOW POINT LSL LONG SLOTTED (HOLES) LSW LIGHT GAGE SHEAR WALL LTWT LIGHTWEIGHT LVL LEVEL LWC LIGHT WEIGHT CONCRETE MAS MASONRY MATL MATERIAL MAX MAXIMUM MB MACHINE BOLT MC MISCELLANEOUS CHANNEL MECH MECHANICAL MEMB MEMBRANE MEP MECHANICAL/ ELECTRICAL / PLUMBING MEZZ MEZZANINE MF MOMENT FRAME MFB MOMENT FRAME BEAM MFC MOMENT FRAME COLUMN MFR MANUFACTURE; MANUFACTURER MFRG MANUFACTURING MIN MINIMUM; MINUTE MISC MISCELLANEOUS ML MATCH LINE MO MASONRY OPENING MS MECHANICAL SPLICE N NORTH N-S NORTH -SOUTH NF NEAR FACE NIC NOT IN CONTRACT NS NEAR SIDE NTS NOT TO SCALE NWC NORMAL WEIGHT CONCRETE OC ON CENTER OD OUTSIDE DIAMETER OPNG OPENING OPP OPPOSITE (HAND) OPT OPTION; OPTIONAL OVS OVERSIZED (HOLES) OWJ OPEN WEB JOIST P PIPE PC PRECAST PCF POUNDS PER CUBIC FOOT PCP PRECAST CONCRETE PANEL PEN PENETRATION PERP PERPENDICULAR PH PENTHOUSE PJP,PP PARTIAL JOINT PENETRATION WELD PL PLATE PLC PLACE PLF POUNDS PER LINEAL FOOT PLYWD PLYWOOD PP, PJP PARTIAL JOINT PENETRATION WELD PREFAB PREFABRICATED PS PRESTRESSED PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POST -TENSIONED PVC POLYVINYL CHLORIDE R RADIUS RB RISER BAR RCMD RECOMMEND REF REFERENCE REINF REINFORCE; REINFORCING; REINFORCEMENT READ REQUIRED REQT REQUIREMENT S1 S SURFACED ONE SIDE S2S SURFACED TWO SIDES S4S SURFACED FOUR SIDES S AMERICAN STANDARD SHAPE; SOUTH SB SPACER BAR; SUPPORT BAR SC SLIP CRITICAL SCC STRUCTURAL CONSULTANT TO THE CONTRACTOR SCHED SCHEDULE, SCHEDULED SDQ SPECIAL DUCTILE QUALITY SECT SECTION SEOR STRUCTURAL ENGINEER OF RECORD SHT SHEET SHTG SHEATHING SIM SIMILAR SLBB SHORT LEGS BACK -TO- BACK SOG SLAB ON GRADE SP SPIRAL; SIDE PLATE(S) SPC SPACE SPCG SPACING SPEC SPECIFICATION SQ SQUARE SSL SHORT SLOTTED (HOLES) STD STANDARD STIFF STIFFENER STIRR STIRRUP STL STEEL STR STRAIGHT STRUC STRUCTURAL SUPT SUPPORT SW SHEAR WALL SYM SYMMETRICAL T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TEMP TEMPERATURE; TEMPORARY THK THICK; THICKNESS TOC TOP OF CURB; TOP OF CONCRETE TOF TOP OF FOOTING TOS TOP OF STEEL TOW TOP OF WALL TRANS TRANSVERSE TYP TYPICAL UB UNIVERSAL BEAM UBC UNIFORM BUILDING CODE UC UNIVERSAL COLUMN UL UNDERWRITERS' LABORATORY, INC. UNO UNLESS NOTED OTHERWISE UT ULTRASONIC TEST V, VERT VERTICAL VEF VERTICAL EACH FACE VG VERTICAL GRAIN VIF VERTICAL INSIDE FACE VOF VERTICAL OUTSIDE FACE W WIDE FLANGE; WIDE; WEST W/ WITH W/0 WITHOUT WD WOOD WF WIDE FLANGE WH WEEP HOLE WL WORK LINE WP WORK POINT WPJ WEAKENED PLANE JOINT WT WEIGHT; STRUCTURAL TEE CUT FROM W SHAPE WWF WELDED WIRE FABRIC WWR WELDED WIRE REINFORCING YD YARD STEEL SHAPE SERVICE LOAD END REACTION (SAME ON EACH END IF SHOWN ON ONE END ONLY) H 112k C2 SC I REQUIRED TYPICAL CONNECTION IF NOTED INDICATES SLIP CRITICAL CONNECTION BEAM WEB PENETRATION INDICATES MOMENT BEAM CAMBER CONNECTION CANTILEVER BEAM SECTION SAME AS 135 c=1-1/8" 88k BACKSPAN UNLESS H 1— NOTED OTHERWISE. [-14" j 5/S5.1 SPECIAL 1 CONNECTION DETAIL IF NOTED BEAM HAUNCH DIMENSION FROM REFERENCE TOP OF STEEL. DIMENSIONS AT BOTH ENDS INDICATE SLOPING MEMBER NOTES: 1. NO REACTION AT EITHER END INDICATES MINIMUM CONNECTION FOR BEAM DEPTH. SEE "GENERAL NOTES" FOR STEEL CONNECTIONS. 2. "M" IN PLACE OF STEEL SHAPE INDICATES W10x12 WITH MINIMUM CONNECTION. 3. WHERE NO BEAM SIZE IS CALLED OUT ADJACENT TO FLOOR OR ROOF OPENING, REFER TO TYPICAL STEEL DETAILS FOR SIZES AND CONNECTIONS. 4. O INDICATES BEAM PENETRATION PER "TYPICAL BEAM WEB PENETRATION" DETAILS. 5. O INDICATES BEAM HAUNCH PER TYPICAL HAUNCHED BEAM DETAILS. BEAM CALLOUT KEY SECTION PLAN VIEW FRONT BACK ELEVATION ELEVATION -- ---- - ---------------- STEEL BEAM -- ---- — -- ----- - r----- CHANNEL -- ------ — - — - — - -- — - — - — - -- _--_ -- ANGLE DOUBLE ANGLE I � SLBB i LLBB SQUARE OR -- - --- - — - — - -- ( I RECTANGULAR — — — — — I I HOLLOW SECTION �--� COLUMN IN SECTION M CONCRETE ENCASED STEEL COLUMN SECTION COLUMN STARTS HERE 4— H —�' COLUMN ENDS HERE H P--c' MOMENT CONNECTION H MOMENT FRAME CONNECTION SHEAR CONNECTION SPLICE ------------ DIAGONAL BRACING ABOVE (DASHED LINE) I L� HANGER CIRCULAR HOLLOW — — — I SECTION, PIPE i i HANGER BELOW FLOOR —J L—_ STEEL MEMBERS STEEL SYMBOLS ,,/10l ELEVATION VIEW PLAN VIEW O STUD CONCRETE ANCHOR ROD O DRILLED IN CONCRETE ANCHOR Q BOLT CONNECTORS STEEL FLOOR DECK LONGITUDINAL WELDED WIRE REINFORCEMENT STEEL FLOOR DECK TRANSVERSE STEEL ROOF DECK LIMIT OF SPAN OR SPAN MARK DIRECTION OF SPAN CONCRETE WALL 0 CONCRETE COLUMN FLOOR OR WALL OPENING ,1 CONCRETE SYMBOLS LL/ TOP OF SLAB VERTICAL OFFSET, IF NOT SHOWN, REFER TO PLAN NOTE: THIS IS A GENERIC SYMBOL. ACTUAL SYMBOL USED WILL VARY DEPENDING UPON SLAB CONFIGURATION. I ---------I I I I 0 I i COLUMN FOOTING I I L------- I 1 —I F12 COLUMN C4 GB3 GRADE BEAM MFB3 ------- MOMENT FRAME BEAM 1 ONE-WAY SLAB WF2 -- -- WALL FOOTING CONCRETE SCHEDULE MARKS SECTION SECT SECTION NUMBER S301 SHEET NUMBER DETAIL 4 DETAIL NUMBER �jj S301 SHEET NUMBER j ELEVATION 3 ELEVATION NUMBER (S301 SHEET NUMBER EL TOP OF FLOOR ELEVATION --�- --0 j GRID LINES N NORTH ARROW 77 1/S2.01A MATCHLINE 1/S2.01 B --- ARCHITECTURAL PROFILE - - - - - - - - - - - FUTURE CONSTRUCTION DRAWING LIST NUMBER NAME S001 ABBREVIATIONS, LEGENDS AND DRAWING LIST S002 GENERAL NOTES S003 1 G N S101 ROOF LOAD MAPS S102 P E E D W D OAD MAPS S103 1 DESIGN JOIST LOAD ALLOWANCES S201 U A O N F O P S201 PV PAVING PLAN S202 TYPICAL GIRT FRAMING PLAN S203 ROOF FRAMING PLAN S301 BRACED FRAME ELEVATIONS S302 BRACED FRAME DETAILS S303 BRACED FRAME DETAILS S401 TYPICAL FOUNDATION DETAILS S402 TYPICAL FOUNDATION DETAILS S4 PICAL ST EL DET S S404 TYPICA STE L TAILS S 0 US L ATION S502 TYPICAL TRUSS DETAILS S503 TYPICAL TRUSS DETAILS S504 TYPICAL TRUSS DETAILS S511 SECTIONS AND DETAILS SECTIONS AND DETAILS S521 JOIST ELEVATIONS AND DETAILS S522 JOIST ELEVATIONS AND DETAILS DRAWING LIST This plan was reviewed for general conformance with the 1'c>0owim as am tided by the ,jurisdiction: *lKStructural Provisions of the international Building Corte ❑ Pion -structural Provisions of the Intermthmal Building Car% ❑ Other: The project applicant is responsible for eonfottnsubee with all applicable cc" conditions of approval. and permit rn quirctinents subject. to the requirefficats cad interpretations of the governing authority. This review does not relieve the Architect aml Etq inters of Record of the responsibility for a complete design in araxdum w4h ft kw- or W ,governing jurisdiction and the state of Washington. l Jurisdiction ,-rT`/ OF -rV gwL� III —III —III— EARTH EXISTING ELEMENTS caa RwDLETON, a �,i II GRAVEL MISCELLANOUS SYMBOLS 23 NOTES: 1. NOTATIONS: db: NOMINAL BAR DIAMETER (INCHES) Ld: TENSION DEVELOPMENT LENGTH (INCHES) FOR REINFORCEMENT SATISFYING THE FOLLOWING REQUIREMENTS: SLABS AND WALLS: CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > db BEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCRETE CLEAR COVER > db Lt: DEVELOPMENT LENGTH OF BARS IN THICK CONCRETE =1.3 X Ld (INCHES) Lb: DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION =19 X db (INCHES) La TIED COLUMN LAP SPLICE IN COMPRESSION = 30 X db (INCHES) Lcs: SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 X db (INCHES) Lsb: TYPICAL LAP SPLICE LENGTH =1.3 X Ld (INCHES) Lsbt: LAP SPLICE LENGTH OF HORIZONTAL BARS IN THICK CONCRETE =1.69 X Ld (INCHES) 2. MULTIPLY VALUES IN THE TABLE BY 1.5 IF CLEAR SPACING OR CONCRETE COVER DO NOT MEET THE REQUIREMENTS FOR Ld IN NOTE 1. 3. "HORIZONTAL BARS IN THICK CONCRETE" REFERS TO BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE CAST BELOW. THIS INCLUDES BEAMS, SLABS, FOUNDATIONS, AND WALLS. RE\PIE ED FOR CODE COMPLIANCE APPROVED APR 16 2015 City of Tukwila BUILDING DIVISION f c = 4,000 PSI BAR Ld Lt Lsb Lsbt SIZE #3 15 20 20 26 #4 19 25 25 33 #5 24 32 32 42 #6 29 38 38 50 #7 42 55 55 72 #8 48 63 63 82 #9 54 71 71 93 #10 61 80 80 104 #11 67 88 88 115 #14 81 106 - - #18 108 141 - - 4. THE DEVELOPMENT AND SPLICE LENGTHS ARE BASED ON REINFORCEMENT STRENGTH FY = 60KSI. 00 5. #14 AND #18 BARS SHALL NOT BE LAP SPLICED. SEE "GENERAL NOTES." 6. MULTIPLY VALUES IN THE TABLE BY 1.3 FOR USE WITH LIGHTWEIGHT AGGREGATE CONCRETE. REINFORCING BAR DEVELOPMENT AND SPLICE LENGTH TABLES SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers �wra W111 3.2 Structural Permit Drawing Title ABBREVIATIONS, LEGENDS AND DRAWING LIST Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 03/20/2015 Il�IC iFWE I O�►� ��! 1 ` MAR 2 3 2015 l ------� MID 111DLETON INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No LV/ VV/ GENERAL ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE DRAWINGS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. BUILDING CODE ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. THE PUBLICATIONS LISTED BELOW ARE THE GOVERNING CODES AND STANDARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION. IN THE CASE OF CONFLICTING REQUIREMENTS, THE BUILDING CODE SHALL GOVERN. APPLICABLE CODES AND STANDARDS BUILDING CODE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION (INCLUDING THE CITY OF TUKWILA BUILDING CODE AMENDMENTS) ACI 318 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," 2011 EDITION ACI 530 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES," 2011 EDITION RCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS, "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS," 2009 EDITION AISC 341 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS," 2010 EDITION AISC 360 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," 2010 EDITION AISI S100 AMERICAN IRON AND STEEL INSTITUTE, "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS," 2007 EDITION, INCLUDING SUPPLEMENT NO. 1, DATED 2010 ASCE 7 AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES," 2010 EDITION ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM INTERNATIONAL) AWS A2.4 AMERICAN WELDING SOCIETY, "STANDARD SYMBOLS FOR WELDING, BRAZING, AND NONDESTRUCTIVE EVALUATION," 2007 EDITION AWS D1.1 AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - STEEL," 2010 EDITION AWS D1.3 AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - SHEET STEEL," 2008 EDITION AWS D1.4 AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - REINFORCING STEEL," 2007 EDITION AWS D1.8 AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT," 2009 EDITION ICC INTERNATIONAL CODE COUNCIL, INTERNATIONAL CODE COUNCIL - EVALUATION SERVICES (ICC-ES) CONCRETE CONCRETE MIXING, BATCHING, TRANSPORTING, PLACING, AND CURING OF ALL CONCRETE, AND SELECTION OF CONCRETE MATERIALS, SHALL CONFORM TO ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE," EXCEPT AS NOTED BELOW. PROPORTIONS OF AGGREGATE TO CEMENTITIOUS PASTE SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX THAT CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE ARCHITECT AND APPROVED PRIOR TO USE. SELECTION OF CONCRETE MIX PROPORTIONS SHALL BE IN ACCORDANCE WITH ACI 301. MIX PROPORTIONS SHALL MEET OR EXCEED THE REQUIREMENTS LISTED BELOW FOR THE LOCATIONS NOTED. THE MORE STRINGENT OF THE REQUIREMENTS LISTED SHALL GOVERN. MAXIMUM FLY ASH AS A PERCENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS MATERIAL SHALL BE 30 PERCENT. FLY ASH SHALL BE CLASS F, MEETING ASTM C618 REQUIREMENTS. WATER/CEMENT RATIO SHALL BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING FLY ASH AND OTHER POZZOLANIC MATERIALS. MAXIMUM SIZE OF AGGREGATE SHALL BE AS LISTED BELOW. ALL CONCRETE USED IN HORIZONTAL SURFACES EXPOSED TO THE WEATHER SHALL CONTAIN AN ACCEPTABLE ADMIXTURE TO PRODUCE AIR -ENTRAINED CONCRETE WITH TOTAL AIR CONTENT AS NOTED IN THE CONCRETE MIX SPECIFICATION TABLE. TOLERANCE FOR AIR CONTENT SHALL BE +/-1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. TESTS FOR AIR CONTENT SHALL MEET ASTM C172 REQUIREMENTS. THE CONTRACTOR SHALL DETERMINE SLUMP. EACH CONCRETE MIX SUBMITTED SHALL HAVE THE SLUMP SPECIFIED. SLUMP SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, SLUMP SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. SLUMPS SHALL BE WITHIN +1 INCH AND -2 INCHES OF THE SPECIFIED SLUMP. THE USE OF SUPER PLASTICIZERS AND WATER REDUCERS IS ALLOWED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL BE CHLORIDE FREE UNLESS OTHERWISE APPROVED BY THE ENGINEER. /- CONCRETE MIX SPECIFICATION TABLE fc TEST MAX MAX AIR MIN AGE W/C AGGREGATE CONTENTFEXPOSURELOCATION PSI D( AYS) RATIO SIZE PERCENTMISCELLANEOUS 3,000 28 0.50 1"4.5 CONCRETE, CURBS, SIDEWALKS EXTERIOR EXPO 4,000 28 0.45 1" 4.5 F1 S1 PO C1 SLABS ON GRA *� GRADE BEAMS, 4,000 28 0.44 1" 2& - F1 S1 PO C1 PI PS *SLAB ON GRADE PER S201PV REQUIRED TO HAVE 65OPSI FLEXURAL STRENGTH SSIVE CRET CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL THREE DIMENSIONS EXCEEDS 4'-O" SHALL BE CONSIDERED "MASSIVE CONCRETE" AND SHALL BE SUBJECT TO THE APPLICABLE REQUIREMENTS OF ACI 301, CHAPTER 8. ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED, USE MODERATE OR LOW HEAT OF HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, OR PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GOUND-GRANULATED BLAST -FURNACE SLAG. ADDITIVES CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH -RANGE WATER REDUCING, OR RETARDING PLASTICIZING ADMIXTURE SHALL BE USED. THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER ASTM C94. THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT OR BE LESS THAN 35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING SHALL NOT EXCEED 160 DEGREES FAHRENHEIT. CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI 306.1 FOR HOT - WEATHER AND COLD -WEATHER CONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY SHALL NOT INCREASE THE WATER -CEMENT RATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20 DEGREES FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER PLACEMENT. SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND TEST RESULTS INCLUDING HEAT OF HYDRATION TEST DATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASSIVE CONCRETE. REINFORCING STEEL ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. BARS SHALL BE SECURELY TIED IN PLACE WITH #16 GAGE MINIMUM ANNEALED BLACK WIRE. BARS SHALL BE SUPPORTED ON CHAIRS IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT." THE CONTRACTOR SHALL COORDINATE REINFORCING STEEL PLACEMENT DETAILS AND PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTED AREAS AS NECESSARY. SHOP DRAWINGS (INCLUDING PLACING PLANS AND ELEVATIONS) SHALL BE SUBMITTED TO, AND REVIEWED BY, THE ARCHITECT/ENGINEER BEFORE STARTING FABRICATION. REINFORCING BARS SHALL BE LAP SPLICED FOR TENSION (LSB) UNLESS NOTED OTHERWISE ON THE DRAWINGS. #14 AND #18 BARS SHALL BE SPLICED USING MECHANICAL COUPLINGS INCLUDING SPLICES WITH SMALLER BARS. #14 AND #18 BARS SHALL NOT BE LAP SPLICED. AT THE CONTRACTOR'S OPTION, MECHANICAL COUPLINGS MAY BE USED FOR ANY BAR SIZE, PROVIDED A CURRENT ICC-ES REPORT DEMONSTRATES THAT THE PRODUCT CAN ACHIEVE A MINIMUM TENSILE STRENGTH OF 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE BAR. NO REINFORCING BARS SHALL BE SPLICED BY WELDING. FOR REINFORCING WITHIN SHEAR WALLS OR MOMENT FRAMES, AND REINFORCING THAT CONNECTS THE SLABS TO THE SHEAR WALLS OR MOMENT FRAMES, MECHANICAL SPLICES MAY BE USED IF THE MECHANICAL SPLICE STRENGTH IS INCREASED TO DEVELOP 100 PERCENT OF THE SPECIFIED TENSILE STRENGTH OF THE SPLICED BAR. SPLICE DEVICES SHALL HAVE A CURRENT ICC-ES REPORT THAT SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. HEADED BARS OR TERMINATORS SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS OR AT THE CONTRACTOR'S OPTION FOR CONGESTED AREAS OF REINFORCEMENT ANCHORAGE SUBJECT TO THE ENGINEER'S APPROVAL. HEADED BARS OR TERMINATORS SHALL ME HERE EMEN F ACI ND A A970, HAVE RREN C-ES R RT. CONTRACTOR TO SUBMIT TEST REPORTS OF MATERIAL PROPERTIES SHOWING COMPLIANCE WITH AWS D1.4 FOR WELDABI ITY OF R INFORCEMENT OTHER THAN A TM A706. WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC, IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS USING E9018 OR APPROVED ELECTRODES. WELDING PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.4. MINIMUM CAST -IN -PLACE CONCRETE COVER OVER REINFORCING STEEL, UNLESS NOTED OTHERWISE, SHALL BE AS FOLLOWS: 1. CONCRETE CAST AGAINST EARTH: ALL BAR SIZES: 3 INCHES 2. CONCRETE EXPOSED TO EARTH OR WEATHER: #6 BAR OR LARGER: 2 INCHES #5 BAR OR SMALLER: 1 1/2 INCHES 3. OTHER CONCRETE: SLABS: #14 AND #18 BARS: 1-1/2 INCHES #11 BARS AND SMALLER: TOP BARS: 3/4 INCH BOTTOM BARS: 1 INCH WALLS: #14 AND #18 BARS: 1-1/2 INCHES #11 BARS AND SMALLER: 1 INCH SPECIFIED CONCRETE COVER SHALL BE MAINTAINED TO ALL REINFORCEMENT AT CONCRETE REVEALS AND INSETS. SHOP DRAWINGS SHOWING CONCRETE REVEALS AND OTHER INSETS SHALL BE SUBMITTED FOR REVIEW. SPECIAL DUCTILE QUALITY REINFORCING STEEL VERTICAL REINFORCING IN COLUMNS AND SHEAR WALLS, LONGITUDINAL AND DIAGONAL REINFORCING IN COUPLING BEAMS, AND ALL OTHER REINFORCING MARKED "SDQ" SHALL BE LOW -ALLOY STEEL DEFORMED ASTM A706. BILLET STEEL ASTM A615, GRADE 60 REINFORCEMENT MAY BE USED IN THESE MEMBERS IF (1) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI AND (2) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRENGTH TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILL REPORTS ARE NOT AVAILABLE, THE REINFORCING SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR'S EXPENSE. WELDED WIRE REINFORCEMENT WELDED WIRE REINFORCEMENT (WWR) SHALL BE ELECTRICALLY WELDED AND CONFORM TO ASTM A185. LAP EDGES AND ENDS OF FABRIC A MINIMUM OF ONE MESH SPACING PLUS 2 INCHES, BUT NOT LESS THAN 6 INCHES, WELDED WIRE REINFORCEMENT SHALL BE SUPPORTED ON CHAIRS IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. CONSTRUCTION JOINTS ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE KEYED IN ACCORDANCE WITH THE TYPICAL DETAILS OR, AT THE CONTRACTOR'S OPTION, SHALL BE INTENTIONALLY ROUGHENED IN ACCORDANCE WITH THE FOLLOWING: THE SURFACE OF ROUGHENED JOINTS SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE THE AGGREGATE EMBEDDED IN THE PREVIOUS POUR. THE EXPOSED AGGREGATE SHALL PROTRUDE A MINIMUM OF 1/4 INCH. ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED AND LAITANCE REMOVED. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER REMOVED. VERTICAL CONSTRUCTION JOINTS IN WALLS SHALL BE HELD TO A MAXIMUM SPACING OF 40'-0". ALL CONSTRUCTION JOINTS FOR BEAMS AND SLABS SHALL BE IN ACCORDANCE WITH THE TYPICAL DETAILS. BEAMS AND SLABS HAVE BEEN DESIGNED ASSUMING ANY CONSTRUCTION JOINTS ARE LOCATED IN THE MIDDLE THIRD OF THE SPAN. ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE STARTING CONSTRUCTION. PROVIDE JOINTS AT LOCATIONS SPECIFICALLY NOTED ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SLEEVES EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE FOOTINGS, BEAMS, OR GIRDERS SHALL BE SLEEVED FOR PIPING OR DUCTS, UNLESS APPROVED BY THE ENGINEER. ANCHORAGE TO HARDENED CONCRETE ANCHORAGE TO HARDENED CONCRETE SHALL INCLUDE MECHANICAL AND ADHESIVE ANCHORS OF SIZE, NUMBER, AND SPACING AS SHOWN ON THE DRAWINGS. HOLES SHALL BE DRILLED AND CLEANED AND ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AND AN APPROVED ICC-ES REPORT. INSPECTION AND TESTING SHALL BE PROVIDED IN ACCORDANCE WITH THE GENERAL NOTES AND THE APPROVED ICC-ES REPORT. WHERE THE ANCHOR TYPE IS SPECIFIED ON THE DRAWINGS, SUBSTITUTION FOR A DIFFERENT TYPE OF ANCHORAGE (INCLUDING SUBSTITUTING FOR CAST -IN -PLACE ANCHORAGE) SHALL NOT BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. ACCEPTABLE ANCHORS SHALL HAVE A CURRENT ICC-ES OR IAPMO-ES REPORT INDICATING THAT THE ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED OTHERWISE, ANCHORS SHALL BE ASTM A36 THREADED ROD OR ASTM A615, GRADE 60 REINFORCING STEEL DOWELS. UNLESS NOTED OTHERWISE ON THE DRAWINGS, MINIMUM EFFECTIVE ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE NEAREST CONCRETE EDGE SHALL BE 12 ANCHOR DIAMETERS, AND MINIMUM ANCHOR SPACING SHALL BE 8 ANCHOR DIAMETERS. STAINLESS STEEL ANCHORS SHALL BE USED AT ALL EXTERIOR LOCATIONS AND WHERE SPECIFICALLY INDICATED ON THE DRAWINGS. NO STEEL REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON -SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. HOLES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE WITH A ROUGH INSIDE SURFACE. CORE DRILLING HOLES IS NOT PERMITTED. THE ADHESIVE SHALL BE MIXED, APPLIED, AND CURED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS IN THE ICC-ES REPORT. ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE AND AIR TEMPERATURES ABOVE 50 DEGREES FAHRENHEIT. ADHESIVE SHALL BE APPLIED ONLY TO CLEAN, DRY CONCRETE. POSITIVE PROTECTION SHALL BE PROVIDED SO THAT ANCHORS ARE NOT DISTURBED DURING THE CURING PERIOD. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON -SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. NONSHRINK GROUT FOR BASE PLATES. SLEEVES. AND EMBEDDED STEEL GROUT SHALL BE AN APPROVED NONSHRINK CEMENTITIOUS GROUT CONTAINING NATURAL AGGREGATES DELIVERED TO THE JOB SITE IN FACTORY PREPACKAGED CONTAINERS REQUIRING ONLY THE ADDITION OF WATER. THE MINIMUM 28-DAY COMPRESSIVE STRENGTH SHALL BE AT LEAST 1,000 PSI HIGHER THAN THE SUPPORTING CONCRETE STRENGTH, UNLESS NOTED OTHERWISE. GROUT SHALL BE MIXED, APPLIED, AND CURED STRICTLY IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS. FOR GROUTING UNDER BASE PLATES, GROUT SHALL BE PROPORTIONED AS A FLOWABLE MIX. WHEN A FLOWABLE MIX DOES NOT PROVIDE THE REQUIRED STRENGTH OR WHEN A MINIMUM STRENGTH OF 10,000 PSI IS REQUIRED, AN EPDXY GROUT SHALL BE USED. EMBEDDED ELECTRICAL CONDUIT ELECTRICAL CONDUIT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC CONDUIT. ALUMINUM CONDUIT IS PROHIBITED. FOR CONDUIT PLACED IN CONCRETE FLAT SLABS OR SLABS THAT ARE PART OF A CONCRETE SLAB AND BEAM SYSTEM, CONDUIT SHALL HAVE A MAXIMUM OUTSIDE DIAMETER OF 1/6 TIMES THE SLAB THICKNESS AND SHALL BE EMBEDDED WITHIN THE MIDDLE THIRD OF THE SLAB DEPTH. MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE THREE TIMES THE CONDUIT DIAMETER. POLYSTYRENE/RIGID INSULATION FOR BUILT-UP SLABS POLYSTYRENE OR RIGID INSULATION PLACED BELOW CONCRETE SLABS SHALL CONSIST OF RIGID CELLULAR POLYSTYRENE CONFORMING TO ASTM D6817. POLYSTYRENE SHALL HAVE A MINIMUM COMPRESSIVE RESISTANCE OF 3.6 PSI AT 1 PERCENT DEFORMATION UNLESS NOTED OTHERWISE. SECURE POLYSTYRENE IN PLACE PER THE MANUFACTURER'S RECOMMENDATIONS. THE BLOCKS OF POLYSTYRENE SHALL BE PLACED TO OFFSET JOINTS 24 INCHES BETWEEN THE ADJACENT LAYERS. AT THE CONTRACTOR'S OPTION, IN LIEU OF POLYSTYRENE CONFORMING TO ASTM D6817, PROVIDE POLYSTYRENE CONFORMING TO ASTM C578 TYPE XIV RATED FOR 40 PSI COMPRESSIVE RESISTANCE AT 10 PERCENT DEFORMATION WITH A MINIMUM THICKNESS OF 2 INCHES PER LAYER. STEEL STRUCTURAL STEEL ALL STEEL SHALL CONFORM TO THE FOLLOWING: W-SHAPES ASTM A992, Fy=50 KSI ASTM A913, Fy=50 KSI ALL ANGLES AND CHANNELS ASTM A36, Fy=36 KSI UNLESS NOTED OTHERWISE SQUARE OR RECTANGULAR ASTM A500, GRADE B, STRUCTURAL TUBE (HSS) Fy=46 KSI ROUND STRUCTURAL TUBE (HSS) ASTM A500, GRADE B, Fy=42 KSI STEEL PIPE DIAMETER LESS ASTM A53, TYPE E OR S, THAN OR EQUAL TO 12 INCHES GRADE B, Fy=35 KSI STEEL PILES ASTM A252, GRADE 3, Fy=45 KSI MATERIAL CALLED OUT ON ASTM A36, Fy=36 KSI PLANS AS (A36) MATERIAL CALLED OUT ON ASTM A913, Fy=65 KSI PLANS AS (Fy=65 KSI) ALL OTHER STEEL UNLESS ASTM A572, Fy=50 KSI NOTED OTHERWISE ASTM A588, Fy=50 KSI GENERAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS UNLESS NOTED OTHERWISE. ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED BY THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. DIMENSIONAL TOLERANCE FOR BUILT-UP MEMBERS SHALL BE PER AWS D1.1. FOR ASTM A6 HOT -ROLLED SHAPES OR BUILT-UP SHAPES WITH A FLANGE THICKNESS OF 2 INCHES OR GREATER, CHARPY V-NOTCH TESTING SHALL BE PROVIDED IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S5 OR S30, AS APPLICABLE, WITH A MINIMUM VALUE OF 20 FOOT-POUNDS AT 70 DEGREES FAHRENHEIT. EXCEPTIONS SHOWN IN THE AISC SPECIFICATION SECTION A3.1 C MAY BE USED FOR MEMBERS THAT ARE NOT PART OF THE SEISMIC FORCE -RESISTING SYSTEM. IN ADDITION TO THE REQUIREMENTS OF AISC SPECIFICATIONS SECTION A3.1 C, HOT - ROLLED SHAPES THAT ARE PART OF THE SEISMIC FORCE -RESISTING SYSTEM WITH FLANGES OF 1 112 INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 70 DEGREES FAHRENHEIT TESTING IN THE ALTERNATE CORE LOCATIONS AS DESCRIBED IN ASTM A6 SUPPLEMENTARY REQUIREMENT S30. PLATES OF 2 INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH TO=LOCATIONSREQUIRING T El 1 N A B 3. THE TEST REPORTS FROM MANUFACTURER'S AND SUPPLIERS CONFIRMING COMPLIANCE WIT CHARPY V-NOTCH TESTING. 1 TH ISMIC-E. RCE- ST SISTING YSTEM SFRS) INCLUDES ALL RAL F ME CA U ELE NS A EM CAL OUT N CH. E CONTRAC OR TO S BMIT WEL ING PRO EDURE 0 SPECIFI ATIONS F R COMP IANCE OF CHARPY -NOTCH OUGHNE S. STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS AT THE MAXIMUM DECK SPAN LOCATION UNLESS NOTED OTHERWISE. MINIMUM CONNECTIONS SHALL BE A TWO -BOLT CONNECTION USING 7/8-INCH-DIAMETER A325 BOLTS IN SINGLE SHEAR. ALL HIGH -STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH THE RCSC. BOLTS IN CONNECTIONS OF BEAM-TO-BEAM/GIRDER MAY BE SNUG TIGHT, UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). ALL OTHER BOLTED CONNECTIONS SHALL SATISFY THE CRITERIA FOR SLIP -CRITICAL CONNECTIONS UNLESS NOTED OTHERWISE AS SNUG -TIGHT. WHERE CONNECTIONS ARE NOTED AS SNUG -TIGHT, THE CONTRACTOR MAY INSTALL PER THE CRITERIA FOR SNUG -TIGHT BOLTS. SLIP -CRITICAL CONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS. ALL ASTM A307 BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF OPTIONAL DETAILS SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO, ER ION AN ES, LIF OLES, OTHE IDS. 1 THE CONTRACTOR TO SUBMIT CERTIFICATES OF COMPLIANCE FROM THE FABRICATORS OF THE STRUCTURAL STEEL AT COMPLETION OF FABRICATION PER IBC 1704..5.2. - _ A ---A --A,:�A ---A ,-A ,-A ,-A ,-A ,-A __J STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BE DONE BY AWSMABO (WASHIN TON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. THE MINIMUM WELD SIZE SHALL BE 3/16 INCH. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDING PER AWS D1.1 SHALL BE USED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS, ALL PARTIAL JOINT PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS. ALL WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI). LOW HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN 4 HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS, OR SHALL BE REBAKED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REBAKED NO MORE THAN ONE TIME, AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1. ALL WELDING PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO ALL WELDERS AND THE SPECIAL INSPECTOR. ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL TO 1/4 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED. REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS. DEMAND -CRITICAL WELDS ARE LOCATED AS SHOWN IN THE DRAWINGS AND AT A MINIMUM SHALL BE USED FOR THE FOLLOWING CONNECTIONS: 1. COMPLETE JOINT PENETRATION WELDS AT COLUMN SPLICES AT BRACED AND MOMENT FRAMES. 2. COMPLETE JOINT PENETRATION WELDS AT COLUMN BASE PLATES AT BRACED AND MOMENT FRAMES. 1_____1 � I-----, � � 1_� ,/_� /---,\ /___\ 3. DEMAND CRITICAL WELDS SHALL BE MADE WITH FILLER MATERIAL PRODUCING WELDS WITH CLARPY V-NOTCH ` TO GHNESS ER SECT ON 1.4.1(5 AND 2.2. OF AWS 1.1-08. PROTECTED ZONES AND DIMENSIONS ARE AS NOTED ON THE DRAWINGS AND AT A MINIMUM SHALL BE PROVIDED FOR THE FOLLOWING SYSTEMS: 1. BUCKLING -RESTRAINED BRACED FRAMES. !r1kiW0 M zias]-Ili ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 2A THREADS, UNLESS NOTED OTHERWISE. FURNISH ANCHOR RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN CONCRETE. FURNISH HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR SECURING THE BASE PLATE TO THE ANCHOR RODS. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED. A RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE DOUBLE NUT, WITH ADEQUATE EXTENSION AS REQUIRED TO RECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR NUT INSTALLATION. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. LEVELING NUTS SHALL NOT BE USED EXCEPT AFTER EVALUATION BY THE CONTRACTOR'SERECTION ENGINEER. AFTER BASE INSTALLATION, ANCHOR ROD NUTS SHALL BE INSTALLED TO A SNUG -TIGHT CONDITION. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES IN THE BASE MATERIAL SHALL NOT BE ENLARGED BY BURNING. ANCHOR RODS SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A153, G-90, FURNISHED WITH MATCHING GALVANIZED HEAVY HEX NUTS AND LOCK WASHERS. SHEAR CONNECTOR STUDS ALL SHEAR CONNECTOR STUDS SHALL BE 314 INCH IN DIAMETER UNLESS NOTED OTHERWISE. ACCEPTABLE TYPES SHALL BE "TRU-WELD" (ICC-ES ER-3741) OR "NELSON" (ICC-ES ER-2614). SHEAR CONNECTOR STUDS SHALL BE AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT RECOMMENDED BY MANUFACTURER OF STUDS. STEEL STUD MATERIAL, WELDING, AND INSPECTION SHALL BE IN ACCORDANCE WITH AWS D1.1. SHEAR STUDS SHALL BE PLACED AT A MAXIMUM SPACING OF 2'-O" ON CENTER FOR ALL BEAMS SUPPORTING A STEEL DECK WITH CONCRETE FILL OR A CAST -IN -PLACE CONCRETE SLAB. THIS SPACING SHALL ALSO APPLY WHEN THE NUMBER OF STUDS IS NOT INDICATED ON THE PLANS. SEE "SHEAR STUD PLACEMENT" FOR LAYOUT CRITERIA. STEEL DECK SHOP DRAWINGS DETAILING THE SHEAR STUD PLACEMENT SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE INSTALLATION. THE STEEL DECK SHALL BE OF DEPTH AND GAGE SHOWN ON THE STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALT BE SUBMITTED SHOWING DECK DEPTH, GAGE, LAYOUT, CONNECTIONS, AND CLOSURES. STEEL DECK AND ALL OF ITS FLASHINGS SHALL CONFORM TO ASTM A653 AND SHALL HAVE CURRENT ICC ES REPORTS. THE STEEL DECK SHALL HAVE RECEIVED, BEFORE BEING FORMED, A METAL PROTECTIVE COATING OF ZINC CONFORMING TO � ASTM A653-G60. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3. UNITS SHALL SPAN OVER FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE THE FRAMING DOES NOT PERMIT. UNLESS NOTED OTHERWISE, NONCOMPOSITE UNITS SHALL BE CONNECTED AS FOLLOWS: 1 CONNECT DECK TO THE STEEL SUPPORTS AT THE ENDS OF THE UNITS AND AT INTERMEDIATE SUPPORTS BY A -� MINIMUM OF FOUR CONNECTIONS PER 3-0" OF WIDTH. WHERE TWO UNITS ABUT, EACH UNIT SHALL BE SO � FASTENED TO THE STEEL FRAMING. THE SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BETWEEN SUPPORT% BY CONNECTIONS AT A MAXIMUM SPACING OF 2-0" ON CENTER UNLESS NOTED OTHERWISE. DECK UNITS SHALL BE CONNECTED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES AT THE SAME SPACING AS THE SIDE LAP � CONNECTIONS. CONNECTIONS SHALL BE MADE WITH POWDER ACTUATED FASTENERS, OR PNEUMATIC PINS, SCREWS, OR MECHANICAL CRIMPING, AS SHOWN ON THE STRUCTURAL DRAWINGS. WHERE STEEL MEMBERS ARE PARALLEL TO THE DECK FLUTES AND AT THE SAME ELEVATION OF THE BOTTOM OF THE DECK, ADJUST DECK LAYOUT AND CONNECT DECK TO STEEL WITH SAME CONNECTION AS REQUIRED FOR SIDE STEEL DECK TYPES SHALL BE VERCO TYPE PLB-36, ASC TYPE DGB-36, OR APPROVED EQUAL. BUCKLING -RESTRAINED BRACED FRAMES THE CONTRACTOR SHALL DESIGN AND SUPPLY BUCKLING RESTRAINED BRACES (BRB) AND THEIR CONNECTIONS TO THE STRUCTURE AS INDICATED ON THE STRUCTURAL DOCUMENTS AND SPECIFICATIONS. BRB CORE AREAS, Asc (IN2) ARE INDICATED ON THE BRACED FRAME ELEVATIONS. ACCEPTABLE BRB MANUFACTURERS ARE COREBRACE, NIPPON STEEL CORPORATION, AND STAR SEISMIC. ALL WORK IN LATIONS STEEL ELEMENTS USED IN THE BRB SHALL MEET THE REQUIREMENTS OF THE GENERAL NOTES, DRAWINGS, AND SPECIFICATIONS. THE CORE AREA OF THE BRACE SHALL CONFORM TO ASTM A36, WITH A SPECIFIED YIELD STRESS OF 42 KSI WITH A TOLERANCE OF +/- 2 KSI. UNLESS NOTED OTHERWISE ON THE BRACED FRAME ELEVATIONS, THE AXIAL STIFFNESS ADJUSTMENT FACTOR OF THE BRACE SHALL BE BASED ON A LENGTH ESTABLISHED FROM THE CENTERS OF THE BRACE END CONNECTIONS (Lb): 1.4 TIMES THE STIFFNESS OF A STEEL PLATE MATCHING THE SPECIFIED CORE AREA, Asc, FOR Lb LESS THAN OR EQUAL TO 325 INCHES. ACCEPTABLE TOLERANCE IS +/-15%. 