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HomeMy WebLinkAboutPermit D06-073 - Westfield Southcenter Mall - Parking Garage B - FoundationWESTFIELD MALL PARKING GARAGE B (FOUNDATION ONLY) 633 SOUTHCENTER MALL D06 -073 Parcel No.: 2623049023 Address: 633 SOUTHCENTER MALL TUKW Suite No: Tenant: Name: WESTFIELD - PARKING GARAGE B (FOUNDATION ONLY) Address: 633 SOUTHCENTER MALL, TUKWILA WA Owner: Name: 3G SOUTHCENTER LTD Address: 25425 CENTER RIDGE RD, CLEVELAND OH 44145 Phone: Contact Person: Name: MARTIN O'LEARY Address: 1730 MINOR AV, STE 1120, SEATTLE WA 98101 Phone: 206 587 -4000 Contractor: Name: 3 T M CONSTRUCTION Address: METROPOLITAN PARK EAST, 1730 MINOR AVE STE 1120 998101 Phone: (206)587 -4000 Contractor License No: JTMCOC *951BC Expiration Date:01 /03/2007 DESCRIPTION OF WORK: FOUNDATION ONLY FOR PARKING GARAGE B. City b Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us DEVELOPMENT PERMIT INTERIOR FLOOR DRAINS TO THE SANITARY SEWER. ROOF DRAINS 0 THE STORM DRAIN SYSTEM. FIRE LINE BACKFLOW FOR IN- PREMESIS ISOLATION PER THE UNIFORM PLUMBING CODE. Value of Construction: 1,475,950.00 Fees Collected: $14,789.98 Type of Fire Protection: International Building Code Edition: 2003 Type of Construction: I -B Occupancy per IBC: 0025 * *continued on next page ** Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -073 Issue Date: 05/12/2006 Permit Expires On: 11/08/2006 doc: IBC - PERMIT 006 -073 Printed: 05 -12 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Print Name: City b? Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tulcwila.wa.us N Water Main Extension: Water Meter: N Permit Center Authorized Signature: it Number: 0 Size (Inches): 0 Start lime: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Start Time: End Time: Private: Public: Profit: N Non - Profit: N Private: Public: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or th rformance of work. I am authorized to sign and obtain this development per it. Signature: a O&M Date: S ► Ab Maifrcki" b` Lt Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -073 Issue Date: 05/12/2006 Permit Expires On: 11/08/2006 Date: CI "12 0 b This permit shall become null and void If the work Is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC- PERMIT 006 -073 Printed: 05 -12 -2006 City of Tukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2623049023 Permit Number: D06 -073 Address: 633 SOUTHCENTER MALL TUKW Status: ISSUED Suite No: Applied Date: 03/06/2006 Tenant: WESTFIELD - PARKING GARAGE B (FOUNDATION ONLY) Issue Date: 05/12/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: The special Inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high - strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special Inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special Inspections and correction of any discrepancies noted 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: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All wood to remain in placed concrete shall be treated wood. 13: Masonry construction shall be special inspected. 14: All plumbing and gas piping work shall be Inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 15: All electrical work shall be Inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 16: VAUDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, doc: Conditions D06.073 Printed: 05 -12 -2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 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. 17: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 18: Contractor shall schedule Public Works inspections at least 24 hours ahead by calling (206)433 -0179. 19: ALL INTERIOR FLOOR DRAINS SHALL CONNECT TO THE SANITARY SEWER. FIRE LINE BACKFLOW INSPECTION FOR IN- PREMESIS ISOLATION PER THE UNIFORM PLUMBING CODE. * *continued on next page ** doc: Conditions D06 -073 Printed: 05 -12 -2006 Signature: Print Name: City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Date: < t*:.