1.25 TIMES THE STIFFNESS OF A STEEL PLATE MATCHING THE SPECIFIED CORE AREA, Asc, FOR Lb GREATER THAN 325 INCHES. ACCEPTABLE TOLERANCE IS +/-10%. THE STRAIN HARDENING ADJUSTMENT FACTOR OF THE BRACE, "OMEGA", SHALL BE NO GREATER THAN 1.45, AND THE COMPRESSION STRENGTH ADJUSTMENT FACTOR, "BETA", SHALL BE NO GREATER THAN 1.05. ALL DESIGN AND TESTING OF THE BRACES AND CONNECTIONS SHALL BE IN CONFORMANCE WITH THE CURRENT EDITION OF THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (AISC 341), AS WELL AS THE APPLICABLE CODES AND STANDARDS IDENTIFIED IN THE STRUCTURAL GENERAL NOTES AND PROJECT SPE.GRCATIO.NS, THE CONTRACTOR TO SUBMIT CERTIFICATES OF COMPLIANCE FROM THE BRB FABRICATOR PER IBC 1704.2.5.2. ) CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE BUILDING CODE. ALL HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT. MINIMUM REQUIRED BLOCK COMPRESSIVE STRENGTH IS 1,900 PSI. ALL CELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLID WITH CONCRETE GROUT. GROUT MIX SHALL CONTAIN PORTLAND CEMENT ONLY, AGGREGATE, AND A GROUT -ENHANCING SHRINKAGE -COMPENSATING ADDITIVE. MAXIMUM SIZE OF AGGREGATE SHALL BE 3/8 INCH. SLUMP SHALL BE 8 TO 11 INCHES. WATER -REDUCING ADMIXTURES MAY BE USED. MINIMUM GROUT COMPRESSIVE STRENGTH BASED ON 28-DAY TESTS SHALL BE 2,000 PSI AND GREATER THAN OR EQUAL TO THE SPECIFIED MINIMUM DESIGN STRENGTH. GROUT SHALL BE VIBRATED WHILE PLACING TO ENSURE THAT CELLS ARE COMPLETELY FILLED. SUBMIT GROUT MIXES TO ARCHITECT FOR REVIEW BEFORE COMMENCING MASONRY CONSTRUCTION. ALL UNITS SHALL BE LAID IN RUNNING BOND USING TYPE S MORTAR WITH HEAD JOINTS. MASONRY MINIMUM DESIGN STRENGTH IS fm =1,500 PSI. REQUIRED MORTAR PROPORTIONS BY VOLUME . PORTLAND HYDRATED AGGREGATE MEASURED IN A TYPE CEMENT LIME DAMP, LOOSE CONDITION S 1 OVER 1/4 NOT LESS THAN 21/4 AND TO 1/2 NOT MORE THAN 3 TIMES THE SUM OF THE VOLUMES OF THE CEMENT STRUCTURAL DESIGN DATA LOAD COMBINATIONS: LOAD COMBINATIONS ARE IN ACCORDANCE WITH SECTION 1605 OF THE BUILDING CODE. LIVE LOADS: LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS. SNOW LOADS: SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1608). GROUND SNOW LOAD: Pg = 20 PSF IMPORTANCE FACTOR: Is =1.1 SNOW EXPOSURE OR: Ce = 0.9 THERMAL FACTOR: Phase 1: Ct =1.2 Phase 2: Ct =1.0 FLAT -ROOF SNOW LOAD: Pf = 25 PSF WIND LOADS: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1609). BASIC WIND SPEED (3-SECOND GUST): Vult =115 MPH RISK CATEGORY: III EXPOSURE CATEGORY: B INTERNAL PRESSURE COEFFICIENT: Phase 1: GCpi = 0.00 Phase 2: GCpi = 0.18 SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. BUILDING LOCATION: LATITUDE: 47.521N LONGITUDE: 122.3011W RISK CATEGORY: III IMPORTANCE FACTOR: le =1.25 MAPPED SPECTRAL ACCELERATION PARAMETERS: Ss =1.52, S1 = 0.52 SITE CLASS: F SITE COEFFICIENTS: Fa = 0.90, Fv = 2.40 SPECTRAL RESPONSE COEFFICIENTS: Sds = 0.91, Shc = 0.84 SEISMIC DESIGN CATEGORY: D LATERAL SYSTEM: BUCKLING RESTRAINED BRACES (BRB) RESPONSE MODIFICATION COEFFICIENT: R = 8 SEISMIC RESPONSE COEFFICIENT: NORTH -SOUTH: Cs = 0.143 EAST -WEST: Cs = 0.143 DESIGN BASE SHEAR: NORTH -SOUTH: V = 972 KIPS EAST -WEST: V = 972 KIPS ANALYSIS PROCEDURE USED: MODAL ANALYSIS LOAD PATH FOR LATERAL FORCES: LATERAL FORCES ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE BRACED FRAMES. MOMENTS, SHEARS, AND ROTATIONAL FORCES ARE DELIVERED TO THE FOUNDATION BY THE BRACED FRAMES IN PROPORTION TO THEIR ABILITY TO RESIST LATERAL DEFORMATION. FOUNDATIONS THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL ENGINEERING DESIGN REPORT ENTITLED "GEOTECHNICAL ENGINEERING SERVICES, MUSEUM OF FLIGHT COVERED AIRPARK, TUKWILA, WASHINGTON FOR MUSEUM OF FLIGHT" DATED NOVEMBER 17, 2014, PREPARED BY GEOENGINEERS. REFER TO THIS REPORT FOR ALL GEOTECHNICAL REQUIREMENTS AND ANTICIPATED CONDITIONS BELOW GRADE. PILING: ALL PILES SHALL BE STEEL CONFORMING TO ASTM A252, GRADE 3, WITH SIZE 0 N HE DRAWINGS. DESIGN LOAD ON EACH PILE EQUALS 225 KIPS. PILES SHALL BE DRIVEN TO REFUSAL I DENS SAND ITH THE HAMMER RATING TO DELIVER NOT LESS THAN 75,000 FOOT—POUNDS OF ENERGY PER BLOW. 1 PILE DRIVING SHALL BE MONITORED BY A QUALIFIED GEOTECHNICAL ENGINEER. THE DRIVING CRITERIA MAY BE MODIFIED TO SUIT THE SITE CONDITIONS ENCOUNTERED WHEN APPROVED BY THE ARCHITECT. OPTIONAL PILES OTHER THAN THOSE INDICATED ON THE DRAWINGS MAY BE PROVIDED. OPTIONAL PILES MUST BE SUPPORTED ON THE SAME SOIL STRATA AS THE PILES SHOWN ON THE DRAWINGS. IF THESE OPTIONAL PILES HAVE A LOWER CAPACITY THAN THOSE SHOWN ON THE DRAWINGS, THE MODIFICATION TO THE PILE CAPS MUST ALSO BE PRESENTED. A 2—WEEK MINIMUM TIME ALLOWANCE MUST BE MADE FOR THE ENGINEER TO REVIEW ALL OPTIONAL PILE AND PILE -CAP DESIGN. STRUCTURAL FILL ALL FILL PLACED TO SUPPORT SLABS ON GRADE, BEHIND PERMANENT WALLS, AND AROUND ALL DRAINS SHALL CONSIST OF WELL GRADED, GRANULAR MATERIAL PER THE SPECIFICATIONS. SOILS FOR STRUCTURAL FILL SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER. STRUCTURAL FILL SHALL BE PLACED ON SOUND NATIVE MATERIAL. PROOF -ROLL CUT AREAS WHICH PROVIDE SUPPORT FOR PERMANENT STRUCTURES. AREAS WHICH ARE EXCESSIVELY YIELDING, AS DETERMINED BY THE CONTINUOUS OBSERVATION OF THE GEOTECHNICAL ENGINEER, SHALL BE OVEREXCAVATED AND REPLACED WITH STRUCTURAL FILL. STRUCTURAL FILL SHALL BE PLACED PER THE SPECIFICATION. MISCELLANEOUS COLUMN SHORTENING AND BEAM DEFLECTION COLUMN SHORTENING WILL OCCUR DUE TO THE WEIGHT OF THE CONSTRUCTION ABOVE. THIS SHORTENING WILL CONTINUE UNTIL ALL OF THE DEAD LOAD IS ON THE STRUCTURE, INCLUDING THE CLADDING. THE COLUMNS SHALL BE FABRICATED LONGER THAN THE FINAL LENGTHS SHOWN IN THE CONSTRUCTION DOCUMENTS TO COMPENSATE FOR THIS SHORTENING. IN ADDITION, THE CONTRACTOR SHALL SUPPLY SHIMMING OR MILLING AS REQUIRED DUE TO NORMAL CONSTRUCTION TOLERANCES AND ERECTION PROCEDURES. DIFFERENTIAL COLUMN SHORTENING OCCURS WHEN COLUMNS STOP AT DIFFERENT LEVELS OR ARE SUBJECT TO TRANSFER BEAM DEFLECTION. FLOOR BEAMS, ESPECIALLY EDGE BEAMS, TRANSFER GIRDERS, AND CANTILEVERS WILL CONTINUE TO DEFLECT WHEN ADDITIONAL LOAD IS APPLIED. THESE MEMBERS HAVE BEEN CAMBERED TO COMPENSATE FOR THE THEORETICAL DEFLECTION. HOWEVER, THIS MAY NOT OCCUR UNTIL ALL THE DEAD LOAD IS APPLIED TO THE MEMBER. THE CONTRACTOR SHALL COORDINATE THE ATTACHMENT OF ANY ITEMS TO MEMBERS WHICH WILL CONTINUE TO SHORTEN OR DEFLECT DUE TO LATER STAGES OF CONSTRUCTION. TRUSS CAMBERS ARE BASED ON THE COMPLETED TRUSS ASSEMBLY PRIOR TO LOADING. EXTERIOR CLADDING THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE CLADDING SYSTEMS, INCLUDING THEIR STRUCTURAL INTEGRITY, WATERPROOFING SYSTEMS, AND CONNECTION TO THE PRIMARY STRUCTURE. STRUCTURAL ELEMENTS AT THE BUILDING PERIMETER HAVE BEEN DESIGNED FOR THE VERTICAL LOADS SHOWN ON THE LOAD MAPS. CLADDING ATTACHMENTS SHALL NOT APPLY MOMENTS TO SLAB EDGES OR LATERAL LOADS TO STEEL BEAMS OR INTRODUCE TORSIONAL LOADS INTO STEEL BEAMS OR COLUMNS. BRACES, ADDED REINFORCING, AND/OR TIES SHALL BE DESIGNED AND SUPPLIED BY THE CONTRACTOR FOR LOAD ECCENTRICITIES AND LATERAL LOADS. THE CONTRACTOR SHALL SUPPLY ALL CONNECTION MATERIAL, BRACES, ETC. THE CLADDING SHALL ACCOMMODATE LATERAL MOVEMENTS BETWEEN SLAB ON GRADE AND ROOF AS FOLLOWS: STORY DRIFT FOR WHICH STORY DRIFT FOR WHICH CLADDING MUST REMAIN CLADDING ELEMENTS MUST NOT PARALLEL OR PERPENDICULAR GRIDLINE UNDAMAGED (INCHES) FALL FROM BUILDING (INCHES) TO WALL A 5 7 PARALLEL A 12 18 PERPENDICULAR 1 Q 7 11 PARALLEL Q 12 18 PERPENDICULAR 1 & 21 11 16 PARALLEL 1 & 21 9 13 PERPENDICULAR MISCELLANEOUS METALS THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS THAT ARE INDICATED IN THE ARCHITECTURAL DRAWINGS OR THOSE METALS WHICH ARE FOUND TO BE NECESSARY TO SUPPORT THE ARCHITECTURAL FINISHES OR OTHER BUILDING SYSTEMS. ALL FRAMING AND CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT RESULT IN ECCENTRIC LOADS BEING APPLIED TO THE PRIMARY STRUCTURE NOR LATERAL LOADS BEING APPLIED TO THE BOTTOM FLANGE OF STEEL BEAMS. THE CONTRACTOR'S DESIGN SHALL VERIFY THAT THE CONNECTIONS DO NOT RESULT IN ADVERSE LOCAL CONNECTION STRESSES OCCURRING WITHIN THE PRIMARY STRUCTURE. SUBMIT CALCULATIONS STAMPED BY A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED AND SHOP DRAWINGS INDICATING IMPOSED LOADS ON THE PRIMARY STRUCTURE. MECHANICAUELECTRICAL/PLUMBING SYSTEM SUPPORTS THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS AND SYSTEM SUPPORT COMPONENTS THAT ARE NECESSARY TO SUPPORT ALL MECHANICAL, ELECTRICAL (TELECON, AUDIO VISUAL, ETC), AND PLUMBING/FIRE-PROTECTION SYSTEMS. SUCH METALS AND SUPPORT COMPONENTS AND THEIR CONNECTIONS SHALL BE PROVIDED AS NECESSARY TO DIRECTLY AND CONCENTRICALLY IMPOSE LOADS ON THE PRIMARY STRUCTURE. STEEL ROOF DECK SHALL NOT DIRECTLY SUPPORT THESE SYSTEMS. THE CONNECTIONS TO THE PRIMARY STRUCTURE ARE SUBJECT TO THE REQUIREMENTS OF THE MISCELLANEOUS METALS SECTION ABOVE. BUILDING TOLERANCES STANDARD TOLERANCE D ON THE F S SHALL BE BASE REQUIREMENTS OF THE AISC CODE 0 STANDARD PRACTICE AND ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS. SEQUENCING CONSTRUCTION AND LATERAL STABILITY THE STRUCTURAL COMPONENTS BY THEMSELVES ARE A NON -SELF-SUPPORTING STRUCTURE. LATERAL FORCES DUE TO WIND, EARTHQUAKE, OR SOIL ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE LATERAL SYSTEM. CERTAIN ELEMENTS SHOWN ON THE STRUCTURAL DRAWINGS ARE REQUIRED FOR OVERALL OR LOCAL STABILITY OF OTHER ELEMENTS. IF, DUE TO SEQUENCING OF CONSTRUCTION, THESE STABILITY ELEMENTS ARE NOT IN PLACE, THE CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE TEMPORARY SHORING/BRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING. THE CONTRACTOR SHALL PROVIDE THIS SHORING/BRACING UNTIL THE REQUIRED STRUCTURAL ELEMENTS AND THEIR CONNECTIONS HAVE BEEN INSTALLED AND REACH THEIR FINAL DESIGN STRENGTHS. EWHWIE 0 APR ' � 2015 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED APR 16 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENCIC ASSOCIATES Structural + Civil Engineers II TM ' :,., -! I - , " 11 - rk"l-,_ "I S. B� -O o 32 o , ww �O R L E'C` 1� IONAL ��� 3.2o .0 Structural Permit Drawing Title GENERAL NOTES Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 1 Permit Responses 03/Z0!2017 _ Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No r r 11 .4 DEFERRED STRUCTURAL SUBMITTALS SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR -DESIGNED COMPONENTS PER THE STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. THE CONTRACTOR WILL BE REQUIRED TO SUBMIT THE STAMPED COMPONENT SYSTI DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT, WHO SHALL REVIEW THEM FOR GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE CONTRACTOR SHALL SUBMIT THESE REVIEWED DEFERRED SUBMITTAL DOCUMENTS TO THE BUILDING OFFICIAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. THE FOLLOWING LIST INCLUDES THE ITEMS THAT ARE DEFINED AS DEFERRED STRUCTURAL SUBMITTAL COMPONENTS. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND CIVIL DRAWINGS FOR ADDITIONAL DEFERRED SUBMITTAL COMPONENTS, DEFERRED STRUCTURAL SUBMITTAL COMPONENTS: BUCKL NG REST INED B CES MISCELLANEOUS REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, ELEVATOR, OR OTHER SPECIALTY ENGINEERING DRAWINGS FOR DIMENSIONS NOT SHOWN, INCLUDING BUT NOT LIMITED TO: SIZE AND LOCATION OF CURBS, EQUIPMENT HOUSEKEEPING PADS, WALL AND FLOOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, SUMPS, DRAINS, ANCHOR BOLTS, EMBEDDED ITEMS, ARCHITECTURAL TREATMENT, ETC. THE CONTRACTOR SHALL VERIFY DIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO CONSTRUCTION. WHERE SECTIONS ARE INDICATED ON THE PLAN BY A NUMBER AND A DRAWING NUMBER THUS,1/S501, THE INDICATED SECTION (MS SHOWN -ON STRU-CTURALDRAWINGg01. SPECIAL INSPECTION THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION AND TESTING PER IBC SECTIONS 1704, 1706,1707, AND 1708. THIS WORK SHALL BE PERFORMED BY A SPECIAL INSPECTOR CERTIFIED BY THE CITY OF TUKWILA TO PERFORM THE TYPES OF INSPECTIONS AND TESTS SPECIFIED. THE FREQUENCY OF INSPECTIONS AND TESTING SHALL BE AS OUTLINED BELOW. DEFICIENCIES SHALL BE REPORTED DAILY TO THE CONTRACTOR, SUMMARY REPORTS SHALL BE DISTRIBUTED WEEKLY TO THE OWNER, ARCHITECT, CONTRACTOR, BUILDING OFFICIAL, AND STRUCTURAL ENGINEER. SEE THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTION AND TESTING. SPECIAL INSPECTION CONCRETE THAT IS PART OF THE STRUCTURE, INCLUDING CONCRETE CAST ON STEEL DECK AND SHOTCRETE. VERIFICATION/INSPECTION/TESTING FREQUENCY REFERENCE 0. CERTIFIED MILL TEST REPORTS FOR SUBMITTAL ACI 318: EACH SHIPMENT OF REINFORCING STEEL 21.1.5.2; IN BOUNDARY ELEMENTS OF SPECIAL IBC:1708.2 REINFORCED CONCRETE SHEAR WALLS AND IN SPECIAL REINFORCED CONCRETE MOMENT FRAMES. 1. INSPECTION OF REINFORCING STEEL, PERIODIC ACI 318: 3.5, INCLUDING PRESTRESSING TENDONS, 7.1-7.7; AND PLACEMENT. IBC: 1910.4 2. INSPECTION OF REINFORCING STEEL WELDING AND MECHANICAL SPLICING: A. VERIFICATION OF WELDABILITY PERIODIC AWS D1.4; OF REINFORCING STEEL OTHER ACI 318: 3.5.2 THAN ASTM A706. B. WELDING OF REINFORCING STEEL- CONTINUOUS AWS D1.4; RESISTING FLEXURAL AND AXIAL ACI 318: 3.5.2 FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. C. WELDING OF SHEAR CONTINUOUS AWS D1.4; REINFORCEMENT. ACI 318: 3.5.2 D. WELDING OF OTHER REINFORCING PERIODIC AWS D1.4; STEEL. ACI 318: 3.5.2 E. MECHANICAL SPLICING IN CONTINUOUS - ACCORDANCE WITH A CURRENT ICC-ES EVALUATION REPORT. 3. INSPECT BOLTS AND HEADED STUDS CONTINUOUS ACI 318: 8.1.3, (EXCEPT AT BEAM -TO -DECK 21.2.8 INSTALLATION) TO BE INSTALLED IN IBC: 1705.1.1, CONCRETE PRIOR TO AND DURING 1908.5, 1909.1 PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED. 4. INSPECTION OF ANCHORS INSTALLED PERIODIC ACI 318: 3.8.6, IN HARDENED CONCRETE. 8.1.3, 21.2.8 INSTALLATION OF MECHANICAL AND IBC:1909.1 ADHESIVE ANCHORS IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND THE REQUIREMENTS OF THE ICC-ES REPORT FOR THE PRODUCT INSTALLED. 5. VERIFYING USE OF REQUIRED DESIGN PERIODIC ACI 318: CH 4, MIX. 5.2-5.4• IBC:1904.2, 1910.2,1910.3 6. AT THE TIME FRESH CONCRETE IS CONTINUOUS ASTM: C172, C31; SAMPLED TO FABRICATE SPECIMENS ACI 318: 5.6, FOR STRENGTH TESTS, PERFORM SLUMP 5.8; AND AIR CONTENT TESTS, AND IBC: 1910.10 DETERMINE THE TEMPERATURE OF THE CONCRETE. 7. INSPECTION OF CONCRETE AND CONTINUOUS ACI 318: 5.9, SHOTCRETE PLACEMENT FOR PROPER 5.10; APPLICATION TECHNIQUES. IBC: 1910.6, 1910.7, 1910.8 8. INSPECTION FOR MAINTENANCE OF PERIODIC ACI 318: 5.11- SPECIFIED CURING TEMPERATURE AND 5,13; TECHNIQUES. IBC:1910.9 9. INSPECT FORMWORK FOR SHAPE, PERIODIC ACI 318: 6.1.1 LOCATION, AND DIMENSION OF THE CONCRETE MEMBER BEING FORMED. SPECIAL INSPECTION - STRUCTURAL STEEL AND WELDING STRUCTURAL STEEL THAT IS PART OF THE STRUCTURE. VERIFICATION/INSPECTION/TESTING FREQUENCY 1. MATERIAL VERIFICATION OF HIGH - STRENGTH BOLTS, NUTS AND WASHERS: A. IDENTIFICATION MARKINGS TO PERIODIC CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURER'S CERTIFICATE OF SUBMITTAL COMPLIANCE REQUIRED. 2. INSPECTION OF HIGH -STRENGTH BOLTING (SEE SPECIFICATIONS FOR PROCEDURES FOR INSPECTION AND TESTING): A. BEARING -TYPE CONNECTIONS. PERIODIC B. SLIP -CRITICAL CONNECTIONS. CONTINUOUS & PERIODIC 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL: A. IDENTIFICATION MARKINGS TO SUBMITTAL CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURERS' CERTIFIED MILL SUBMITTAL TEST REPORTS. 