(0 doc: Conditions 006 -073 Printed: 05 -12 -2006 Name: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 ML-Ar (rc SITE LOCATION: tAitt L Mailing Address: --Jr E-Mail Address: Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** Site Address: 1 110Cre c tice_41N n L___ (9% 5c) - Suite Number: Tenant Name: New Tenant: Property Owners Name: ....t.akkrtr-.., vb. "%la''' Ail" •••"is •••!.. - 1 • LiZtlar=s- 1 U.)A. 991 tri8 City State Zip Mailing Address: CS'2, 5-11tYV9tSkIPf 1411 . CONTACT TERSON1''H::, • . t..._.111 :di • GENERAL CONTRACTORINFORMATION :Contiletcir information an back page) Company Name: Ca-A-YSTV-1 Mailing Address: Contact Person: King Co Assessor's Tax No.:_21 q'2_!i)4 — 4 (x2' Day Telephone:___ E-Mail Address: s a • , ,••• vv. s logs . s CCM Fax Number: 2c$ o. Sesi ..4c03 Contractor Registration Number: -3 Coe- t C15 t* Expiration Date: I \ **An original or notarized copy of current Washington State Contractor License must be presented at the im of permit issuance** -. :ARCRITECTOF RECORD . 7 . Ait:PlaniTtitust be :iiietstilived.ti); Aratiteettif Record', Company Name: PS ire Mailing Address: (02.5 Contact Personrr_...• II. • E-Mail Address: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: trxik(r1.1,1-t9 • Threr. • LUA-AtetA S. 1 Mailing Address: u a r at SCO Contact Person: —11k Ctia\->i E-Mail Address: trVermits plus\icc ehaageitenaii applicadon (7-20041 Revised 64-05 bit Page 1 Floor: 0 Yes D..No Day Telephone: 20( 4CCX5 LE- 1..0A 'CIPAQ Ci State Zip aNtax Number: Ze--14 • Sect- •4001 City State Zip c tRZ.a?.., State Zip AN Day Telephone: S o0 451 .Thei Fax Number: 1 100. - 454 • 315c1 ity State Zip Day Telephone: elti o • 341-)• nev on Fax Number: 20Q • SEAS • 5C.Cgt I Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC S ti, .�1. Type of Occupancy per IBC c 1 Floor —v 2 * `t' Floor U 3 Floor c $— s p I D� 'v Floors thru ` Basement Accessory Structure" Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PEW F T INFORMATIQN 206 -431 -3670 Valuation of Project (contractor's bid price): $WqAtet Existing Building Valuation: $ •14.„. lC \Y1CT L-• } Scope of Work (please provide detailed information): �W — AN .8 n ry9 — r\--4.4 V ek c g \ovc -•• AS_ Vic__ lc�� Will there be new rack storage? ❑..Yes q: \\permits plus ice dun8e5 \pennir application (7 -2004 ■ Revised: 68 -05 bh If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: C tE. a) 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 for accessory dwelling: "Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS. (Sea , Sea 0.. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑..No If' Des", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. Page 2 'PUBL'IC WORKS PERMIT INFORMATION -206 -433 -0179 Scope of Work (please provide detailed information): 1 3 J.C_ I Water District Cam. \e— e ❑...Tukwila ❑...Water District #125 ❑ .. Highline ❑.. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑... ValVue ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size -22 "x34 ") ❑...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Ri -of -wa Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction /Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut cubic yards ❑...Total Fill cubic: yards ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backtlow Prevention - Fire Protection " Irrigation IP Domestic Water ❑ ...Permanent Water Meter Size... WO# ❑ ...Temporary Water Meter Size.. WO# ❑...Water Only Meter Size _ WON ❑ ...Sewer Main Extension Public Private ❑ ...Water Main Extension Public Private FINANCE INFORMATION Please refer to Public Works Bulletin #1 for fees and estimate sheet. Call before you Dig: 1- 800 -424 -5555 Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billinc to: Name: Day Telephone: Mailing Address: City Slate Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: q:Upermia plus \ice chengettpenuit application (7 -2004) Revised: 6-8 -05 bh Page 3 City ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ ...Deduct Water Meter Size State Zip Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0-3 HP /I 00,000 BTU Fumace>I OOK BTU Evaporator Cooler Diffuser 3-15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /I ,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator - Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INFORMATION— .206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City Sink Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement.... Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas....❑ Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES - Applicable to all permits in this application Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within I80 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AU7'F1pf D AGF Signature: ' Print Name: MA \t.t —` 0' Mailing Address: 9- Mbp+- A3L , q'a rve 'fr t11� Date Application Expires: dry/ /y ,, U I UIQ ° at I Date Application Accepted: q:llpnmi,s plus'icc clanges\pennit application (7 -2004) Revised: 6-8 -05 M 65,at q� t r a) Page 4 Date: . ; 10 1 N So Day Telephone: ��b — - oOO c .—t � tk .,.�4 °l�� l City Sta te Zip City of Tukwila Parcel No.: 2623049023 Address: 633 SOUTHCENTER MALL TUKW Suite No: Applicant: WESTFIELD - PARKING GARAGE Receipt No.: R06 -00655 Initials: User ID Payee: 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 BLH ADMIN JTM CONSTRUCTION TRANSACTION LIST: Type Method Description Payment Check 002332 ACCOUNT ITEM LIST: Description BUILDING - NONRES PW BASE APPLICATION FEE STATE BUILDING SURCHARGE RECEIPT Permit Number: Status: Applied Date: B (FOUNDATION ONLY) 000/322.100 000/322.100 000/386.904 Payment Amount: Payment Date: Balance: Amount 9,063.88 Account Code Current Pmts 8,809.38 250.00 4.50 Total: 9,063.88 D06 -073 APPROVED 03/06/2006 Issue Date: 5371 05/12 9716 TOTAL 14669.28 9,063.88 05/12/2006 01:03 PM #0.00 doc: Receipt Printed: 05-12 -2006 RECEIPT NO: R06 -00295 Initials: ]EM User ID: 1165 Payee: ]TN CONSTRUCTION SET TRANSACTIONS: Set Member Amount D06 -072 3,478.09 D06 -073 5,726.10 TOTAL: 9,204.19 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 SET RECEIPT Payment Date: 03/06/2006 Total Payment:9,204.19 SET ID: 030606 SET NAME: WESTFIELD - PKG GARAGES TRANSACTION LIST: Type Method Description Amount Payment Check 001974 9,204.19 TOTAL: 9,204.19 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 000/345.830 TOTAL: Account Code Current Pmts 9,204.19 9,204.19 t94 03 /06 9716 TOTAL 9234.19 Steven M. Mullet, Mayor Steve Lancaster, Director MAYES TESTING ENGINEERS, INC. November 10, 2006 November 15, 2006 - Revised City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Building Official Re: Southcenter Mall Parking Garage B -Phase I 633 Southcenter Mall Blvd Tukwila, WA MTE Project No. T6109 Gentlemen, 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: 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 that this provides you with the information which you require. Should you have any questions give us a call. Sincerely, MAYES T Reinforced Concrete (Foundation, Slab -on- grade) Piling Inspection Welding Inspection 'EXPIRES 0... -2a4 Michael S. Dolder, P.E. Vice President cc: Patrick Burns — Westfield America James Coughlin — Coughlin Porter Lundeen Troy McOmber — FSI Architects Martin O'Leary — JTM Construction Mike Napolitano — JTM Construction Martin Page — Shannon and Wilson, Inc. RECEIVED NOV 17 2006 COMMUNITY DEVELOPMENT FINAL LETTER Permit # D06 -073 /) Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Pomand, OR 97211 ph 503.281.7515 fax 503 281 7579 1" SHANNON &WILSON May 31, 2007 Mr. Patrick Burns Westfield Corporation 633 Southcenter Parkway Tukwila, WA 98188 RE: FINAL REPORT ON CONSTRUCTION OBSERVATION, WESTFIELD SHOPPINGTON SOUTHCENTER GARAGE B, TUKWILA, WASHINGTON, PERMIT NOS. D06 -073 AND PW05 -125 Dear Mr. Burns: This letter presents our final report on geotechnical construction observation activities for the Garage 13 portion of the Southcenter Mall Expansion, Tukwila, Washington. Our services for this project included observation and evaluation of the following activities: ► Steel pipe pile installation ► Structural backfill placement and compaction RECEIVED JUN 0 5 2001 DE MENT The results of our observations are presented in our field activity reports dated July 10 through September 21, 2006. In summary, all foundation piles were evaluated and found to be competent for bearing. Our field reports document structural fill materials evaluated and approved in utility trenches, below the building floor slab and alongside the pile grade beams. The structural fill that we observed was placed in an acceptable manner. In our opinion, the geotechnical- related work that we observed at the project site substantially complies with our recommendations and with approved plans and permit requirements. 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 208.832.8020 FAX 206.6958777 TDD: 1•800•833•6388 www.shannonwilson.com 21 -1 -20189 -007 ALASKA COLORADO FLORIDA MISSOURI OREGON WASHINGTON Mr. Patrick Burns Westfield Corporation May 31, 2007 Page 2 Please contact me by phone at 206 - 695 -6875 or via e-mail at mwp@a,shanwil.com if you have any questions. Sincerely, SHANNON & WILSON, INC. Martin W. Page, P.E., L.E.G. Associate MWP /mwp 21- 1- 20189-007- L8 /wp/LKD SHANNON &WILSON, INC. 21 -1- 20189 -007 Project: ,I t s ziei r 'ei, -/ 5 Type of Inspection: 17 'J l9i.t19 Addy]: / /�?'