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: A. IDENTIFICATION MARKINGS TO SUBMITTAL CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURERS' CERTIFICATE OF SUBMITTAL COMPLIANCE REQUIRED. 5. INSPECTION OF STRUCTURAL STEEL WELDING: REFERENCE APPLICABLE ASTM MATERIAL SPECIFICATIONS; ACI 360: SECTION N3, N5.6, TABLE N5.6-1 AISC 360: SECTION N3, N5.6, TABLE N5.6-2 IBC:1704.3.3 AISC 360: SECTION N3, N5.6, TABLE N5.6-3 ASTM: A6, A568; AISC 360: SECTION N3 ASTM: A6, A568; AISC 360: SECTION N3 AISC 360: SECTION A36: SECTION N5, TABLE N5.4-1 T IBC:1704.2.5.2 A. COMPLETE AND PARTIAL JOINT O/P AWS D1.1; PENETRATION GROOVE WELDS. (SEE ALSO AISC 360 AISC 360:N5.4, TABLES N5.4 FOR DEFINITION)N5.4-1, N5.4-2, N5.4-3 B. MULTIPASS FILLET WELDS. O/P AWS D1.1; (SEE ALSO AISC 360 AISC 360: N5.4 TABLES N5.4 FOR DEFINITION) N5.4-1, N5.4-2, N5.4-3 C. SINGLE -PASS FILLET WELDS O/P AWS D1.1; > 5/16". (SEE ALSO AISC 360 IBC:1704.3.1 N5.4 FOR DEFINITION) D. SINGLE -PASS FILLET WELDS O/P AWS D1.1; <_ 5/16". (SEE ALSO AISC 360 IBC:1704.3.1 N5.4 FOR DEFINITION) E. FLOOR AND ROOF DECK WELDS. O/P AWS D1.1; (SEE ALSO AISC 360 IBC:1704.3.1 N5.4 FOR DEFINITION) F. TESTING OF WELDS PERIODIC AWS D1.1 6. INSPECTION OF STEEL FRAME JOINT PERIODIC AISC 360: SECTION DETAILS FOR COMPLIANCE WITH N5.7 APPROVED CONSTRUCTION DOCUMENTS: A. DETAILS SUCH AS BRACING AND STIFFENING. B. MEMBER LOCATIONS. C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION. 7. INSPECTION OF STEEL BUCKLING - PERIODIC IBC 1704.2.5.2 RESTRAINED BRACES (BRB) IBC 1705.2 SPECIAL INSPECTION - SOILS EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD -BEARING REQUIREMENTS (IN ACCORDANCE WITH THE APPROVED GEOTECHNICAL REPORT). VERIFICATION/INSPECTION/TESTING FREQUENCY REFERENCE 1. VERIFY MATERIALS BELOW SHALLOW PERIODIC IBC 1705.7 FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. 2. VERIFY EXCAVATIONS ARE EXTENDED PERIODIC IBC 1705.6 TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. 3. PERFORM CLASSIFICATION AND TESTING PERIODIC IBC 1705.6 OF COMPACTED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, CONTINUOUS IBC 1705.6 DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL, INCLUDING THAT SUPPORTING SLABS ON GRADE. 5. PRIOR TO PLACEMENT OF COMPACTED PERIODIC IBC 1705.6 FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY. 6. VERIFY USE OF PROPER MATERIALS, CONTINUOUS DENSITIES, LIFT THICKNESSES, AND PLACEMENT TECHNIQUES FOR BACKFILL BEHIND STRUCTURAL WALLS. SPECIAL INSPECTION - DRIVEN DEEP FOUNDATION ELEMENTS DRIVEN DEEP FOUNDATION ELEMENTS THAT SUPPORT THE STRUCTURE (IN ACCORDANCE WITH THE APPROVED GEOTECHNICAL REPORT). VERIFICATION/INSPECTION/TESTING FREQUENCY REFERENCE 1. VERIFY ELEMENT MATERIALS, SIZES, CONTINUOUS IBC 1705.7 AND LENGTHS COMPLY WITH THE REQUIREMENTS. 2. DETERMINE CAPACITIES OF TEST CONTINUOUS IBC 1705.7 ELEMENTS AND CONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED. 3. OBSERVE DRIVING OPERATIONS AND CONTINUOUS IBC 1705.7 MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT. 4. VERIFY PLACEMENT LOCATIONS AND CONTINUOUS IBC 1705.7 PLUMBNESS, CONFIRM TYPE AND SIZE OF HAMMER, RECORD NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE DESIGN CAPACITY, RECORD TIP AND BUTT ELEVATIONS AND DOCUMENT ANY DAMAGE TO FOUNDATION ELEMENTS. 5. FOR STEEL ELEMENTS, PERFORM - IBC 1705.7 ADDITIONAL INSPECTIONS IN ACCORDANCE WITH THE STRUCTURAL STEEL INSPECTIONS SPECIFIED ABOVE. 6. FOR CONCRETE ELEMENTS AND - IBC 1705.7 CONCRETE -FILLED ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCE WITH THE CONCRETE INSPECTIONS SPECIFIED ABOVE. 7. FOR SPECIALTY ELEMENTS, PERFORM - IBC 1705.7 ADDITIONAL INSPECTIONS AS SPECIFIED IN THE APPROVED GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS. SHOP DRAWINGS FOR REINFORCING STEEL AND STRUCTURAL STEEL SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. THE CONTRACTOR SHALL SUBMIT CONCRETE WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = T-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT DRAWINGS. DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD; THEREFORE, THEY SHALL BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY THE ENGINEER OF RECORD. THE CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE ONE REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWINGS SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS FOR DEFERRED SUBMITTALS THAT ARE DEFINED AS DESIGN -BUILD COMPONENTS IN THE CONSTRUCTION DOCUMENTS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP FOR THE JURISDICTION WHERE THE PROJECT IS LOCATED AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. STRUCTURAL OBSERVATION THE ENGINEER OF RECORD SHALL PROVIDE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT THE COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY IBC SECTIONS 110,1704, OR OTHER SECTIONS OF THE INTERNATIONAL BUILDING CODE. STRUCTURAL OBSERVATION REPORTS SHALL BE ISSUED TO THE OWNER, ARCHITECT, CONTRACTOR, AND BUILDING OFFICIAL AT SIGNIFICANT CONSTRUCTION STAGES. D APR 2015 RE MIDDLETON, INC. RE\AF_WED FOR CpF COMPLIANCE ,APPROVED APR 16 2015 w City of TUI(Wila j BUILDING DIVISION! SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENCIC ASSOCIATES Structural + Civil Engineers r rs��t vow � of wasyi . �c� 3 6 �0� c R L ErG` `%0NAL � 3-� Structural Permit Drawing Title GENERAL NOTES Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No 21 1 NOTES: 1. PROVIDED WIND LOADS ACT NORMAL TO ROOF SURFACE. 2. WIND LOADS ARE SERVICE LEVEL (PSF). FOR STRENGTH LEVEL LOADS, MULTIPLY BY 1.67. 3. (+) WIND LOADS ACT INWARD. (-) WIND LOADS ACT OUTWARD. 4. LOADING ON THE MAIN WIND FORCE RESISTING SYSTEM (MWFRS) AND COMPONENTS AND CLADDING (C&C) ARE PROVIDED. C&C LOADS ASSUME A MINIMUM EFFECTIVE WIND AREA OF 10 SQUARE FEET. ROOF WIND LOADS - PHASE 1 1/32" =1'-0" NOTES: 1. SUPERIMPOSED DEAD LOADS ARE IN ADDITION TO JOISTS' SELF -WEIGHT. LOAD MAP - ROOF PHASE 1 1/32" =1'-0" NOTES: 1. PROVIDED WIND LOADS ACT NORMAL TO ROOF SURFACE. 2. WIND LOADS ARE SERVICE LEVEL (PSF). FOR STRENGTH LEVEL LOADS, MULTIPLY BY 1.67. 3. (+) WIND LOADS ACT INWARD. (-) WIND LOADS ACT OUTWARD. 4. LOADING ON THE MAIN WIND FORCE RESISTING SYSTEM (MWFRS) AND COMPONENTS AND CLADDING (C&C) ARE PROVIDED. C&C LOADS ASSUME A MINIMUM EFFECTIVE WIND AREA OF 10 SQUARE FEET. ROOF WIND LOADS - PHASE 2 1/32" =1'-0" 1 NOTES: 1. SUPERIMPOSED DEAD LOADS ARE IN ADDITION TO JOISTS' SELF -WEIGHT. 2. REFER TO S103 FOR JOIST HANGING LOAD DIAGRAMS AND NOTES. LOAD MAP - ROOF PHASE 2 4--TJ 1/32" =1'-0" All U PERIMETER CLADDING / GLAZING WEIGHT 11 ALLOWANCE = 30 PSF OF PROJECTED WALL AREA 21 �Al 3% WEIGHT .OF ,EA REVIEWED FOR CODE COMPLIANCE APPROVED APR 16 2015 9 1City of Tukwila 13VILDING DIVIS101V D APR 5 2015 REID MIDDLETON, INC. NOTE: THE GOVERNING LOAD CASES FROM PHASE 1 A, AND PHASE 2 TO BE USED FOR DESIGN OF METAL DECKING SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers GpgY S. �4w oti WAshl,� `rsIONAL L ) 3' Structural Permit Drawing Tit e 1 ROOF LOAD MAPS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 03/20/2015 Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No R Drawing No LOAD MAP - PAVEMENT 1/32" = V-0" NOTES: 1. WIND LOADS PROVIDED ARE FOR PHASE 2 F RE C !)!DING DS. 2. WIND LOADS ARE SERVICE LEVEL (PSF LOAD MAP - WALL ELEVATION AT GRID A 1/32" =1'-0" J _ —grid A TOSj, 56'-0" TYPICAL GIRT REF EL � — — Level 0' - 0" ---- --------- -_ _ _� _���_�� ----- — -- -- -- -- — ----- -- — — -- -- 86 -5 11 (0 ^ �'+11.3/-10.2] / it i NOTES: 1. WIND LOADS PROVIDED ARE FOR PHASE 2 FUTURE CLADDING LOADS. 2. WIND LOADS ARE SERVICE LEVEL (PSF . . 1 LOAD MAP - WALL ELEVATION AT GRID Q TYPICAL GIRT REF EL Level NOTES: 1. WIND LOADS PROVIDED ARE FOR PHASE 2 FUTURE C DDING ADS. 2. WIND LOADS ARE SERVICE LEVEL (PS ). ..)1 LOAD MAP - WALL ELEVATION AT GRID 22 Lvl 1/32" = V-0" NOTES: 1. WIND LOADS PROVIDED ARE FOR PHASE 2 FUTURE CLADDING LOADS. 2. WIND LOADS ARE SERVICE LEVEL (PS LOAD MAP - WALL ELEVATION AT GRID 1 — — _Ridge �, 86'-5" _TYPICAL GIRT REF EL 40'- 86' - 51' "r TYPICAL GIRT REF EEL 40'-0" 0'-0" 0'-0" FtE AWED FOR CODE COMPLIANCE APPROVED APR 16 2015 City of Tukwila BUILDING DIVISION NOTES: 1. WIND LOADS FOR COMPONENTS AND CLADDING ARE DETERMINED IN ACCORDANCE WITH IBC 2012, SECTION 1609 / ASCE 7-10, SECTION 30.6 USING THE WIND LOAD CRITERIA NOTED IN THE STRUCTURAL DESIGN DATA. 2. INWARD (POSITIVE) PRESSURE ACTS TOWARD THE BUILDING SURFACE AND OUTWARD (NEGATIVE) PRESSURE ACTS AS SUCTION ON THE BUILDING SURFACE. 3. PRESSUREhS ARE CAL ,CWTED VSkG THEPkMUM EFF--E,CTIVE,AW ARE&(U1 SQUARE FEET). 4. SERVICE LEVEL WIND LOADS ARE FACTORED FOR ASD LOAD COMBINATIONS. A fIA Ir4, A^\r 0%A-%I ■ SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers F r\RY S. �v4w ()f WASq c 116 i s810NAL i '24D Structural Permit Drawing Title PAVEMENT AND WALL WIND LOAD MAPS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 R E"EME APR 1 5 2015 REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date 02(20115 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No 1/32" =1'-0" Lam/ 1/32" = T-0" i SUPI 40 SUR SU TYPICAL UNIFORM LOADS 0.8k 0.8k 0.8k 0.8k 0.8k 0.8k 0.8k 0.8k 0.8k 0.8k 0.8k 0.8k 0.8k JOIST TYPE 1 LOAD MAP 3/32" = V-0" SUPPORT 10 SUP[ JOIST TYPE 2 LOAD MAP 3/32" =1'-0" JOIST TYPE 3 LOAD MAP 3/32" = V-0" SUPPORT SEE S101 FOR SUPERIMPOSED LOADS ON JOISTS FOR PHASE 1 AND PHASE 2 TYPICAL UNIFORM LOADS JOIST TYPE 4 LOAD MAP 3/32" =1'-0" SUPPORT SEE S101 FOR SUPERIMPOSED LOADS ON JOISTS FOR PHASE 1 AND PHASE 2 TYPICAL UNIFORM LOADS HANGING LOADS - UNIFORM PANEL POINT LOADS OPTION 1 HANGING LOADS - SINGLE POINT LOADS SIMULTANEOUSLY FOR THIS OPTION OPTION 2 HANGING LOADS - DOUBLE POINT LOADS OPTION 3 00,- T SUPPORT 000` T SUPPORT PHASE 2 ROOF EXTENSION TO THE EAST OF GRID A IS ANTICIPATED TO IMPOSE THE FOLLOWING LOADS: DL =1430 PLF DOWNWARD LL = 370 PLF DOWNWARD +/-16' TYP SNOW = 920 PLF DOWNWARD WIND =1840 PLF DOWNWARD OR 1280 PLF UPWARD TYPICAL UNIFORM LOADS TYPICAL UNIFORM LOADS �)OR�21 ) 'ORT 'ORT DRT Wr SUPPORT t•� NOTES: 1. OPEN WEB JOISTS SIZES SHOWN ON DRAWINGS ARE BASED ON UNIFORM LOADING PER "LOAD MAPS." FINAL OPEN WEB JOIST DESIGN BY MANUFACTURER TO BE BASED ON THE FOLLOWING CRITERIA: A. TOTAL UNIFORM ROOF DEAD LOAD DOES NOT INCLUDE OPEN WEB JOIST WEIGHT. USE THE FOLLOWING LOAD CASES FOR APPLICATION OF ROOF DEAD LOAD: Al.100% OF LOAD APPLIED TO TOP CHORD. REFER TO 21 & 24 ON SHEET S101 FOR TYPICAL UNIFORM LOADING ON JOISTS. B. HANGING LOAD CONFIGURATIONS 1, 2 & 3 IN THE LOAD MAPS ARE SHOWN ON S103. EACH CONFIGURATION FOR LOADS ARE INDEPENDENT CONFIGURATIONS AND ARE NOT TO BE TAKEN CUMULATIVELY. IF ANY OF THE CONFIGURATIONS SHOWN GOVERNS THE SIZE OF JOIST MEMBERS, JOIST SUPPLIER TO IDENTIFY IN BIDDER RESPONSE. 2. OPEN WEB JOIST MANUFACTURER IS RESPONSIBLE FOR ALL BRIDGING, BOTTOM CHORD BRACING, AND CONNECTIONS. BRIDGING SHALL BE DESIGNED FOR NET UPLIFT DUE TO WIND WHERE APPLICABLE. SEE "LOAD MAPS" FOR ROOF WIND UPLIFT LOADS. CONNECTIONS AND WELDING SHOWN INDICATE MINIMUM REQUIREMENTS, AND SHALL BE INCREASED AS NEEDED FOR UPLIFT LOADS. 3. JOIST PANEL POINT LAYOUT IS SHOWN FOR REFERENCE ONLY TO INDICATE ASSUMED PANEL POINT LOCATIONS. FOR HANGING LOADS. THE JOIST PANEL POINT LAYOUT WILL BE PER JOIST SUPPLIER. LOCATION OF 5k LOAD WILL BE +/— LOCATION TO NEAREST PANEL POINT. OWJ LOADING CRITERIA CQOE COM UP® CE ApPP APR 16 VIS City 01 Tint ft gU1L0I1,AG ONISJOr4 RECEIVED CITY OF TUKWILA JAM 2 6 ' 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSH IP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers 4s� - �s E Structural Permit Drawing Title JOIST LOAD MAPS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Date JOIST TYPE 5 LOAD MAP 3/32" =1'-0" Drawing No 118'-87/16" 471' -11 1/2" TOP OF PILE CAP EL = EL = -2'-0" TOP OF GRADE BM EL = EL = -2'-0" / / 16" DIA PILE i W24A 92 TYP SOUTH OF GRID 12 TYP SOUTH OF GRID 13 / 1:10 BATTER / G133 ' / — Q % PC2A — - / 16" DIA PILE / / / GB3/ s3o1 / 1:10 BATTER / GB3/ PC2A — — — — i PC2 GBH PC2B ----- -- -- — / / / - PC8 / PC213 r GBV — --- v / / N GB2 BF � GB5 �� �------- .... ��.;,_ �; - 24 - - - ----- ------ - ---------------�--- ----�---------/------- ----- - -- ------ / / S402 16"DIA PLUMB PILE / % / / / PC1 W24x104 2 GB5 BF .......... r� / " W24x117 / GB c�PC3A / cr, / 16" DIA PLUMB PILE TOP OF GRADE BM EL - - -0'-9" /16 DIA PLUMB PILE W24x162 / / W24x117 / GB2 / — — _ — — - - / W24x104 /GB2 - — — — _ — — — — 1 PC3A� PC2A / i / / i / TYP NORTH OF GRID 13 / /' i /" / b) / W24x131 , j PC2 � - — - - — _ — _ — _ — - v PC2A / /� / / / PC6 /� / i / TOP OF PILE CAP EL = _ -0'-9" / / / z ---------------------------------------------___ — , — PC2A 1 / /-------- -- — — � - — — — —----------------�--TYP NORTH OF GRID 12-------, — ----- — --- — -— — — — — — — — � — — � -- C: ------ i N / i / i / i / i �-, i i i /' / / /" i /' / i PC2 / EDGE OF 12" / / / / / / / / / / / / / / W24x131 W24x131--------- ------ ------------ — — -- — — — — — — -cam — - — - — - — — — --�-PAVING SLAB-' ---- ----- / A" /-- ----�-f----�---- /----- ------ -- R,--------f-------------------------------------------- /— — --- / / _ i-- --- — — �= — — — -- / PC1 i PC1 / / / / / / / a' PC9;� 2 / / / / / / / / 0 j PC2 r W24-- i - / / / / l ---- `\��'`' --- — —------- f, / / r W24x131 � - - - — - — - ------------------------------------- - - - - -------- - --,------- ------ - - ----- - - - - ---------------- - -- - - - - - - - - - ------,� - ---�----- - -/ - - - - - - -- -- -ry - - - - - - � / / � / � / / / � Pc2 m / / / / / / / / / / / S402 / W24A 31 , ------------ ----------= - - --�----- - /- - - - - - - --------- /--- - - - - - - i--- - - = - - - - /= - - -- ------------------------- -- - - - - - - - - - - - - - - - co ^o a, PC3 ------- — — —--/-----------.�---�---- /--------�----------------/-------------�-----/---------------- — -------------------- ---------------------------- / / /---- ------ / �- �, PC3 _ j PC2 --- — — — — PC2 —--------------------------- - r ------ -------------- — — — — / — — —-------- —� -------------- /---------------/ — -----— / — — — /------- ------ — /-- — — —------- N ------ ------ ------ PC3 / / / / / / / / / / / / / / / / / / / � 0 /-------- / ---- — - — — — /- — — — ------- - - - -- -- /'--------------------------�-----/---- f--------------/ �'--------- --�,------- - - - - -- — — — — / PC3 = C cy / / / / / / / / / / / / / Oct NOTE 2 / / / / / 13 — - — - — - — - — - — — — — — — — — -- — PC2`- — - — - — - --------� --- --- — — — —'/ -- — — ------ — /-------------- /-------- ------ — /------�-------- /---------� — — —� ------ - ------ — — — — —/ ------ ----- -- / — s4o2 r PC2 - — — — - — - — — - — - — — — — — — — -- / /' / / / / / / / 2 / / / i / T TOP OF PILE CAP & GRADE BM N j EL 0 `\ PC6 — - — - — - — - — - — ---j------- PC3 — - — - — f---- j --------/---- =--------------- f----- -- —-----7=--------/=-----f-- —j --- f=----/---- �- —C,--- - — - — - — - — - — - — - — - — - — - — - — - — — - — - — - PC3 0 - Zo �o a, / W24x131 / / / / / / / / / / / / / c+, - - - - - - - - - �' - - - --- - - - - - - - - -�--- - - / -/-- - - f - - - - - - - - - - - - ��' - - V ------------------------ ------ - --f - - - - - - - - - /=-- - - ----- --� - - - - - - - /---------/------- -,-------- / -/- - - - - - - - - - - - - - - / PC1 / i l l / / / / / / / / / / / / i / / W24131 / PC1 ----------- — ----- PC2 W24x131 / ---� --- / ------ /---- / --- /------- - --- /----/ --- / -- / ------ /------/ --- / --- / -- / --- ----- / --- / — r W24x131�----------------- --- � i /• /- /' /" i /" /' i /' i i /• i i /• /� /- /' /- -- PC2 4" CONC APRON AROUND PERIMETER OF 12" SLAB, / m / W24x131 / / / / / / / / EXTENT AND DIMENSIONS PER CIVIL DWGS. m / W24A31 — — — — — — — -�--------- — — -/ — — — — /----- — -/— — — — — — — —-------- -- — — — — — — — — � /------- — 4"APRON NOT DESIGNED FOR PLANE LOADING — — — - �,--------------------------------------------- Pc1------------ /--------/- -- ,�------ -/ ----- �- i i 0 /' /" i /' / CONTRACTOR TO SEQUENCE APRON INSTATION / PC1 / / / / / / / / 1 �� / / WITH PLANE MOVEMENT SO THAT 4" APRO = / - — - — - — - — - — -- — - — - — / ��, `' - / / / / / NOT SUBJECT TO PLANE LOADING 1 PC2 / / / / / / / / / / / � / / / � / / / � W24A 31 PC5 , ----------- — --� --- r , — — — — -------------- —/ — — — — / — — —-------- �/----------------- / -------/----- -- ///- ---- , — --� �— — — — �---------------/-------- --------------- -- — — — /— — r W24x13 — — — — — — — — — — — --- — — — — — — — — — — — / 4 ? / / W14x342 / / / / /' / i / 7 PC2 JQti /' / i / / EDGE OF 12" `o i PC3 PAVING SLAB i W24x131 / / / / / m / W24x131 .c%' -� ----------- ----�-------' ---- ----- �'�W--- - /----- f-----=------------=--------/---------- - -- ry--------------------------- -- (REFERTOARCHIECTURAL - — - — -- / PC1 / /— — — — 7------- / — — — —� / 14x132 — — — —--------, / / PC1 DRAWINGS FOR ACTUAL / / / / / / / / �``'/ TOP OF PILE CAP EL = -0'-9" 0 / i / / / ELEVATIONS). / / i i i / TYP NORTH OF GRID 14 ' N / / / / / / / / / N / / W2403 x207 GB4/ GB4/ / GB4/ / GB4/ (-�P' GB4 / ( GB5 GB5 (; -� G54 / GB / G / GB�4 / PC2 ------------ r ,------- ------ — — — ------------------ — — —------- ----- > ��� —-------------- — --- -- ------ — — — —--------- ------ — ----r -- — -------- ------ ------ ------ ------ ------ ------ --- --- — / PC2 / PC2A / PC2A / PC2A / c� c> PC6 BF/ c� c' PC6 BF PC2A c� c> PC6 / 24 PC2B 1 PC2B / PC2A / TOP OF PILE CAP & GRADE BM / 22'-9" / 22'-9" / 22'-9" 22'-9" / 1 22'-9" 22'-9" / �45'-6" / 22'-9" 22'-9" 22'-9" / 22'-9" / 22'-9" / 22'-9" s4o2/ 22'-9" / 22'-9" 1 22'-9" / 22'-9" / 22'-9" / 22'-9" / W24x207 EL==-0'-9"TYP ALONG GRID 21 _ " _ _ " _ " / 135' - 715/16" TOP OF PILE CAP EL - -2 -0 / TOP OF GRADE BM EL = EL - -2 -0 TOP OF GRADE BM EL = = -0 -9 / 455' - 0" / TYP SOUTH OF GRID 14 TYP SOUTH OF GRID 15 TYP NORTH OF GRID 15 1 / 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 FOUNDATION AND FLOOR PLAN 1/16" =1'-0" REFERENCE DRAWINGS SO_ ABBREVIATIONS, LEGENDS, DRAWING LIST, GENERAL NOTES S1_ LOAD MAPS S2_ PLANS S3_ BRACED FRAME ELEVATIONS, DETAILS S4 TYPICAL DETAILS S5 SECTIONS AND DETAILS NOTES: 1. TOP OF SLAB VARIES PER ARCHITECTURAL DRAWINGS. A2. SLIGHT SLOPES REQUIRED TO MATCH ADJACENT FINISHED FLOORS. PREPARE SUBGRADE PER GEOTECH REPORT. 3. TOP OF PILE CAP ELEVATION IS NOTED ON PLAN. ALL FOOTINGS SHALL BEAR ON UNDISTURBED SUBGRADE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT, UNLESS NOTED OTHERWISE. 4. FOR GRADE BEAM DETAILS AND SCHEDULES, SEE S402 5. SEE CIVIL DRAWINGS FOR SIDEWALKS, PAVING, AND SITE DETAILS AT BUILDING EXTERIOR UNLESS NOTED OTHERWISE. 6. REFERENCE ALL CONSTRUCTION DOCUMENTS FOR SIZE, EXTENT, AND LOCATION OF CONCRETE CURBS, HOUSEKEEPING PADS, CMU WALLS, PLANTER WALLS, BOLLARDS, EDGE ANGLES, AND SLAB PENETRATIONS. REINFORCE PER TYPICAL DETAILS. 7. "BF" INDICATES BRACED FRAME FOR THE SEISMIC FORCE RESISTING SYSTEM. SEE S301-S303 FOR ELEVATIONS AND DETAILS. 8. ALL GRADE BEAMS, PILE CAPS, AND PILES ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM UNLESS DENOTED BY ❑N IE1i` tVVED FOR CODE COMPLIANCE � APPROVED APR 16 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 9731700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENC IC ASSOCIATES Structural + Civil Engineers 1 i • Structural Permit Drawing Title FOUNDATION AND FLOOR PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 03/20/2015 2 Permit Responses 2 04/13/2015 E M E A P P, 2015 REID MIDDL ETON, INC. Drawn by:., SRT . /GSB APR � � Date i .. 02/20/15 DD �— - — Project No - —�-----_':: 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No 1 PAVING PLAN(D 11 REFERENCE DFRAWINGS SO_ ABBREVIATIONS, LEGENDS, DRAWING LIST, GENERAL NOTES S1_ LOAD MAPS S2_ PLANS S3_ BRACED FRAME ELEVATIONS, DETAILS S4_ TYPICAL DETAILS S5_ SECTIONS AND DETAILS NOTES: 1. OR INDICATES REINFORCING REQUIRED PER "TYPICAL CONCRETE PAVEMENT SECTION". SEE S402 FOR TYPICAL CONCRETE PAVEMENT DETAILS. 2. SEE ARCHITECTURAL DRAWINGS FOR DETAILED DIMENSIONS AND GRADING INFORMATION. RENFEWED FOR CODE COMPLIANCE APMOVED APR 16 2015 City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM M-A-GNUS SON KLEMENCIC ASSOCIATES Structural + Civil Engineers r i r NF r S. BR, wasy����'�� 27 �0 /p AL `sSIONAL / 3- Structural Permit Drawing Title PAVING PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 APR 2013 REID MIDDLE T ON, INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No Y 21 ------ ------ --------1-------- / l 1 / _ _ —-----------------�-----/---- -------------- doom p _W ago BF S511 /" f W10X33 W10X33 BF / /' ! / X33 W14X109 (FLAB / (FLAB 03 W10 / W1 (FLAT) (FLAT) L+711� / W24x76 f f / f l------- — ------ / ---- •f -- — — l — — — — — l — — —� — / / f / ___� 17 — FLA (F ) — — — — -- — —----------( 0� ------------------------ ------�-----�---------- ------------------/------- --------- --- - -� /----- /--------------- / .f M------------- ————————————-———— — — — - —— ------------,----- l / / L-------------- ----f-------------------- f --- T---------- --- — — — --- — — — — --- — ------ f------------- — — —— — ------------------- W24 7 L------- --------------- — ----- — /— — — — — --- — — — �'— — --- — — — — �- — 18 — —� — — — — — —--------/ --- —-------=---------------- —'—----------- — — — — — - — - — - — - — - — - — - — - — - — - — - — - — - — SIM — — --- — — — — — — — — — — — — — — — — — -----/------------ —-- - — - - —-- — - — - — - -/- — - - — -— /------- �— ------ - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — / l ,/ f l / /• ,f l / — - — - — - — - — - — - — - - — - — - - -- — - — - — - — - — - — - - — - - ---1 - - - f=----------------- - — - -----7L -------- — — — — �'------------- ----/= — — ----- -= ----- — — ---- -----------�--- -- — ------------------------------ f------- —------ ------ ------ ------ — -- % --/------- ---- —� ------ - --- -------------------------------- ------------------------------------- — — -- — — /— — — —-- — �— — — — /- — — — -� — --- ---- — — — — �- — — — / / f l f -- — — �— — — — -� — — — — -- f f —� f l ---- ------------------------- - --- — — — — — — — --- — — — — — — — — —---------� — — --- — — — — �'— — — —---------� — --- — ---------------------------------------/-------- -- — — — — — — — — — — — — — — — — / m -------- /— — — —------- — "�- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - G----------------------------------------/---�---- /=----— - — - — --/'---------7-----—---------------�—-----/'----�---- ---- l f l f l f / / f / f / l ,l / � l .f l .f / l f / .l / �` 4 F — — — — — — — — — — — — — — ----- - - - - - - - — — — ------------- /----- -- ------ /I--------/------- - - - - - - - - ---------- �------/----- f -/---- /— /, 7— - — - — - — — - — - — - — - — - — - — - — - — - — - — - — - — D— — — — — — — — — — — — -� — — — — — — — —-------—/--------------------------------�----------------/----- — — — — --------- ---- — — — — — —- — - — - — - — ------ ------------------------ —— - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - - — - — - — - — - — - cB�--/--- --- --- — — — — — �- — — — —,� — — — — — --,—----- --- f------ ----- ' ----- --- --- —-- —j-- ----- ----— --/----------/---------— - — - — - ,--------1----- ---- —,f— ---------- —/ --- --------------------------- ------- — --- —----—I ----------------------- ------ ----- ---- ------------- ---- -- ---------------------------------------------------------------- — — — ---- BF BF — — — — — — — — — — — — — — — — — — — — — — — — ----------'--------�--------� ------------- — — — — — � 1 2 3 4 5 6 7 8 9 10 11 12 13 14 (15 (16) (17 (18) (19) C20) (21 TYPICAL GIRT FRAMING PLAN 1/16" =1'-0" REFERENCE DFRAWINGS SO_ ABBREVIATIONS, LEGENDS, DRAWING LIST, GENERAL NOTES S1_ LOAD MAPS S2_ PLANS S3_ BRACED FRAME ELEVATIONS, DETAILS S4_ TYPICAL DETAILS S5_ SECTIONS AND DETAILS NOTES: 1. THE REFERENCE TOP OF STEEL ELEVATION IS 40'-0", UNLESS NOTED OTHERWISE. WHERE BEAMS ARE DESIGNATED "FLAT", THE PROVIDED REFERENCE TOP OF STEEL ELEVATION IS TO CENTERLINE OF BEAM WEB. 2. SEE BRACED FRAME ELEVATIONS FOR BEAM SIZES NOT INDICATED ON PLANS. REVIEWED FOR CODE COMPLIANCE APPROVED APR 16 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6' 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSSON KLEMENC i'..�,- ASSOCIATES Structural + Civil Engineers IP— I Sam £. � t 4 Structural Permit Drawing Title TYPICAL GIRT FRAMING PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by SRT Checked by GSB #rawing No (�) ---------------- (�) ------ ------ ___ a----------- (�) ------ ------ __ ()) ------ ------ (D ------ ------ __ (�) ------ ------ __ (�) ------ ------ __ (�) ------ ------ & -------------- (�) ------ ------ ___ & -------------- B TOP OF STEEL EL +55'-2 3/4" FOR END OF THIS BM AT CL COL A/1 (A) TOP OF STEEL EL +75'-3 3/8" FOR END OF THIS BM AT CL COL Q/21 HEADER FOR JOIST 5 SUPPORT - SIZE & ORIENTATION BY JOIST MFR 20 21 18 19 HEADER FOR JOIST 4 SUPPORT - SIZE & ORIENTATION BY JOIST MFR 12 13 / / / 7k 1.8k 4j TOP OF STEEL 6 7 / / JOIST3 JOIST 5 EL +74'-6 3/8" FOR (SEE NOTE 4) (SEE NOTE 4) END OF THIS BM AT CL COL Q/21 TOP OF STEEL EL +77'-7 5/8" / 4,0 FOR END OF THIS BM AT CL COL Q/1 / / / / / 14X48 JOIST 4 � TOP OF STEEL EL +76'-101/2"W14iiiiiiiii Nam"" X68 (SEE NOTE 4) 2 AT EQUIPMENT FOR END OF THIS BM AT CL COL Q/1 W14X48 I S511 PLATFORM BELOW 13k h ---------------------- O 1.8k Q BRACING SEE 25/S511 S511 O � -------------- --- ---- ROOF HATCH 16' - 0" ,;" ; - 1.8k 13k 13k 1.8k �^ 18 TOP OF STEEL :� :� TYP SIM M 5 EL +78'-7 5/8" S511 7.Ok FOR END OF THIS 1 1 4.Ok 4.Ok BM AT CL COL s5 2.7k h 13k TOP OF STEEL 13k 1.8k _N1 N THIS END OF TRUS h AT CL OF COL 1.8k 13k /V JOIST 1 TYPICAL /V /V/ JOIST 1 TYPICAL ; " ; 13k 1.8k 120DLH @ 9 -9 OC /V /V/ SEE NOTE 4) % (SEE NOTE 4) ( o 2.7k 13k /V/ /V /V 7 A// ;'� ll" - • 13k 1.8k � A/ A/ /V" 1.8k 13k N 7; � � � 13k 1.8k ; , /N/ /N/ /N/ /N/ /N// -------------------- - 1.8k 13k �; - - - - - - - - - - - - - - 13k 1.8k , All Al Al /Al� 2s 20 TYP AT WEST 1.8k 13k S511 '-- 5512 SIDE OF ROOF 13k 1.8k ------------------- - - 5- W- - - - - - - - - - - - - - -------------------- S511 TRUSS BOTTOM CHORD 0- TOP OF STEEL EL 85 7 7/8 BRACING, TYP o RIDGE LINE OF ROOF AT RIDGE (BENT EDGE BM) - - - - - TYP AT GRID 1 & GRID 21 w TOP OF STEEL EL +85'-6 3/8"CL 1.8k 13k AT RIDGE (PEAK OF TRUSS) 13k 1.8k S5 1 ------ - - - --- ------------- ---- - - - - -- �J , TYP FALL ARREST SEE NOTE 6 ANCHOR LOCATIONS ------------------ 1.8k 13k VZ /V V_ -7 /V SEE NOTE 9 //V/ //V/ //V/ • ) /V A/ A/ --------------1.8k 13k- 13k 1.8k------------------------- E V/ /V /V TYP 1.8k 13k I ' ;' 13k 1.8k ----------------------------------------------------------- - EOP 6F9 STEEL SKYLIGHT, TYP END OF TRUSS 5.5k 5.5k AT CL OF COL 1.8k 13k ROOF HATCH ; 13k 1.8k - - - - - - - - ----------------------------� h IV 16 -0 ho , -' 40k TOP OF STEEL EL +66-11 1/4" 30 no 13k BRACING, SEE 25/S511 FOR END OF THIS BM AT CL COL s512 13k 1.8k B-------------- ---- - 2 AT EQUIPMENT TYP AT EAST PLATFORM BELOW SIDE OF ROOF �� TOP h� OF STEEL EL '3 FOR END OF BM AT A/21 3.1 k lk JOIST 2 335k 335k JOIST 2 lk 3.1 k (SEE NOTE 4) /' / /' (SEE NOTE 4)/' / TOP OF STEEL EL +56'-0" �20 / / S511 WF BM AT/ /S15 TYP AT JOIST 2 END, TYP ALONG GRID A GRID Q SIM GRID 9 & 13, ////j JOIST 3 SIM 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ROOF FRAMING PLAN 1/16" =1'-0" REFERENCE DFRAWINGS SO_ ABBREVIATIONS, LEGENDS, DRAWING LIST, GENERAL NOTES S1_ LOAD MAPS S2_ PLANS S3- BRACED FRAME ELEVATIONS, DETAILS S4- TYPICAL DETAILS S5_ SECTIONS AND DETAILS NOTES: 1. SEE 26/S403 FOR BOTTOM OF ROOF DECK ELEVATION AT RIDGE. 2. REFERENCE TOP OF STEEL ELEVATION IS SHOWN ON PLAN. 3. XXk INDICATES SERVICE LEVEL AXIAL FORCE FROM SEISMIC INTO TOP CHORD OF OPEN WEB JOIST. FORCES MAY ACT IN BOTH DIRECTIONS. FOR STRENGTH LEVEL FORCES, MULTIPLY BY 1.43. WHERE FORCES ARE CALLED OUT AT BOTH ENDS OF A JOIST, AXIAL FORCE INCREASES LINEARLY ALONG JOIST LENGTH. 4. DEEP LONGSPAN JOISTS ASSUME 1OFT DEEP DLH SERIES JOISTS. FOR ADDITIONAL LOADS AND DETAILS SEE THE LOAD MAPS AND TYPICAL OPEN WEB JOIST DETAILS. 5. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEEL ELEVATIONS. WHERE BEAMS OR BEAMS AND COLUMNS INTERSECT, MATCH TOP OF STEEL UNLESS NOTED OTHERWISE. 6. STRUCTURAL ROOF DECK IS 1-1/2" STEEL DECK SPANNING TO SUPPORT FRAMING. THE DECK AND ITS CONNECTIONS SHALL SATISFY THE DIAPHRAGM REQUIREMENTS PROVIDED IN THE "METAL DECK SHEAR DIAGRAM". SERVICE -LEVEL DEMANDS ARE GIVEN. 7. REFER TO THE TYPICAL DETAILS FOR DECK SUPPORT AT SLOPED ROOFS AND STEPS. 8. SEE LATERAL FRAME ELEVATIONS FOR BEAM SIZES NOT INDICATED ON PLANS. 9. (2) INDICATES FALL ARREST ANCHOR LOCATIONS. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS. REFER TO 24/S403 FOR TYPICAL DETAIL. AT JOIST MANUFACTURER'S OPTION, MAY COORDINATE FALL ARREST ANCHOR LOCATIONS WITH ARCHITECT SUCH THAT THEY ARE CENTERED BETWEEN ADJACENT JOISTS. 10. ALL ROOF BEAMS AND JOISTS ALONG GRIDLINES 1,11, 21, A, AND Q ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM. 11. XXk INDICATES SERVICE LEVEL AXIAL BRACING FORCES INTO TOP CHORD OF OPEN WEB STEEL JOIST. FORCES MAY ACT IN BOTH DIRECTIONS. FOR STRENGTH LEVEL FORCES, MULTIPLY BY 1.36. METAL DECK SHEAR DIAGRAM 22 4EWED FOR COMPLIANCE PPROVED 'R 16 2015 ( of Tukwila ING DIVISION RECEIVED CITY OF TUKWILA JAN 2 6- 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers - =:max w�pRY S. WAS/, CCtli Structural Permit Drawing Title ROOF FRAMING PLAN Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Date Drawing No T 11 ( I W14X68 I 1— 13 W14X68 m M M xX d- I- X N "Zi- NCq ct 11 TYP S302 LOW GIRT REF EL co t- N 17 TYP S302 — r — Level101-0 ' --------- SEE TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL BRACED FRAME ELEVATION AT GRID A 11 9 7 %nte even 11114AVAQ JCC IT r- IV/-%L VVIUC FLMNUIZZ kaULUIVIIV DMOC r-L^ I C UC I /11L 1 BRACED FRAME ELEVATION AT GRID Q 1/8" =1'-01, 5 W14)( W14X68 T ---- - -- ------ ' SEE TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL TYP DIRT REF EL_ 40' - 0" o TYP Level 0'-0" GIRT REF E i 40'-0" )TYP _ _ Level 1 0'-U. JCC I T rlldAL VVIUC I LHIVVC COLUMN BASE PLATE DETAIL GIRT_REF EL 40'-0" TYP — Level_1 0'-oil ,11 TYP '302 CAL GIRT REF EL 40'-0" REV EVVE FOR C® P ANCE CODE APPROVED APR 16 2015 City of T&I-svila BUILDING DIVISION' 17 TYP 302 — Level1 0'-0" RECEIVED CITY OF TUKWILA JAN 2 6" 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENCIC ASSOCIATES Structural + Civil Engineers T f Structural Permit Drawing Title BRACED FRAME ELEVATIONS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No NOTES: 1. THE LATERAL BRACES ARE TO BE BUCKLING RESTRAINED BRACES (BRB). THE AVERAGE STEEL CORE AREA IS PROVIDED IN ( ) ON THE ELEVATIONS. 2. REFERENCE TYPICAL BRACED FRAME NOTES AND DETAILS SHEET S302. SEE SHEET S302 FOR DETAILS NOT SPECIFICALLY CALLED OUT ON THE ELEVATIONS. 3. SINGLE LINE DIAGRAMS INDICATE CENTROIDAL AXIS OF MEMBERS, UNLESS NOTED OTHERWISE. 4. BRB CASINGS SHALL BE NO WIDER THAN 16 INCHES IN PLAN. 5. ALL BEAM CONNECTIONS WITHOUT BRB CONNECTIONS ARE TYPICAL MOMENT CONNECTIONS UNLESS NOTED OTHERWISE. 