/i/ / C C Ii Date Called: / ys , Spe gal Ws actions: Date Wanted: r �y _"07 tr J 7. p.m. Requeste Phone No: 2 7 -f'S7 ►/(Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: (9t /0 >p, 'e Corrections required prior to approval. /6 IDat¢: 2}5, 07 0 $58.00 SPECTION Ft REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. !Receipt No.: 'Date: COMMENTS: of Inspection: Ad e: 6 1 IWIl Date Called: / / / Special Instructions: /2/13/610 - his Nuke -mil 6 1equester 4 Jc 7 joM r `r FAicgye 1 S r ad Nc,di ScA >4(1, r ( lL S6 / /2S} I' /o4 4 ,,, , Project: _ y AfC( ( Type of Inspection: Ad e: 6 1 IWIl Date Called: / / / Special Instructions: Date Wanted: it ,/ a.m. p.m. 1equester 4 A kld ^a Phone o: El Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. /Lb* 0 $58,00 REtNSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 6 Date: D0 %- 073 PERMIT NO. (Receipt No.; (Date: 'llj SHANNON &WILSON. INC. UMW GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS May 31, 2007 Mr. Patrick Burns Westfield Corporation 633 Southcenter Parkway Tukwila, WA 98188 RE: FINAL REPORT ON CONSTRUCTION OBSERVATION, WESTFIELD SHOPPINGTON SOUTHCENTER GARAGE B, TUKWILA, WASHINGTON, PERMIT NOS. D06 -073 AND PW05 -125 Dear Mr. Burns: ALASKA COLORADO RECEIVE. » K JUL 14 2008 BUILDING DEPARTMENT C.'vtn,. ✓444 v DEPARTMENT ■ Steel pipe pile installation ■ Structural backfill placement and compaction RECEIVED 5 2007 D &C SOUTH CENTER This letter presents our final report on geotechnical construction observation activities for the Garage B portion of the Southcenter Mall Expansion, Tukwila, Washington. Our services for this project included observation and evaluation of the following activities: The results of our observations are presented in our field activity reports dated July 10 through September 21, 2006. In summary, all foundation piles were evaluated and found to be competent for bearing. Our field reports document structural fill materials evaluated and approved in utility trenches, below the building floor slab and alongside the pile grade beams. The structural fill that we observed was placed in an acceptable manner. In our opinion, the geotechnical- related work that we observed at the project site substantially complies with our recommendations and with approved plans and permit requirements. 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206632.8020 FAX 206695.6777 TOO' 1.800.833.6388 www shannonwilsnn.com /i'1. . 1 ._ //\ 1. r . 2I -1- 20189 -007 WASHINGTON Mr. Patrick Burns Westfield Corporation May 31, 2007 Page 2 Please contact me by phone at 206 - 695 -6875 or via e-mail at mwp@shanwil.com if you have any questions. Sincerely, SHANNON & WILSON, INC. Martin W. Page, P.E., L.E.G. Associate MWP /mwp 21 -1 - 20189-007- L8 /wp /LKD SHANNON &WILSON, INC. 7 21 -1- 20189 -007 REVIEWED FOR CODE COMPLIANCE eenonuF0 MAY 1 1 2006 Grtil Qi City Of Tukwila RI ITI mgr. nnn-gr N arki Prepared for: uulhcep lm•binll Qr:r0.' • sl "Tra la A r ;.rsiun e. 4w,A 27200 '' r UKINILA " I p LiOLLD G eptec h Kcal & Eat thgtiake °', ggine Con I t JTM Construction PanGF® I N C O R P O R A T E D 3414 NE 55th Street, Seattle, WA 98105 T. 206.262.0370 F. 206.262.0374 GEOTECHNICAL ENGINEERING REPORT SOUTHCENTER PARKING GARAGES TUKWILA, WASHINGTON FILE COPY aQ 2. 1.7 PROJECT NO. 05-200 FEBRUARY 2006 roY February 9, 2006 File No. 05 -200 Mr. John Hayduk JTM Construction 1730 Minor Avenue #1120 Seattle, Washington 98101 Re: Geotechnical Engineering Report Southcenter Parking Garages Tukwila, Washington Dear Mr. Hayduk, Attached is our geotechnical engineering report to assist you and your project team in the design and construction of the two parking garages for the Westfield Shoppingtown Southcenter Expansion. In summary, the site is underlain by fill soils, compressible estuarine deposits and competent glacially consolidated materials. The depth of the bearing stratum ranges from about 15 feet for the westernmost garage in Area B to as much as 150 feet for the easternmost garage in Area C. This wide range in the depth to the bearing materials will require deep foundations consisting of 20 -inch diameter augercast piles for the western garage (Area B) and 18 inch diameter driven steel pipe piles for the eastern garage (Area C). Both pile types will have allowable compressive capacities of 450 