6. ALL MEMBERS CALLED OUT ON THE BRACED FRAME ELEVATIONS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM. 5 S511 A I ,A AVf20 SEE TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL BRACED FRAME ELEVATION AT GRID 1 1 /8" =1'-0" G V J 1 /8" = 1'-0'1 BRACED FRAME ELEVATION AT GRID 21 L V J 1 /8" =1'-0" Drawing No BRACED FRAME ELEVATION AT GRID 11 30 1/8" =1'-0" CJP 1 :u WP SEE TYP STL CONN TYPE C4 FOR ADDITIONAL REQUIREMENTS CL COL CL BRB W/ CONN TO GUSSET PL PER MFR, TYP i GUSSET PL W/ / CONN PER MFR BM \ CONN PER MFR, SEE "TYP \ FRAME BM TO GUSSET" DET \ CJP T&B CL BRB W TYP, WELD W PER MFR i PL TO MATCH BM FLG, ES T&B BRACED FRAME - COL FLANGE CONDITION J MFR TO USE REACTIONS IN "BM REACTION SCHED" TO DESIGN CONN. ERECTION BOLTS AS REQD WELD TO 311 BM PER BRACED COL FACE FRAME EL PER MFR AT W SIM (3) SIDES WELD PER MFR SEE "TYPICAL STL CONN, TYPE CY FOR ADDL REQUIREMENTS FOR CONN TO BM WEB. II WELDS & PL SIZE PER MFR II II II PL PER 1 OR 2 Z CJP WEB AS ON S311 T&B REQD CJP T&B TYP GUSSET PL (COL FACE AT SIM) TYPICAL FRAME BEAM TO GUSSET CJP CL' SEE TYP CONN TY FOR ADD CL COL CL BRB W/ CONN TO GUSSET PL PER MFR, TYP i I I � I I I n U GUSSET PL W/ CONN PER MFR i-- BM CONN PER MFR, SEE "TYP FRAME BM TO GUSSET" DET CJP T&B REQUIREMENTS � 111 CL BRB W TYP, WELD WF COL I'i W PER MFR PL TO MATCH BM FLG, ES T&B BRACED FRAME - COL WEB CONDITION I z— CL COL GUSSET PL W/ CONN PER MFR CL BRB W/ CONN PER MFR TOP OF SOG / CJP COL / FLGS & WEB / BASE PL & ANCHORS WP PER S303 FTOP OF PILE CAP OR GRADE BM TO COLUMN FLANGE 2 SECTION I z— CL COL GUSSET PL W/ CONN PER MFR 11 1�1 11 / CL BRB W/ CONN PER MFR 1 \ TOP OF SOG I--- / CJP COL FLGS & WEB BASE PL & ANCHORS WID /i" PER S303 / TOP OF PILE CAP OR GRADE BM TO COLUMN WEB NOTES: 1. PROVIDE GUSSET PLATE TO SATISFY BRB CONNECTION REQUIREMENTS AND DIMENSIONAL REQUIREMENTS AS NOTED ON SECTIONS AND DETAILS. BRACED FRAME - BASE PLATE CONDITIONS LV / GAL BRB CL COL ,EL BRB \ / DEEPER BM VARIES CL --- — --- — — — —�— SHALLOWER \ / BM - — - — - — - -- CL DEEPER BM SHALLOWER / WID BM CL'BRB JCL BRB COL NOTES: 1. BRBS AND CONN DETAIL NOT SHOWN. CONN PER BRB MFR. BRACED FRAMES WITH UNEVEN BEAM DEPTH BEAM REACTION SCHEDULE BRACED FRAME BM LOC DL (KIP) S (KIP) E (KIP) REMARKS W14X68 - 26 14 47 -- W10X45 - 2 0 23 -- W18X106 - 54 35 87 -- NOTES: 1. "DL" IS THE VERTICAL REACTION DUE TO DEAD LOADS. "S" IS THE VERTICAL REACTION DUE TO SNOW LOADS. "E" IS THE VERTICAL REACTION DUE TO EARTHQUAKE LOADS IN ACCORDANCE WITH THE BUILDING CODE. 2. WHERE NOTED, THE BEAM WEB IS TO HAVE COMPLETE -JOINT -PENETRATION WELDS AT THE CONNECTION TO THE SUPPORTING FRAMING. 3. THE BRB MANUFACTURER SHALL UTILIZE THE REACTIONS NOTED IN THE "BEAM REACTION SCHEDULE" IN THE DESIGN OF THE BRB CONNECTIONS. NOTES: 1. SHADING INDICATES PROTECTED ZONE WHICH INCLUDES THE BRACE CORE EXTENSION AND GUSSET PLATE. MISCELLANEOUS ATTACHMENTS (CLADDING, PLUMBING, ETC) NOT PERMITTED IN THE PROTECTED ZONE. 2. WELDED (NO MECHANICAL FASTENERS) CONNECTIONS OF INTERIOR, NON- STRUCTURAL LIGHT GAUGE STUDS TO BRACE CASING ARE ACCEPTABLE IF APPROVED BY THE BRACE SUPPLIER AND THE ENGINEER OF RECORD ON A CASE -BY CASE BASIS. MAXIMUM OUT -OF -PLANE LOAD ON BRACE TO BE 10 PSF. SLIP TRACKS SHALL NOT BE USED AT BRACES SO THAT THE BRACES ARE NOT LOADED VERTICALLY. TYPICAL BRB PROTECTED ZONE BRACED FRAME CONNECTION NOTES 1. ALL CONNECTIONS SHOWN ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM. 2. ALL BRACED FRAME CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THE BRB MANUFACTURER AND SHALL INCLUDE AT A MINIMUM THE BRB TO GUSSET, GUSSET TO COLUMN, GUSSET TO BASE PLATE, AND GUSSET TO BEAM CONNECTION. CONNECTIONS SHOWN AND SCHEDULED ARE INDICATIVE ONLY OF INTENT AND ARE TO BE USED AS A GUIDE BY THE BRB MANUFACTURER. INTEGRATE BRB CONNECTION WITH ADJACENT BRACING/ FRAMING CONNECTIONS FOR CONTINUITY. 3. ALL BRACED FRAME BEAMS ARE TO HAVE MOMENT CONNECTIONS TO COLUMNS. 4. ALL WORK POINTS AND DIMENSIONS SHOWN ARE THEORETICAL AND ARE BASED ON THE ASSUMED FINAL AS -CONSTRUCTED GEOMETRY. THE CONTRACTOR SHALL VERIFY ALL GEOMETRY BASED ON FINAL CONNECTIONS, FABRICATION/ERECTION TOLERANCES, AND THEIR MEANS AND METHODS OF CONSTRUCTION. 5. AT CONNECTIONS IN THE SPAN OF THE BEAM, THE BRB MANUFACTURER SHALL CONFIRM THE BEAM IS ADEQUATE UNDER THE BRB CONNECTION FORCES AND SHALL DESIGN AND PROVIDE WEB DOUBLERS PLATES AND/OR STIFFENERS SHOULD THEY DETERMINE THEY ARE REQUIRED. SEE THE TYPICAL DOUBLER PLATE DETAIL. 6. CONNECTIONS SHALL NOT RESULT IN ECCENTRICITY IN THE COLUMN AND/OR BEAM. ALL ECCENTRICITY SHALL BE RESOLVED WITHIN THE GUSSET CONNECTIONS. 7. CONNECTIONS SHALL CONSIDER ALL RELATED FRAMING CONNECTIONS, CONSTRUCTION TOLERANCES, AND OVERALL FRAME GEOMETRY. IN ADDITION, CONNECTIONS SHALL BE DEVELOPED CONSIDERING THE CONTRACTOR'S MEANS AND METHOD OF CONSTRUCTION. 8. ALL CONNECTIONS SHALL BE DESIGNED CONSIDERING THE WORST -CASE LOAD COMBINATIONS IN ACCORDANCE WITH THE BUILDING CODE. AT A MINIMUM, CONNECTIONS SHALL CONSIDER THE FOLLOWING: A. THE ADJUSTED CAPACITY OF THE BRB. B. BEAM REACTIONS PER THE BEAM REACTION SCHEDULE. C. BEAM FLANGES SHALL BE DESIGNED TO FULLY TRANSFER THE AXIAL CAPACITY OF THE FLANGES IN TENSION THROUGH THE COLUMN. D. BEAM CONNECTIONS TO A GUSSET PLATE (OUTSIDE THE CONNECTION) SHALL HAVE THE MINIMUM BOLTS PER THE TYPICAL BRACED FRAME TO GUSSET DETAIL. 9. INDICATIVE CONNECTIONS ARE SHOWN ON S302. CONDITIONS WILL VARY, AND SHALL BE DETERMINED AND DESIGNED BY THE BRB MANUFACTURER. 10. FOR BASE PLATES, REFER TO THE BRACED FRAME COLUMN BASE PLATE SCHEDULE AND TYPICAL BRACED FRAME COLUMN BASE PLATE DETAILS ON S303 11. ALL BRACED FRAME COLUMNS SHALL HAVE COMPLETE -JOINT -PENETRATION WELDS TO BASE PLATES. 12. FOR 1-1/2-INCH DIAMETER ANCHOR RODS, PROVIDE 2-5/16-INCH DIAMETER BASE PLATE HOLES. 13 TIGHTEN ANCHOR RODS SNUG TIGHT, AND TACK WELD NUT TO ROD TO PREVENT LOOSENING. 14. THE CONTRACTOR IS TO COORDINATE PLACEMENT OF ANCHOR RODS, AND WALL VERTICAL REINFORCING. 15. ALL PLATES SHALL BE A572, Fy = 50 KSI. 16. ALL BOLTS ARE 1-INCH A490-X-S OUGH STANDARD ROUND HOLES, UNLESS NOTED OTHER .�OV, aQR ` o��v' RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers E s! GpgY S. B�, j Cow oti WAs/� CID � V1VtiL � Sol. 4� Structural Permit Drawing Title BRACED FRAME DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No BRACED FRAME - BEAM REACTION SCHEDULE A r\ A A T C C, Drawing No L COL (4) AR, GR 105 W/ I SHEAR STUD 1-1/4"x3-1/2" SQ PL WASHERS. QUANTITY/ARRANGEMENT SIZE PER "BASE PLATE SCHEDULE" I PER "BASE PLATE SCHEDULE" 111 CV WF COL u O BASE PL `o TxWxL CL STU — — ROW — JL lx _ —J� - — _ J EMBED PL (2) 2"0 MAX GUSSET PL GROUT HOLE lrJ� \rJ� \rJ� lrJ� AT CONTR'S OPT - — -------------- —---C�COL `rJl `rJl `rJl `rJl DC, WELD CL GUSSET to a TO BASE PL c� PER BRB MFR W �rJl lrJ \rJ� lrJ� 6" 6" MIN TYP TYP O ' O CV 21/2" TYP EQ I EQ CL >_ 5/16 DEMAND < N 5116 V CRITICAL TYP EA FLG °' N PL3/4, TYP NOTES: 1. BASE PLATE HOLE DIAMETER SHALL BE SIZED PER "AISC MANUAL - TABLE 14-2" UNLESS NOTED OTHERWISE. CE SHE TUDS MBED TE. 3. FOR "D" DIMENSION, SEE "BRACED FRAME COLUMN BASE PLATE WELD SCHEDULE". BRACED FRAME COLUMN BASE PLATE - SINGLE GUSSET PLATE LLl 1 1/2" = T-0" �1 BRACED FRAME COLUMN BASEPLATE WELD SCHEDULE «'/ 1 1 /2" =1'-0" 11 L COL (6) AR, GR 105 W/ L COL (4) AR, GR 105 W/ 1-1/4"x3-1/2" SQ PL WASHERS. 1-1/4"x3-1/2" SQ PL WASHERS. I SIZE PER "BASE PLATE SCHEDULE" "K" SIZE PER "BASE PLATE SCHEDULE" i .D^ TYP EA FLG I L i 11K11 C f VVI li\JL _ a N CL STUD— T--- 1/2" " KrJ\ O O � DEMAND 5/16 � a CRITICAL 5/16 °' TYP EA FLG r C� r \rJ� W lrJl - —CL COL W J GUSSET PL \rJ� �rJN 1 `rJl `rJl 1/2 cb 6" w2� TYP tJ lJ tJ `� 3EMENT SCHEDULE" (2) TO MAX GROUT HOLE SHEAR STUD AT CONTR'S OPT QUANTITY/ARRANGEMENT EMBED PL PER "BASE PLATE SCHEDULE" PL3/4, GR 50, TYP ( GUSSET PL NOTES: NOTES: 1. BASE PLATE HOLE DIAMETER SHALL BE SIZED PER "AISC MANUAL - TABLE 14-2" UNLESS NOTED OTHERWISE. 1. BASE PLATE HOLE DIAMETER SHALL BE SIZED PER "AISC MANUAL - TABLE 14-2" UNLESS NOTED OTHERWISE. CE SHEA UDS 0 BED E. 2. CENTER SHE TUDS EMBED TE. 0 3. FOR "D" D MENSION, SEE "BRA ED FRAM COLUMN BASE PLATE WELD SCHEDULE" 3. FOR "D" DIMENSION, SEE "BRACED FRAME COLUMN BASE PLATE WELD SCHEDULE". 4. FOR INFORMATION NOT SHOWN, SEE "BRACED FRAME COLUMN BASE PLATE SECTI BRACED FRAME COLUMN BASE PLATE - DOUBLE GUSSET PLATE DETAIL 1 1 /2" =1'-0" (2� =1'-0" BASE PLATE SCHEDULE 1 CPILWN T (IN) L (IN) W (IN) K (IN) BOLT DIA (IN) STUD LAYOOT REMARKS UMBER OF ROWS STUDS PER OW j 1 A-9 21 /2 27 41 30 13/4 4 -11 1 40 41 42 3/4 5 6 CLS 21 /2 27 41 30 13/4 4 4 1 G-1 21/4 27 41 27 1 1/4 2 3 - 2 27 41 30 1 1/4 2 4 1 1-1 11/4 40 41 40 3/4 2 5 - 1 1 /4 40 41 40 3/4 4 4 1 K-1 21 /4 27 43 27 1 1 /4 2 3 - 1 2 27 41 30 1 1/4 2 4 - 1 4 29 34 48 2 4 7 Q-7 21 /2 27 41 48 13/4 4 7 Q-9 3/4 40 41 40 3/4 3 4 -11 4 38 45 42 21/2 8 5 SEE NOTE 1 Lv / NOTES: 1. EMBEDDED PLATE WASHER 3-1/2"x5" SQUARE WITH STANDARD HOLE. PROVIDE HEAVY HEX NUTS EACH SIDE OF PLATE. BASE PLATE SCHEDULE NON -SHRINK GROUT TYP 1/2 a TYP (1/2) �L COL I N ii I i I i I i IV EMBED PL3/4, GR 50, f `I FOR DIM SEE PLAN DETAIL REVIEWED FOR CODE COMPLIANCE APPROVED APR 16 2015 City of Tukwila BUILDING DIVISION WF COL, ORIENTED PER PLAN BASE PL TxWxL, GRADE 50, SEE "BASE PLATE SCHEDULE" FOR DIMENSIONS PL3/4, GR 50, TYP TOP OF PILE CAP —17 PER PLAN ®I DEBOND AR FROM I I CONC OVER LENGTH I I 1 SHOWN, SEE NOTE 1, I I TYP I "Al I 3/4" 0 x 8" SHEAR STUD, QUANTITY PER "BASE PLATE SCHEDULE", TYP SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENCIC ASSOCIATES Structural + Civil Engineers i, yi �r 1 Y' GpRY S. B� �4L of wAsl�� L SSIONAL 3-2° Structural Permit Drawing Title BRACED FRAME DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 1 03/20/2015 J D E w I�I I APR r 15 2015 REID MIDDLETON, INC. Drawn by SRT Checked by GSB Date 02/20/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No PL PILE CAP �L PILE CAP �L PILE CAP �L PILE CAP J � I = p W F1 If SEE "TYPICAL w v I w v I w GRADE BEAM p p a = DETAIL � a-D o � r--I-------------, ---- ---- SRG PARTNERSHIP, INC I I I I I I I I I I I I 110 UNION, SUITE 300 I I I I I I I I I I I I — I I I I I I I I I I I I SEATTLE, WA 98101 206 973 1700 I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I 1 I I I I I I I I SRGPARTNERSHIP.COM ELEVATION ELEVATION ELEVATION PILE AP DETS FOR DWL SPACED, SEE ELEVATION EXTENT & HOOKS. SEE GEN NOTES FOR SDQ REQTS. MAG N U S S� N CAL COL & PILE CAP �,-'--\ CAP PL13/4x16" DIA (A36) KL E ME NC I C ' ASSOCIATES CAL COL & PILE CAP -�,` �-�-\ Structural + Civil Engineers PIPE16XS PILE BELOW CAL COL �L COL & PILE CAP LONG LONG \`� I -�� `'' DIRECT ION I I DIRECTION "TYPICAL TYPICAL j LONG GRADE BEAM" "' DIRECTION r �\ �- �- I ---------r- r --�--- —CL COL & DETAIL r ` �` �` \, ,/ PILE CAP - -- — ,--'------ --£L COL & —-= -r -- — - , — —1-- �L COL & — — — — — - — - — -- — -L-- ----CL COL &- ` GRADE BM PILE CAP d. I I PILE CAP = PILE, TYP i PILE 1-4" 4" 2' - 0" 2' - 0" 1' - 4" PILE, TYP co I I I I 0 2 0 1 4 ,� `, I I (4) PLACES PILE TYP (1/4) 51/2 EQ SPCG PLAN I I 1'-4" 2'-0" 2'-0" 1'-4" PLAN I j 5/16 5 DWL TO I I 5/16 5 PILE, TYP I PLAN PLAN Q TYPICAL PILE AT GRADE BEAM - PC1 TYPICAL PILE CAP - PC2/PC2A/PC2B TYPICAL PILE CAP - PC3/PC3A TYPICAL PILE CAP - PC5 TYPICAL PIPE PILE SECTION 8 1/2" = V-0" `� 1/2" =1'-0" 10 1/2" =1'-0" 11 "- '_ " 12 1/2-10 PILE CAP SCHEDULE CAL PILE CAP BOTTOM REINFORCING TOP REINFORCING LONG SHORT NO. OF LONG SHORT LONG SHORT SIDE TOF EL MARK DEPTH DIMENSION DIMENSION PILES DIRECTION DIRECTION DIRECTION DIRECTION REINFORCEMENT REMARKS PER PLAN NOTE 4 PC2 3'-6" 6'-8" 2'-8" 2 (7) #9 #5 @ 8" (3) #6 #5 @ 8" #4 @ 12" SEE NOTE 2 I EDGE OF PILE CAP DWLS, SEE "TYPICAL PC2A 4'-4" 6'-8" 2'-8" 2 (5) #9 #5 @ 6" (3) #7 #5 @ 6" #5 @ 12" SEE NOTE 2 I PIPE FILE SECTION" DET 0 = TOC PER PLAN PC26 5'-0" 6'-8" 2'-8" 2 (5) #9 #5 @ 6" (3) #7 #5 @ 6" #5 @ 12" SEE NOTE 2 W----------- PILE CAP TOP REINF,aim PC3 T-9" 6'-8" 6'-8" 3 #8 @ 8" #9 @ 8" #7 @ 8" #7 @ 8" #4 @ 12" W 0 PER SCHED as PC3A 4'-4" 6'-8" 6'-8" 3 #8 @ 8" #8 @ 8" #7 @ 8" #7 @ 8" #5 @ 12" TOC OF PILE CAP EL PER PLAN . • PC5 4'-6" V-0" 8'-0" 5 #10 @ 6" #8 @ 6" #7 @ 12" #7 @ 12" #5 @ 12" I PILE CAP SIDE I H PC6 4'-9" 10'-8" 8'-0" 6 #11 @ 6" #10 @ 6" #7 @ 6" #7 @ 6" #5 @ 12" Emu PC8 .. '-8" 9�_8 n . n 12' IJ2- @ @ ,�n � n � n n n n n n � ► I I PC9 6-2 16-0 10-8 9 #11 @ 6 #8 @ 6 #8 @ 6 #8 @ 6 #5 @ 12 ---- #4 SP TIES @ 3PITCHwSP TIE EXTENT = V-6". ¢ �10 i I PROVIDE (1) HORIZ wwREVOLUTIONS a °- NOTES: T&B OF SP TIES =1. LOCATE SIDE REINFORCEMENT AT FREE EDGES OF PILE CAP. - 0" • • • • • • • NJ 2. AT CONTR OPTION, MAY USE © IN LIEU OF SHORT DIRECTION AND SIDE REINFORCEMENT. MATCH SHORT DIRECTION SIZE & SPCG. i, I Z w W � am 2 PILE CAP BOTTOM M M v w PILE CAP SCHEDULE BATTERED PILES REINF, PER SCHED I 1 1/2" MIN CLR I &t 15 1/2" = V-0" CL PILE CAP CAP PL AT PILE �L PILE CAP L PILE CAP B j I wG4 —� PIPE16XS PILE v4 S�f UJ I = p I W I o �0.11 AURAL a = —' ss10NAL e W = o I J p � W = a I o co a = • w I o I Structural Permit I I I I d I I I I I I Drawing Title . . . . . . . . . . . . I I I r-----1 r-----1 1------1 r----- 1 j TYPICAL FOUNDATION DETAILS I I I I I I I I I I ---- I I I I I I I I I I I I • • • • • • 1• • • • • 1• • I I I I I I I I I I Drawing scales indicated ELEVATION I I I I i I TOP OF apply to 36" x 48" drawing I I I I I I BEARING LAYER sheets. Scale may not be ELEVATION � accurate if drawing plots are jless than this size. ELEVATION g o REVIIEWED FOR CL COL & PILE CAP CL COL &PILE CAP z � o CODE COMPLIANCE Revisions n CL COL & PILE CAP a z I APPROVED No. Description Date 1- 4 2- 8 2- 8 1- 4 a_ W APR 16 2015 1Permit Responses 03/2012015 1' - 4" 3' - 4" 1' - 8" 1' - 8" 3' - 4" 1' - 4" 1 - 4 6 - 8 6 - 8 1 - 4 mo W F-2-�Permit Responses 2 04/1312015 U- O I I I I I z o LU City Of Tukwila g = I BUILDING DIVISION w CLOSED END PIPE,w ------------ - -- — - — - - TYP UNO , LONG - I PILE TIP BY DIRECTI�N N -1 ELEVATION CONTR PER SPECS I ,' I '. I .' I �.� I I _ _ _ NOTE: r > LONG _ r _ i - -------r-------- � --�- �----�---- -DIRECTION � �- �-- --- LONG \, � DIRECTION - ASSUMED PILE DEPTH IS 110 FEET. REFER TO �L COL & -C-I. COL & f't' `` i �� i t �� GEOTECHN I CAL REPORT FOR BORING INFORMATION. _ _II�� PILE CAP I — r— _ — r— _ — r _ i I---� -- --- — --- — -- ----- — --- r CL COL & q1JDFE-W— PILE CAP \PILE CAP - A MINIMUM OF TWO TEST PILES ARE REQUIRED TO CONFIRM — — I — — — r I — — I �i-'+'?' BEARING PER GEOTECHNICAL ENGINEER'S REPORT. APP 2015 j j j I I 1 I -------- --- j , j I j NOTES: 1. MINIMUM WALL THICKNESS SHOWN IS BASED ON Fy--45 KSI. 16" DIAMETER PILES HAVE (, j , I ` AN ALLOWABLE COMPRESSION APCITY F 22 KIP C 0 5 S, AND AN ALLOWABLE TENSION \ CAPACITY OF 100 KIPS. I I r _ r t_ Drawn y d- .� _ j — — r— _.— _ — _ — _ — _ — _ — _ — _ — _ — r_ _ _ ► _ — _ _ _ _ _ _ _ _ _ _ _ _ _ _2. PROVIDE ADDITIONAL SPIRALS AS SHOWN IN PILE CAP DETAILS. PROVIDE STD 90 DEG �f ; HOOK INVERT BARS AS SHOWN IN PILE CAP DETAILS. Checked by de GSEI rT T�3. PILE AND PILE CAP ADJACENT REINFORCING BARS SHALL HAVE A MINIMUM OF (2) BAR �D�a/teey� C PILE, TYP PILE, TYP DIAMETER CLEAR, UNLESS NOTED OTHERWISE. f Protect No PLAN PLAN ss32,.ao _ PILE, TYP � 4. PILE CAP EDGE DISTANCES SHOWN ON PARTIAL PLANS ARE MINIMUM DISTANCES FROM f�. `. �-, -_ THE CENTER OF PILE TO EDGE OF PILE CAP. ADJUST THE PILE CAP INTERIOR DIMENSIONS Consultant Project Ie PLAN AS REQUIRED TO ACCOUNT FOR THE TOLERANCE IN ACTUAL PILE LOCATION. CONTRACTOR 99321.00 TO FIELD VERIFY AND COORDINATE. Owner Project No Drawing No - TYPICAL PILE CAP - PC6 TYPICAL PILE CAP - PC8 TYPICAL PILE CAP - PC9 TYPICAL PIPE PI 26 1/2" = V-0" 28 1/2" = V-0" 29 1/2" = V-0" 30 rS401 NOTES: 1. EITHER 90 OR 180 DEGREE STANDARD HOOK BARS MAY BE USED FOR LONGITUDINAL BARS. 2. WHERE TOP BARS ARE INDICATED AS CONTINUOUS AND RUN OVER 60 FEET IN LENGTH, BARS MAY BE LAPPED Ld IN THE MIDDLE THIRD OF THE BEAM SPAN UNLESS NOTED OTHERWISE. CONTINUOUS TOP BARS SHALL NOT BE LAPPED IN THE SPAN ADJACENT TO A CANTILEVER, UNLESS NOTED OTHERWISE. WHERE BOTTOM BARS ARE SHOWN AS CONTINUOUS AND RUN IN EXCESS OF 60 FEET, A LAP SPLICE MAY BE USED EQUAL TO Lsb AND SHALL BE OUTSIDE THE MIDDLE THIRD OF THE BEAM SPAN. SIDE BAR SPLICES MAY BE MADE WHERE CONVENIENT. 3. LOCATE ALL CONSTRUCTION JOINTS WITHIN THE MIDDLE THIRD OF SPAN. SUBMIT LOCATION OFALL CONSTRUCTION JOINTS TO ENGINEER FOR REVIEW AND ACCEPTANCE BEFORE FORMING. 4. STANDARD HOOKS FOR STIRRUPS MAY BE 135 DEGREES BEND PLUS 6db EXTENSION, BUT NOT LESS THAN 3 INCHES. 5. BEAM HORIZONTAL REINFORCING SHALL BE SPECIAL DUCTILE QUALITY WHERE GRADE BEAMS ARE INDICATED AS PART OF THE SEISMIC FORCE RESISTING SYSTEM ON PLAN. SEE "GENERAL NOTES". 6. SEE "GRADE BEAM SCHEDULE" FOR BEAM SIZE AND HORIZONTAL REINFORCING. 7. SEE "GRADE BEAM SCHEDULE" FOR STIRRUP SIZE, SPACING AND CONFIGURATION. [2C] = C [3C] _ �] 8. STIRRUPS ARE SPACED EQUALLY OVER ENTIRE SPAN LENGTH. 9. REFER TO "REINFORCEMENT BAR DEVELOPMENT & SPLICE LENGTH TABLES" FOR Ld, Lsb AND Lsbt. GRID 2" CLR TYP CV co 0o J U d- #5 @ 14" EW WHERE INDICATED BY ® ON PLAN CONC 28 DAY FLEXURAL STRENGTH = 650 PSI V 1101EM60,11' COMPACTED AGGREGATE BASE COURSE COMPACTED SUBGRADE, NATIVE MATL OR STRUC FILL NOTES: 1. SEE THE "GEOTECHNICAL REPORT" FOR SPECIFIC INFORMATION PERTAINING TO SUBGRADE MATERIAL AND COMPACTION REQUIREMENTS. TYPICAL CONCRETE PAVEMENT SECTION �L COL COL AND FTG CL SHALL COINCIDE UNO ON DWGS BRACED FRAME #4x C� @ 12" i ��� GUSSET PL #4 EA CORNER ��' , WHERE OCCURS EXTEND CONC COVER & REINF AS READ FOR SOG ��� , ; EXTENT OF BASE PL � � I I I TOP OF PILE CAP OR GRADE BM tiI MIN I ,I--6" MIN TYPICAL STEEL COLUMN ENCASEMENT FIRST SECOND PLACEMENT PLACEMENT 1 O O O SEE "TYPICAL JOINT SEALANT" DET PAVEMENT REINF WHERE OCCURS ON PLAN a 1 1/2" DIA x 20" @ 15" SMOOTH DOWEL BAR @ MID DEPTH, CENTER ON JOINT CONCRETE PAVEMENT CONSTRUCTION JOINT GRADE BEAM SCHEDULE MARK SIZE (WIDTHxDEPTH) TOP BARS SIDE BARS EACH SIDE BOTTOM BARS STIRRUPS (INCH) REMARKS GB1 36x32 (6) #7 (1) #7 (6) #7 #4 @ 12" [2C] SEE NOTE 7 GB2 36x52 (6) #10 (5) #6 (6) #10 #4 @ 12" [2C] SEE NOTE 7 GB3 36x45 (7) #11 (5) #4 (7) #11 #5 @ 8" [3C] SEE NOTE 7 G134 36x45 (7) #10 (5) #4 (7) #10 #4 @ 12" [2C] SEE NOTE 7 GB5 36x32 (7) #10 (2) #10 (7) #10 #4 @ 12" [2C] SEE NOTE 7 GB6 36x60 (7) #11 (5) #5 (7) #10 #5 @ 8" [2C] I SEE NOTE 7, SEE DETAIL 24/S402 GRID FIRST POUR KEY, FULL 211 WIDTH OF BM kk (2) SETS OF BM STIRRUPS @ 6" EXTEND ALL BM BARS THRU JT c� w TYP GRADE BEAM CONST JOINT DETAIL GRID SEE "TYPICAL JOINT SEALANT" DET O O O r, O T PAVEMENT REINF WHERE OCCURS ON PLAN 1 1/2" DIA x 20" @ 15" SMOOTH DOWEL BAR @ MID DEPTH, CENTER ON JOINT CONCRETE PAVEMENT WEAKENED PLANE JOINT IWPJ TOF EL 15'- 91/2" wvL- vi FILL - CAP BEYOND, TYP NOTES: 1. SEE "GRADE BEAM SCHEDULE" AND 9/S401 FOR INFORMATION NOT SHOWN. SECTION Lam% 1/211 = 1'-011 BASE PLATE & 1 ANCHORS PER 1 21 A Q TYP STL DETAILS SEE ARCH APRON SLAB W COL (SEE CIVIL) CONC PAVING i FUTURE CLOSURE SLAB - ; PER ARCH o EVE 1 ----- o------- -- ----- NC SEMENT PER 00 "TYPICAL STEEL , A V I COLUMN ENCASEMENT" GRADE BM BEYOND - PILE CAP, VARIES PER PLAN 5/8" BOND BREAKE ROD (CELLULAR R SOFT BUTYL RUBB_.., TYPICAL JOINT SEALANT 6'-211 1/11\IT Prl"'111 ALIT TOF EL 7'-01/2" RENEWED FOR CODE COMPLIANCE APPROVED APR 16 2015 City of Tukwila Al 1 21 A Q SEE ARCH ( — APRON SLAB 1 W COL (SEE CIVIL) i FUTURE CLOSURE CONC PAVING SLAB ; PER ARCH LEVEL 1 o------- -- ----- c+o � AS LATE &ANCHORS i PER TYP STL DETAILS l .�A `— ENCASEMENT PER "TYPICAL STEEL i COLUMN ENCASEMENT" SCHEDULED GRADE BM SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers Structural Permit Drawing Title TYPICAL FOUNDATION DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date 1 Permit Responses 03/20/2015 j AGy. 9015 i LJ `', DI ETO `d, INC. Q I O '�5 ! i ✓ -- Drawn by SRT Checked by GSB Date 02t20115 Project No 99321.00 Consultant Project No 99321.00 Owner Project No LV / SECTION L%/l 1/2" =1'-011 I go xg, -- �u -- Drawing No 3/16" MAX GAP h WEB MAX COPE OR BEVEL PLATE MAX COPE LENGTH z LENGTH I 1/2" MAX SEE "BM TO BM" 1/2" MAX ( ) LOC BOLTS PER (2) L5x5 CONN FOR DIM (2) L4x4 A36 ? - SEE NOTE 1 N o 0 2 L W/ m o N 7/8 L GAGE (A36) NOTES: TABLE A O o W 7�2„�LI _ `V ~ HORIZ SSL `� ~ r SAME NUMBER & WIDE -FLANGE BUILT-UP BEAM MINIMUM NUMBER OF oil0 ° SIZE OF BOLTS THESE NOTES APPLY TO ALL CONNECTIONS UNLESS NOTED OTHERWISE. BEAM DEPTH DEPTHS (INCH) BOLTS REQUIRED SIM V }� I I 1a 61/2 MAX 0 I SECT O ~ % ° o SECT z Z o COPE BOT FLG ° o a IN EA ROW o 1. SEE PLANS FOR BEAM REACTIONS WHERE NO DETAIL IS NOTED. W8, W10, W12 8 T013 2 ° - 1 o ONLY WHEN READ ° co USE APPROPRIATE TYPICAL DETAIL. W14, W16, W18 TO 19 3 1 CV 1 0 - CV oo W21, W24, W27 TO 25 4 ° o ° FOR ERECTION o 2. THE MINIMUM NUMBER OF BOLTS IN A BEAM WEB CONNECTION SHALL BOLTS AND PLATES ° W30, W33 TO 31 5 BOLTS, SEE NOTE 1 N BE AS SHOWN IN "TABLE A." W36, W40 TO 38 6 SEE NOTE 1, TYP SEE NOTE 1 w 3. BEAMS SHALL HAVE STANDARD ROUND HOLES (STD) AND SHEAR TAB W44 TO 44 7 � (2) L W/ HORIZ SSL � TO 50 8 ' SEE NOTE 1, �' SEE "TABLE PLATES SHALL HAVE HORIZONTAL SHORT SLOTTED HOLES (SSL) TO 56 9 TYP 112" 211 `V 'r BOLTS, SEE NOTE 1 C11 UNLESS NOTED OTHERWISE. TO 60 10 2 2��2" FOR L4x4 BOLTED & WELDED BOLTED ONLY TO FACE 2�� � 1 1/2" MAX 1/2 4. BOLTS IN CONNECTIONS OF BEAM TO BEAM /GIRDER MAY BE SNUG SECTION OF WEB 21/2" FOR L5x5 TIGHT UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). SRG PARTNERSHIP, INC (SKEWED BEAMS BEAM TO COLUMN FLANGE BEAM TO BEAM BEAM TO COLUMN FLANGE BEAM TO BEAM SECTION 5. WHEN CONDITIONS VARY FROM THOSE SHOWN IN THE TYPICAL STEEL DETAILS, NOTES: 7. WHEN THE ACTUAL WEB THICKNESS IS LESS THAN THAT SHOWN IN THE OR WHEN THE CONTRACTOR WANTS TO USE ALTERNATE DETAILS; DETAIL APPLICABLE CONNECTION TABLE, SCALE THE MAXIMUM REACTION BY 110 UNION, SUITE 300 1. SEE "TABLE B" FOR ADDITIONAL CONNECTION REQUIREMENTS. NOTES: CONSTRUCTION ACCORDING TO THE "AISC MANUAL OF STEEL CONSTRUCTION." THE RATIO OF ACTUAL WEB THICKNESS TO MINIMUM WEB THICKNESS. sEATTL206 9s701 9731700 1. SEE "TABLE C" FOR ADDITIONAL CONNECTION REQUIREMENTS. 4. WHEN C2 CONNECTIONS LINE UP ON OPPOSITE SIDES TABLE C2 SUBMIT CALCULATIONS FOR ENGINEER'S APPROVAL. 2. WHEN REQUIRED NUMBER OF BOLTS DOES NOT FIT WITHIN BEAM DEPTH, OR WHEN THE MINIMUM SUPPORT THICKNESS 8. SEE "GENERAL NOTES FOR COPED BEAMS" FOR ADDITIONAL REQUIREMENTS REACTION IS MORE THAN THE MAXIMUM IN "TABLE B," USE "TYPICAL STEEL CONNECTION, 2. ONE ANGLE MAYBE FIELD WELDED AT CONTRACTORS OPTION. SUPPORT THICKNESS MUST BE GREATER THAN OR EQUAL OF A SUPPORT GIRDER AND WELDS ARE USED, THE MINIMUM WHEN WELDED TO SUPPORT 6. CONTRACTOR SHALL COORDINATE THE BOLT SELECTION AND USE BETWEEN WHEN BEAMS ARE COPED. sRGPARTNERSHIP.coM TYPE C2" OR "TYPICAL STEEL CONNECTION, TYPE C10." TO THE SUM OF THE MINIMUM SUPPORT THICKNESS BOLT Fy=50KSI FABRICATOR AND ERECTOR. DIAMETER 3. FOR SKEWED BEAMS NOT MEETING THE LIMITS SHOWN IN SECTION, SEE "TYPICAL STEEL SINGLE PLATE SHEAR CONNECTIONS 3. TOLERANCE ON RETURN WELD SHALL BE + 1/4 INCH, -0 INCHES. FOR EACH INCOMING C2 CONNECTION. 7/s" 0.26" CONNECTION, TYPE C8." DOUBLE ANGLE SHEAR CONNECTIONS MAGNUS SON TYPICAL STEEL CONNECTION, TYPE C1 TYPICAL STEEL CONNECTION, TYPE C2 GENERAL NOTES FOR STEEL CONNECTIONS KLEMENCIC 6 ASSOCIATES Structural + Civil Engineers CJP TYP TOP STIFF PL, TYP (SAME GRADE COPELENGTH T&B FLG, & THK AS BM TOP FLG) I TABLE B TABLE C TYP TOP COPE CJP TYP SECT SECT N MAXIMUM REACTION TOP COPE ONLY TOP & BOTTOM COPE MAXIMUM REACTION NO COPE TOP COPE ONLY TOP & BOTTOM COPE = o MAXIMUM PLATE Fy (BEAM) = 50 KSI Fy (BEAM) = 50 KSI MAXIMUM ANGLE Fy = 50 KSI Fy (BEAM) = 50 KSI Fy (BEAM) = 50 KSI O 1 O a~ c NUMBER OF WELD SIZE NUMBER OF WELD SIZE I I w BOLTS REACTION THICKNESS (IN) MINIMUM WEB MAXIMUM COPE MINIMUM WEB MAXIMUM COPE BOLTS REACTION THICKNESS (IN) MINIMUM WEB MINIMUM WEB MAXIMUM COPE MINIMUM WEB MAXIMUM COPE o I I o 01 I O oo a ° '�7 (KIPS) (A36) (IN) THICKNESS (IN) LENGTH (IN) THICKNESS (IN) LENGTH (IN) (KIPS) (A36) (IN) THICKNESS (IN) THICKNESS (IN) LENGTH (IN) THICKNESS (IN) LENGTH (IN) 0 I I ° SEE NOTE 1 O I 1 O co o 2 13 5/16 1/4 0.19 6 0.19 21/2 2 21 3/8 5/16 0.16 0.18 31/2 0.24 2 0 1 I o i O BOT COPE 3 27 5/16 1/4 0.20 41/2 0.21 21/2 3 44 3/8 5/16 0.22 0.28 3112 0.34 21/2 N_ 4 44 5/16 1/4 0.23 7 0.26 4 4 71 3/8 5/16 0.27 0.36 61/2 0.42 4 =" NOTES: TYPICAL COPED BEAM 0 5 56 5/16 1/4 0.24 9 0.27 5 0 5 100 3/8 5/16 0.30 0.42 7 0.48 41/2 2" SEE NOTE 1 m m SEE NOTE 1 WHEN X > 3" . I 2" 6 75 3/8 5/16 0.27 11 0.30 7 6 130 3/8 5/16 0.32 0.47 71/2 0.52 6 I N N ADD STIFF PL BOT STIFF PL TYP SAME GRADE THESE NOTES APPLY TO ALL COPED BEAMS UNLESS NOTED OTHERWISE. co 7 83 3/8 5/16 0.27 14 0.29 10 co 7 160 3/8 5/16 0.34 0.51 91/2 0.56 7 CJP TYP & THK AS BM BOT FLG + 1/4 " Q 8 91 3/8 5/16 0.26 18 0.28 14 ¢ 8 190 3/8 5/16 0.35 0.53 11 1/2 0.58 8 PROVIDE T&B FLG STIFF PL 2.5 ) 1. COPED BEAMS SHALL BE CHECKED FOR MINIMUM WEB THICKNESS AND MAXIMUM COPE 9 100 1/2 3/8 0.25 18 0.27 18 0 9 221 3/8 5/16 0.36 0.56 16 0.60 10 Typ 1l4 (SAME SIZE & GRADE AS 1 LENGTH PER'TABLE B" OR "TABLE C," WHICHEVER IS APPLICABLE. COPE LENGTH IS 00 10 108 1/2 318 0.25 18 0.27 18 10 250 3/8 5/16 0.37 0.57 171/2 0.61 101/2 1/4 LARGEST BM FLGS) 11 116 1/2 3/8 0.25 18 0.26 18 11 280 3/8 5116 0.38 0.59 18 0.63 12 - - - - - AS SHOWN IN THE CONNECTION DETAILS. 12 124 1/2 3/8 0.24 18 0.26 18 12 310 318 5116 0.38 0.60 18 0.63 141/2 - - - - - - - - 2. MAXIMUM TOP COPE DEPTH IS 2" FOR BEAM DEPTHS UP TO W18, 3" FOR BEAM W21 AND DEEPER. WHEN ACTUAL COPE DEPTH EXCEEDS MAXIMUM COPE DEPTH, ADD STIFFENERS PER "TYPICAL COPED WEB STIFFENER" DETAIL. NOTES: NOTES: SECTION 3" MIN, TYP 1/4 T&B FLG, 3. WHEN ACTUAL COPE LENGTH IS GREATER THAN SHOWN IN "TABLE B" OR "TABLE C," 1. SEE "GENERAL NOTES 1. SEE "GENERAL NOTES SECTION 1/4 TYP WHICHEVER IS APPLICABLE, SEE "TYPICAL COPED WEB STIFFENER" DETAIL OR REDUCE FOR COPED BEAMS." FOR COPED BEAMS." BEAM TO COLUMN FLANGE MOMENT CONNECTION BEAM TO COLUMN WEB MOMENT CONNECTION LENGTH. IMUM REACTION BY THE RATIO OF MAXIMUM COPE LENGTH TO ACTUAL COPE NOTES: NOTES: THE - 1. SEE "TYPICAL STEEL CONNECTION, TYPE C1" AND "TABLE B" OR "TYPE C2" 1. SEE "TYPICAL STEEL CONNECTION, TYPE Cl" AND "TABLE B" FOR ADDITIONAL THESE REDUCTIONS ARE NOT ALLOWED BELOW THE HEAVY LINES SHOWN IN THE TABLES. AND "TABLE C" FOR ADDITIONAL CONNECTION REQUIREMENTS. CONNECTION REQUIREMENTS. TABLE B TABLE C TYPICAL STEEL CONNECTION, TYPE C4 STEEL CONNECTION, TYPE C5)�NERAL NOTES FOR COPED BEAMS 8 9 DEPICAL12 3 SIDES TYP 5/16 21 _ 311 5/16 1/4 EQ EQ FULL DEPTH STIFF PL 1/2 W24 COL, NEAR FLG 2" 3" 2" 1/2" (4) 3/4" DIA AR 1/4 OF e 5/16 ABOVE & BELOW W14 NOT SHOWN W/ 1'-0" MIN EMBED SHALLOW BM, W14 GIRT, BEAR W24 COL, NEAR FLG SEE NOTE 1 1 0 0 � ON STIFF PL OPP CONN (WHERE NOT SHOWN -' W10 GIRT, WEB TO BEAR FIN COL END & 0 w OCCURS) NOT SHOWN HORIZ STIFF PL3/4-- -- ON STIFF PL, COPE AS READ BASE PL PER AISC 1 SECT W10 GIRT - BASE PL1 o o I H -------------------- d 1 = W24 COL TOC EL PER PLAN 12 1/2' 1/2" 5/16el, 00 (4) 7/8" DIA A325 SC _ _ iCIMI0 0- � NON -SHRINK GROUT CONTR SHALL HOLD 5116 5/16 I PLACE �3" FROM I PL 3/8 (A36) 2�� g�� 2�� BASE PL RIGIDLY IN YL COL 1 �� L j 0 0 i+ EDGE OF FLG 1 �'-------------- I I 1 i N (2) 7/8" o A325 BOLTS GROUTING LEam 11113111 1'-10" ■ 5116 EQ EQ = 55116 N116 1/2' OPP CONN WHERE OCCURS (6) 7/8" DIA A325 SC BOLTS w E 5116 3 SIDES (4) 3/4'��DIA AR 5116 ® o ■ 5116 ELEVATION W/ 1-0 MIN EMBED N 5/16 2 L (2) STIFF PL3/8, ALIGN o a tem 1 WITH W10 FLGS ABOVE 0 w _ I W24 COL SUPT BM NOTES:- O° z STIFF PL 1/2, ALIGN 1. TIGHTEN ANCHOR RODS SNUG TIGHT AND TACK WELD NUT TO ROD TO PREVENT LOOSENING. BASE PL1 3/4 0 0 WITH W14 WEB NOTES: W14 COL PER PLAN ELEVATION SECTION �� � 2. BASE PLATE HOLE DIAMETER AND PLATE WASHER SHALL BE SIZED PER AISC MANUAL - TABLE 14-21, I 5/16 N 1. PROVIDE THIS DETAIL FOR UP TO 8" DEEP BEAMS ONLY. USE "TYPICAL UNLESS NOTED OTHERWISE. THE WASHER SHALL BE A36 MATERIAL. AT CONTRACTOR'S OPTION, 5116 1 5/16 W STEEL CONNECTION, TYPE Cl" FOR DEEPER BEAMS. OVER -SIZED HOLES WITH A STANDARD HARDENED WASHER MAY BE USED. qL COL o le TYP GIRT WEB VERTICAL TO COLUMN CONK TYP GIRT(WEB HORIZONTAL TO COLUMN CONN TYPICAL SHALLOW BEAM CONNECTION TYPICAL WIDE FLANGE COLUMN BASE PLATE DETAIL PLAN 13 15 16 18 JOIST SEAT & CONN JOIST SEAT &CONN m 1/4 STIFF PL TO �pRY S. i� Q CAP PL TO MATCH INCOMING PER JOIST MFR � 1/2" TYP 1I4 BASE PL WP wnsH� I PER JOIST MFR BM FLG (3/4" MINIMUM), SEE WP TYP C5 CONN FOR ADDL INFO _ COL STDcl ' WT PER TYP BAR - 1/4 _ HOOK BY OTHERS -----� _- _ JOIST BEARING" - - GAGE - DETAIL CAP PL1/2 s ww ' ---- -- - -- --, -- ---� _-- -- - -- , 3/16 3-12 TYP ONAL I I N I I I O O N STL ROOF DECK _ I I I go 5k (IN ANY I ► /� I TOS EL I _�- DIRECTION -EV HORIZONTALLY) I I > I I I O ®� ®MCE I I 3/16 - Structural Permit ®�ED I I I I TYP STIFF PL 1!4 STIFF PL ES IP�e 5" DIA STD PIPE N CAP PL - I I I I TO BM I I BASE PL ' - . PR 1 201�j i i Drawing Title CONT HSS6x6x1/4 FOR DECK Q I I TYPICAL STEEL DETAILS SUPPORT, SEE 25/S403 „ II II SECT L1x7x0,_ 7 O i i 11 1' City of 'TukrAma 1 1 1/4 INCOMING BM i i STIFF PL1/2 ES WORK POINT FOR BM PER BM TOS BUii"®6G 01 1 G1 0 1 1 Drawingscales indicated NOT SHOWN I I CTR ON COL WEB BM PER PLAN apply to 36" x 48" drawing PL &BOLTS PER BASE PL1/2 ___= J _ __ PLAN I i'1 I sheets. Scale may not be I� CAP PL accurate if drawing plots are I STIFF PL ES I less than this size. TYP C5 CONN (4) 718 DIA I 1 A325 BOLTS I i � WORK POINT IS COL TO i I TOP OF CAP PL ROOF JOIST TOP CHORD STIFF PL ES TO MATCH 5116 CAP PL STIFF PL i 1 AT CL COL BM PER PLAN W24 COL BM PER PLAN SEE TYP C 5CONN ,FOR W24 COL ' W24 COL NOTE: INCOMINGM Revisions 1 CAP PL3/4 BASE PL &CAP PL No. Description Date SECTION A ADDL INFO SUPPLIER DESIGN AND ST JOISTS II SECTION A SECTION B 1 OIACCOMODATEOFALL ARRESTLOADS INDICATEDBRACING UIRED I W24 COL TYPICAL ROOF BEAM TO COLUMN DETAIL TYPICAL COLUMN TOP PLATE WITH JOIST BEARING ON BEAM OF DECK BEARING AT BEAM TYPICAL FALL ARREST ANCHOR 20 22 23 24 TYP L3x3x3/16 x WIDTH CONT HSS6x6x1/4 FOR DECK RIDGE OF OPNG + T-0" 3 x LARGEST HOLE SEE NOTE 3 SUPPORT, SPLIT IN EQUAL PARTS TYP SIZE OR ADD REINF CLCL W ¢ SEE NOTE 3 55 EA FLUTESPOT D � z TYP 1 3l16 3-12 I TOP OF BEAM OR L3x3x3/16 1 UJ a TRUSS CHORD o- m Cl' J �) STL ROOF DECK WT9x20 BETWEEN - CUT LINE CONT HSS6x6x1/4 FOR DECK JOISTS, TYP _ HOLES LESS THAN ---' ----T-------------- SUPPORT, SEE 25/S403 I STL ROOF DECK WORK POINT WP 6" DO NOT REQUIRE FOR JOIST TOS - ' o REINF, PROVIDED IT 0 _ 1/4 3-12 0 1 DOES NOT CUT MORE w m 6" TO -�~ -�rP _ - --------___ _ - 1/4 3-1z TYP AT BM L4x3x1/4 x WIDTH THAN ONE WEB `� 1 - 6 1'-4" 1 3/16 3-12 '�,! ------------------- '- _ - - OF OPNG STL ROOF DECK _ _ CONT BENT PL3/8 C6 - - - - - - _ _ _ - N I C6x8. N OVER 1'4' x x - TO T-0" - _ I SECTION A SECTION BCD CD =J 12 _ G6x8.2 o Drawn by 2 7/8 �- _ I I i 0 SRT NOTES: Checked by - JOISTT P CHORD ! I " TO 1'-6" GSB 1. INSTALL REINFORCING BEFORE CUTTING HOLES. OVER 1'" o -4C TO T-0" Date JOIST SEAT & 2. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITH MECHANICAL PUject N WORK POINT FOR I JOIST TOP CHORD CONN PER AND ELECTRICAL CONTRACTORS. 99321.00 JOIST TOS JOIST MFR RECEIVED 3. THE OPENING NOTED REQUIRES A CLEAR SPACING FROM ADJACENT OPENINGS OF CITY OF TUfCWILA Consultant Project No I 99321.00 JOIST TOP CHORD THREE TIMES THE MAXIMUM OPENING DIMENSION. IF REQUIRED LAYOUT CANNOT PLAN JAN 2 6' 2015 owner Project No IL CONFORM TO THESE REQUIREMENTS, REINFORCE GROUP AS IF ONE COMBINED PENETRATION. PERMIT CENTER Drawing No OF DECK BEARING AT JOIST ROOF DECK BEARING AT RIDGE ROOF DECK BEARING AT JOIST TYPICAL BAR JOIST BEARING TYPICAL ROOF DECK - OPENING 7'-0" AND LESS 25 26 27 28 30S403 SEE TYP JOIST TRUSS SUPPORT DETAIL �I HI 3 OI cn 5503 o_ cn --- - fi �•••W14x25Z o , M 1 13 S503 I i 1 W14YM3 TRUSS ELEVATION AT GRID 11 1/0 = I —U J SEE TOP CHORD AT RIDGE DETAIL o0 FABRICATE TRUSS WITH 41/4" 06 UPWARDS CAMBER AT ROOF RIDGE L CHORD SPLICE co I �L CHORD SPLICE SEE TYP TOP OF VERT o WEB MEMBER CONN EQ EQ Cnn ' E- I EQ I EQ le -� S503 I --�-- 1 O ;--�- --;S5703 II •,,-1-,,; 514 t) 8 S502 p, O, I ;t-- F— I n. I C,) .442 S503 S5034x342 FD o10 4342 I 11 ,.--�--- CL TOP , CHORD 1 I 3;7 r- co -- ' x X j O �`�� f �� h X S503 QD x `� cry S� 6, ^p� � 4x257 2 w1 W14x257 --- -- 1 ; S504 3 ---- --" W14x257 ' S504 4 ------' '. '- ' I S504 10 CL BOT S503 SEE TYP TRUSS CHORD SEE TYP BOT CHORD CHORD SPLICE DETAIL AT COLUMN CONN M W14X550 WITH SIDE PLATES PER 18/S504. DO NOT ERECT COLUMN IN SEQUENCE A. COLUMN TO BE ERECTED BEFORE SEQUENCE B JOISTS AND ROOF FRAMING ERECTED (F) ------- NOTES: 1. SEQUENCE "A" INCLUDES ALL STRUCTURE ALONG GRID 11. SEE 12JS501 FOR TRUSS SEQUENCING REQUIREMENTS. WED FOR OMPLIANCE 9ROVED 16 2015 )fi Tt hvila IG DIVISION. RECEIVED CITY OF TUKWILA JAN 2 6' 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENCIC ASSOCIATES Structural + Civil Engineers A L ss rONAt RV. 1� Structural Permit Drawing Title TRUSS ELEVATION Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Date PHASE 1 ROOF SEQUENCE PLAN v"/ 1/32" = T-0" 0 Drawing No TRUSS TOP CHORD, CONN TO JOIST NOT SHOWN ----------------------------------------------- CN r-----T-----CIO I II I I II I M oQ LI N�' iGUSSET PL1/2 ES OF ITRUSS VERT, FIT TO I BEAR ON TOP CHORD �,P 5/16 1 FLANGES 5116 I 1" 2" 11 2° 1" (6)1" DIA A490X BOLTS 11 IN STD HOLES IN EA FLG 11 II TRUSS VERT TYPICAL TOP OF VERTICAL WEB MEMBER CONNECTION 1 1/2" =1'-0" CONN TO JOIST NOT SHOWN CJP WEB & CL TRUSS VERT FLGS AT MITER WP CL TOP CHORD 77:-�:-:i7 -= _ - - ----- — —------- CV r----- -----� N I O O I O O I 5116 5/16 I I TYP 1 01 2 GUSSET PL1/2 ES N I i 1 OF TOP CHORD, SEE 2/S502 SECTION II 1„ 2„ 11 2" 1„ I 11 (8)1" DIA A490-SC BOLTS 1 IN STD HOLES IN EA 11 VERT FLG. PROVIDE 'I CLASS B FAYING SURFACES (DTOPCHORD AT RIDGE DETAIL 1 1/2" = V-0" =T PL ES OF i VERT 3 SIDES, SEE NOTES 1 & 2 i VERT SECTION NOTES: 1. IF SHIM PLATE THICKNESS IS 1/4" OR LESS, NO WELDING REQUIRED. 2. FILLET WELD SIZE "W" = "T" -1/16 INCH. TYPICAL SHIM WELD DETAIL 11/2" = V-0" TRUSS BOT CHORD W/ STD HOLES N PL1/2 ES OF _ CHORD N_ SECTION (2)1" DIA A490 BOLTS r SNUG TIGHT IN EA I I CHORD FLG, I I SHIM AS REQD I I I I I I 5/16 I I TYP 5/16 NOTES: 1. ALIGN SLOTS WITH LONGITUDINAL AXIS OF TRUSS BOTTOM CHORD. 2. IN INITIAL, UNDEFORMED POSITION, BOLTS ARE LOCATED ASYMMETRICALLY IN SLOTS AS SHOWN (+/-1/4"). LARGER GAP IS TOWARDS THE COLUMN. TYPICAL BOTTOM CHORD AT COLUMN CONN 1 1/2" = 1'-0" SHIM PL THK "T" 24k HORIZONTAL BRACING FORCE. SEE NOTE 1. CAP PL1 112 CTR ON STIFF PL Typ>—,,—,,T7--'l TRUSS TOP CHORD 5/16 5/16 r---_—�------� I I I I I I I I II I / WT, NOTCH AS REQD WT9x20 BETWEEN AT CAP PL, TYP JOISTS, TYP ROOF DECK CAP PL 1 '`- JOIST l - _ 5116 4 5/16 1" TYP - 1 MtN 9/16 TYP 9116 I'I I I - STIFF PL1, FIT TO BEAR AT TOP. ALIGN_ - CENTER OF PL WITH CENTER OF JOIST CONNS ABOVE - STIFF PL - CONN VARIES SECTION NOTES: 1. SERVICE LOAD GIVEN. MULTIPLY BY 1.5 FOR STRENGTH LEVEL LOAD TYPICAL JOIST TRUSS SUPPORT DETAIL 1 1/2" = V-0" CL SPLICE lli'1� TRUSS TOP CHORD 8" TAPER NOTES: ------CL CHORD 1. SPLICE PLATES SHALL BE INSTALLED AFTER WF FLANGE AND WEB WELDS PER "TYPICAL CHORD SPLICE" DETAIL ARE COMPLETE AND HAVE BEEN FULLY INSPECTED. 2. ALL PLATES SHALL BE Fy=50 KSI, ASTM A572 GR 50 UNLESS NOTED OTHERWISE. 3. ALL PLATE MATERIAL TO BE TESTED FOR CHARPY V-NOTCH TESTING IN SMALLER ACCORDANCE WITH ASTM A6, SUPPLEMENTARY REQUIREMENT S5. CHORD FLG — 4. ALL BEVELS SHALL HAVE A MILLED FACE. 5. PARTIAL PENETRATION WELD SIZES ARE CALLED OUT AS EFFECTIVE THROAT THICKNESS. NOTES: 6. ALL PLATES SHALL BE ULTRASONICALLY TESTED FOR LAMINAR DEFECTS USING ASTM A578 - LEVEL 1. 1. SEE "SPLICE FLANGE AND WEB TRANSITION" DETAIL FOR WELDS AT TRUSS CHORD SIZE AND CENTERLINE TRANSITIONS. 7. ALL WELDS SHALL BE M-T TESTED AFTER THEY ARE COMPLETE. TAPER SIDE PL 2. AT TRUSS BOTTOM CHORDS, ADDITONAL SPLICE PLATES PER THE "BOTTOM CHORD 8. WHEN W MEMBER SIZE CHANGES AT SPLICE, SEE "SPLICE FLANGE AND WEB TRANSITION" DETAIL. SPLICE SIDE PLATE" DETAIL SHALL BE USED. ATYPICAL CHORD SPLICE 3/4" = 1'-0" CL TRUSS WEB MEMBER i �•I CL TRUSS \ I WEB MEMBER I II I /" I'1 1 "TYP i \ \ I O O \\ I O I \\\\\ I O 1 O / Q ----J / �e p� O / TYPE "A" IF 3' ���Q�°P / TYPE "B" IF (4) BOLTS PER � �p \\ O / (2) BOLTS PER FLANGE PER ROW O O \\ I O /' O , FLANGE PER ROW O 0 GUSSET PL ES OF O O \j TRUSS WEB MEMBERS 4 11 Cb -------------- -------------- / a WP CL TRUSS CHORD NOTES: 1. ALL BOLTS ARE 1" DIAMETER A490X UNLESS NOTED OTHERWISE. SHIM AS REQUIRED. 2. GUSSET TO BRACING CONNECTION (WHERE OCCURS) NOT SHOWN. 3. SEE EACH CONNECTION'S SPECIFIC DETAIL FOR BOLT TYPE NOTES, BOLT QUANTITIES, BOLT LAYOUT, GUSSET THICKNESS, GENERAL GUSSET GEOMETRY, AND WELD FROM GUSSET TO CHORD. 4. FOR SHIMS THICKER THAN 1/4" SEE "TYPICAL SHIM WELD DETAIL". TYPICAL TRUSS INTERIOR CONNECTION SECTION BOTTOM CHORD SPLICE SIDE PLATE 3/4" =1'-0" TRUSS CHORD SEE EL, TYP ES OF SPLICE CL CHORD L SPLICE PLAN VIEW 2.5 CP a 1 ALIGNED FLANGE THICKNESS TRANSITION NOTE: BOTTOM FLANGE SHOWN, TOP FLANGE OPPOSITE NOTES: 1. SEE "ALTERNATE TYPICAL CHORD SPLICE" DETAIL FOR ADDITIONAL INFORMATION. SPLICE FLANGE AND WEB TRANSITION 2" NO WELD 2" NO WELD 4" PER WELD 4" TAPER WELD 1'— 8" 1' - 8" FULL WELD 1 FULL WELD �DET WHERE FLG THICKNESSES VARY �L SPLICE W PLAN VIEW LARGER CHORD �5 OUP FLG 2i M SIDE PL DETAIL SECTION SECTION TAPER WELD REV EWED FOR CODE COMPLIANCE APPROVED APR 16 2015 City of Tukwila BUILDING DIVISION SIDE PL PER "SPLICE SIDE PL" DET, TYP ES UNO CID a 1 N IFT1__>2.5T2 IFT1<2.5T2 CENTERED FLANGE & WEB THICKNESS TRANSITION RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MIAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers �1 k a A, -° / ONAL Structural Permit Drawing Title TYPICAL TRUSS DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No Vl 3/4" = 1'-0" - - (24)1"0 A490-X BOLTS PER FLANGE, SHIM AS REQD z0 � 1/2" F - O --- 1 1 i I I II 00 0 0 M 1 I 0 0II 0 0 0 -- — I I O O 11 O I 1 I I I I I I I I 1 0\ 0 1 I I I 1 i i 34" MIN I I I 1 1 0 01• I 1 I 1 \ I � C) \ I I I \ I I 0 I I I I \ I I I I I 1 1 0 (D1 I \ ,- o\ I " 1 1 0 0'.11 O \ 0 0 \ I I I I I I I \ \ I I I \ \ o , II 1 \ o \ O \ 1 1 1 2„ 3" 1 1 1/2" \\ o \ I •\ \ I \ O1 I \ O I 1 I \\P I I 1 I \\ \ I I I \\ \ � I I NOTES: U GUSSET PL1 ES 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" =1'-0" -------------- -_= --- - - -------------------- --------------- to 1/2 43 TYP / \ ��\ 1!2 43 O O �\ / to O / O o �"0 \0 C)\\\\ to / O, , O \ O \\\ O \ o/ \ \ / \ \ \ o\ / \\ GUSSET PI-5/8 ES \N\ FOR THESE WEB MEMBERS, USE 1"0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" =1'-0" -------------------- ----------- -- - --- ---_ --------------- y�-- O 0 7/16 to O ,-' O 7/16 \ ,o O , \0 0\ \ \ O\\\ O \ O \\\ \O O \ \ \ \ \ O TYP TYP GUSSET PL1/2 ES FOR THESE WEB MEMBERS, USE 1 V A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL �uJ 1 1 /2" =1'-0" 1 1 /2" =1'-0" CJP EA FLG TYP NOTES: ' 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL CONN NOT SHOWN III I.I III 1 I ------- z 1 ----------------- — -- oo M I I � I I ------------- III / III 1 / 1 1 I I / II I I ! ' 11116 30 /' I I TYP EA FLG I 1 (9/16) 30 I I / I I I'I I I II I I TYP EA FLG 11/16 44 (9/16) 44 / / I I I I1 I I'I GUSSET PI-7/8 ES GUSSET PI-7/8 ES / O/ .�. 1 I /O I I / O / O % O / o/ I I OI /0 �/ I 1 / I /o / I o /' O I.I I I O o/ / ICI ICI I I NOTES: I 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" =1'-0" 5--------------- NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" =1'-0" O\ 11 \ O \\ I I 11 II \ \ ) \\ I I I \p \ 0\ 1 1I \ \\ I I \ 0 TYP NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" = V-0" 3/8 32 TYP3/a 32 FOR CONN TO THIS WEB MEMBER, 1"0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES \ O 1 GUSSET PI-5/8 ES \ \\"' \ I I I i \ 10 0 0 ()1\ I I \ 100 001 I I \10 0 �{ 0 01 I`, I 10 0 0 I I TYP 3/8 35 \ 3/8 35 NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" =1'-0" 1 1/2" = V-0" 1 1/2" =1'-0" ----------------- GUSSET PI-5/8 ES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" = V-0" NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" =1'-0" j ^\ "' \\ 5116 36 TYP O \\ 5/16 36 TYP \ Oto \ 0 THIS // O % \\ O \ O\\ VIDE CLASS B / O O / \\ O 1 FACES O O/ \\ GUSSET PI-1/2 ES O \ / \ o / \ 14/ FOR THESE WEB MEMBERS, USE 1"0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" =1'-0" ------------ =- = ===1 - _� - ----------------- 7 \ o \ 5/8 TYP 0 \ / / / \ � \ 5l8 \ o\ / \ \0 O \O GUSSET PI-3/4 ES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" = V-0" TYP 7116 GUSSET PL5/8 ES II II I / 10 C) / \\\\ I 0 0 //0 o % \ o \ / j \\ O O \\ `� O / O / \ � ` o / \ 0 \ O 34 \ \ NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" =1'-0" RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENC I C ASSOCIATES Structural + Civil Engineers i g° �hh Air. 09P 1 r Structural Permit Drawing Title TYPICAL TRUSS DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date FOR THESE WEB MEMBERS, USE 1 "0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES GUSSET PI-1/2 ES TYP NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" =1'-0" FOR THESE WEB MEMBERS, USE 1 "0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" =1'-0" L5/8 ES FOR THESE WEB MEMBERS, USE 1 "0 A490-SC BOLTS, PROVIDE CLASS B FAYING SURFACES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" =1'-0" GUSSET PL1/2 ES NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" = 1'-0" GUSSET PI-5/8 ES C) \ \ `----------J / \ I / O i \ O\ '0 / O 1 O O / \ O / O / \0 0 0 q \ O 7 GUSSET PI-5/8 ES 7/16 35 TYP 7116 35 NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" = V-0" II / II / II / O II / I I ! it O / II I 1 / I I / O/ O0 / O I I / /0 / O 0 / GUSSET PI-7/8 ES / GUSSET PI-7/8 ES \ 9/16 40 - (7/16) 40 ---------- _ - _--_-_-------------- ----------------------- -- NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1/2" = V-0" IV \ I / I ----I / O \\\ / / O / \O \ 0 0 O//O GUSSET PL 0 / / 0 / FOR BRCG \\ O O ; CONN \\ . '' ` ' / 0/ - EA DIAG O / - GUSSET TO 5/8 40 CHORD 5/8 40 ---------------- ------- -----------------< TYP 5/16 5/16 PL112, WIDTH TO MATCH GUSSET PL ABOVE, FIT TO BEAR AT TOP. CTR ON CHORD FLG, TYP EA FLG NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. wl co j l I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I AI 0 d- TYP 7116 7/16 / / I `J O O O i O / 1100 I I c) O I / I, I I I I I - I ------------- - --- __ —_ __ _ ---- _-------------- r------------------------- --____ _ NOTES: 1. SEE "TYPICAL TRUSS INTERIOR CONNECTION" FOR ADDITIONAL INFORMATION. DETAIL 1 1 /2" =1'-0" GUSSETS FOR TRUSS CONN. TRUSS WEB MEMBERS AND CONN NOT GUSSET PI FOR THESE MEMBERS, A490-SC B( PROVIDE C FAYING SU FIT TO BEAR. CTR ON CHORD W14342 COL STUB SPLICE LOC a. i--- SIDE PLATES M B SECT SECTION A SECTION B TYP TRUSS BOT CHORD BRCG CONN PER 30/S511 TRUSS BOT CHORD EXTEND GUSSET PL AS SHOWN. NOTCH AS REQD AT COL STUB,TYP IjIJL J 1 V D Rj\ E.[) FOR CODE COMPLIANC 4PROVE® APR 16 2015 City of TUW13 BUILDING DIVIGIO"' 4 ES 1OVE TYP RECEIVED CITY OF TUKWILA JAN 2 6 ' 2015 PERMIT CENTER SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers 3 ram, R Structural Permit Drawing Title TYPICAL TRUSS DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No DETAIL 1/4" = 1'-0" I I WIDTH PER JOIST MFR i 1/2" I � I JOIST WEB MEMEBRS JOIST BOT CHORD SECTION 1 1/2" =1'-0" BENT PL 1/4 GRIDA&Q - LOCATE TO CLEAR JOIST WEB MEMBERS 3/16 1/4 1/4 z 0 U- ui co co Cn CV NOTES: 1. SERVICE LEVEL BRACING FORCES ARE AS FOLLOWS. FORCES MAY BE IN BOTH DIRECTIONS. FOR STRENGTH LEVEL BRACING FORCES, MULTIPLY BY 1.36. VERTICAL FORCE: 0.8k HORIZONTAL FORCE: 8k SECTION 3/4" =1'-0" BENT GRID (3) SIDES NOTES: 1. SERVICE LEVEL BRACING FORCES ARE AS FOLLOWS. FORCES MAY BE IN BOTH DIRECTIONS. FOR STRENGTH LEVEL FORCES, MULTIPLY BY 1.36. VERTICAL FORCE: 0.4k HORIZONTAL FORCE: 4k SECTION L V J 3/4" =1'-0° SEE S203 FOR REQUIRED BRACING FORCES. JOIST MFR TO DESIGN CONNECTION, JOISTS, AND ANY REQUIRED BRIDGING FOR THE GIVEN LOADS 1. JOIST GUS% DETAIL 25 1 1l2" = V-0" L5x5x7/16, I SLOPE OF DECK ABO' SEE NOTE 1 FOR REQUIRED BRACING FORCES. JOIST MFR TO DESIGN CONNECTION, JOISTS, AND ANY READ BRIDGING FOR THE GIVEN LOADS SEE NOTE 1 FOR REQUIRED BRACING FORCES. JOIST MFR TO DESIGN CONNECTION, JOISTS, AND ANY REQD BRIDGING FOR THE GIVEN LOADS 10" SECTION SEE NC FORCE CONNE REQD[ NOTES 1. BR/ SEF LEA AT RIDGE OF ROOF: VERTICAL FORCE:17k HORIZONTAL FORCE:17k ALL OTHER LOCATIONS: VERTICAL FORCE:10k HORIZONTAL FORCE:10k ATYPICAL BRACING AT TRUSS SEE "TYPICAL JOIST TRUSS SUPPORT DETAIL" --------- ' 30 S511 TRUSS BOTTOM CHORD DETAIL -BEAM AT ROOF RIDGE 1 1 /2" = V-0" L6x4x5/16 SECTION AT ROOF EDGE 1 1 /2" =1'-0" ROOF DECK NOT SHOWN 1011A (8) 7/8" DIA A325 SC BOLTS, (4) ON ES OF COL WEB, PLACE 3" FROM FACE OF WEB SECTION 1 1 /2" = l'-0" TRUSS VERT CL PI TYP 5116 8 5/16 V8 TYP 5/16 5116 GUSSET PL1/2 NOTCH AS REQD AT TRUSS CONN GUSSET r\ F--T A 11 5/16 5116 W14 GIRT ;K SIM) 1 /2 ES 3 SIDES TYP TYP (3) 7/8" DIA A325 BOLTS SNUG TIGHT PI-1/2 ES OF COL WEB 5" LONG SLOTS W24 COL W/ STD HOLES STIFF PL3/46 ES OF COL WEB, ALIGN WITH GIRT WEB 5/16 TYP 5116 5/16 TYP -- BASE PL3/4, FIT TO BEAR ON GIRT /2" TYP STIFF PI-1/2 ES OF GIRT WEB. ALIGN W/ WEB OF COL -/ 3 SIDES TYP REV E:VVED-FOR CODE COMPLIANCE: APPROVED APR 16 2015 City of Tulkwila BUILDING DIVISION �L TRUSS i WP RECEIVED CITY OF TUKWILA JAN 2 6 2015 PERMIT CENTER GUSSET PL BOLTS NOT SHOWN V TYP PIPE I KERF PIPE BOT CHORD SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers .1 Drawing Title SECTIONS AND DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No L %J 3/8" = 1'-0" DECK CONN TO L BY DECK SUPPLIER. MUST ACHIEVE MIN SERVICE LEVEL SHEAR TRANSFER FORCE OF 825 PLF rl TYP z--CL JOIST TOP CHORD SECTION 1 1 /2" =1'-0" DECK CONN TO L BY DECK SUPPLIER. MUST ACHIEVE MIN SERVICE LEVEL SHEAR TRANSFER FORCE OF 825 PLF 3/16 2-12 3/16 2-12 L5x3xl/4, CONT BTWN JOIST SECTION 1 1 /2" =1'-0" JOIST TOP CHORD 4 5512 TYP HORIZ BRACE VT - - - - - - - - - - - - - - - -' - - - - - - - - - - - S512 , BENT CLI 5 „ PL3/8x4x HORIZ BRACE DETAIL 1 1 /2" = V-0" TYP ES OF HSS 3/16 2-12 TYP 1/4 I i ---- JOIST TOP CHORD I 1" MAX TYP 114 L5 1/4 5 SECTIONS HSS PER PLAN CL lr'1 NOTES: 1. AT SIM PROVIDE SEAT PL3/8x9xl'-0" CENTER ON JOIST. SECTION ES OF> - BRACE, TYPE 3116 8 x 0'-9" LLV, I JOIST JVIJ I i'OP CHORD CV T ----- -- --,r ----- -- -- I I II II ------ --Ji ----- i------ 6" 6" PL3/8 1/2" CLR NOTES: 1. SPLICE AT MIDSPAN. SECTION 1 1 /2" = V-0" JO EN DETAIL 1 1/2" = V-0" SEE 9/S512 FOR DECK SUPPORT C8 PER PLAN CTR BELOW HSS CI I L1x4x3/8 x 0'-5" CTR ON HSS I - -CL NOTES: 1. CONTRACTOR TO DETERMINE NUMBER OF SPLICE POINTS REQUIRED. SEE DETAIL 10/S512. 2. REFER TO PLAN FOR ACTUAL EXTENT OFSKYLIGHT FRAMING. PARTIAL PLAN AT WEST SKYLIGHTS DETAILS 23 1 1/2" =1'-0" GAL - -CL eiz V;E 0 A COMPL/ SCE i0ve® APR 16 E3'U1L CTR A il D CITY OF TUKWILA NOTES: JAN 2 6 2015 1. CONTRACTOR TO DETERMINE NUMBER OF SPLICE POINTS REQUIRED. PERMIT CENTER SEE DETAIL 10/S512. PARTI PLAN AT EAST SKYLIGHTS 30 1/ 4 SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers t N Structural Permit Drawing Title SECTIONS AND DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date Drawn by SRT Checked by GSB Date 01/26/15 Project No 99321.00 Consultant Project No 99321.00 Owner Project No Drawing No