kips. If the existing site fill is properly prepared, a slab on grade floor is feasible for the parking structures, although it may require some future maintenance. We appreciate the opportunity to work with you and your design team on this project. Please call if you have any questions. Sincerely, wCCO...9 W. Paul Grant, P.E. Principal Encl.: Geotechnical Engineering Report I'anGEEE9 Geolechnical 8 Earthquake Engineering Consultants 3414 NE 55 Street Seattle. WA 98105 Tel (206) 262 -0370 Fax t206) 26240374 TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 PROJECT AND SITE DESCRIPTION 1 3.0 SUBSURFACE CONDITIONS 1 4.0 GEOTECIIIVICAL RECOMMENDATIONS 2 4.1 SITE COEFFICIENTS 2 4.2 SOIL LIQUEFACTION POTENTIAL 2 4.3 PILE FOUNDATIONS 2 4.4 LATERAL RESISTANCE FROM PILE CAPS AND GRADE BEAMS 3 4.5 STRUCTURAL FILL AND COMPACTION 4 4.6 FLOOR SLABS 4 4.7 PAVEMENT DESIGN 4 5.0 CONSTRUCTION CONSIDERATIONS 5 5.1 OPEN CUT EXCAVATIONS 5 5.2 MATERIAL REUSE 5 5.3 WET WEATHER EARTHWORK 5 5.4 SURFACE DRAINAGE AND EROSION CONSIDERATIONS 6 6.0 ADDITIONAL SERVICES 6 7.0 LIMITATIONS 6 9.0 REFERENCES 9 JTM Construction Southcenter Parking Garages February 9, 2006 LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 Figure 17 Figure 18 Figure 19 Figure 20 Figure 21 05 -200 Geo Report.doc Vicinity Map Site Exploration Plan Generalized Subsurface Profile A -A' Generalized Subsurface Profile C -C' Estimated Pile Tip Elevations Lateral Pile Capacities at Head, 20" Augercast Free Head Lateral Pile Capacity, 20" Augercast Free Head, 20 kip Lateral Load Lateral Pile Capacity, 20" Augercast Free Head, 30 kip Lateral Load Lateral Pile Capacity, 20" Augercast Free Head, 40 kip Lateral Load Lateral Pile Capacities at Head, 20" Augercast Fixed Head Lateral Pile Capacity, 20" Augercast Fixed Head, 20 kip Lateral Load Lateral Pile Capacity, 20" Augercast Fixed Head, 30 kip Lateral Load Lateral Pile Capacity, 20" Augercast Fixed Head, 40 kip Lateral Load Lateral Pile Capacities at Head, 18" Steel Pipe Free Head Lateral Pile Capacity, 18" Steel Pipe Free Head, 20 kip Lateral Load Lateral Pile Capacity, 18" Steel Pipe Free Head, 30 kip Lateral Load Lateral Pile Capacity, 18" Steel Pipe Free Head, 40 kip Lateral Load Lateral Pile Capacities at Head, 18" Steel Pipe Fixed Head Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 20 kip Lateral Load Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 30 kip Lateral Load Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 40 kip Lateral Load 2 PanGEO, Inc. GEOTECHNICAL ENGINEERING REPORT Southcenter Parking Garages Tukwila, Washington 1.0 INTRODUCTION This report presents our geotechnical engineering recommendations for use in the design and construction of the two new parking garages at Southcenter in Tukwila. The scope of our work included reviewing existing geologic data and geotechnical reports by others (Shannon and Wilson, 2005a and 2005b) to gain an understanding of the subsurface conditions at the site and developing the recommendations presented in this report. 2.0 PROJECT AND SITE DESCRIPTION The parking garages will be constructed in the southern portion of the Southcenter Mall as indicated on Figure 1. The western garage (Area B) has a rectangular footprint with dimensions of about 200 by 380 feet and the eastem garage (Area C) has a trapezoidal footprint with dimensions of about 340 by 360 feet. The site is currently paved and is being used for surface parking. 3.0 SUBSURFACE CONDITIONS Subsurface conditions at the site were inferred from the results of borings and cone penetrometer tests (CPT) previously competed and reported by others (Shannon and Wilson, 2005b). Figure 2 shows the locations of these explorations relative to the proposed locations of the new parking garages. Logs of these explorations are presented in Shannon and Wilson (2005b). Subsurface conditions at the site are depicted in Figures 3 and 4 which were obtained from Shannon and Wilson's baseline geotechnical report for the parking garages (Shannon and Wilson, 2005b). As shown on Figures 3 and 4, the site is underlain by fill, estuarine deposits and glacial outwash sand and gravel. The site fill, which extends to a maximum depth of about 20 feet, consists of medium dense, sandy silt and silty sand with occasional gravel and cobbles. The fill overlies estuarine deposits consisting of very soft to soft silt and clay with numerous organics and discontinuous layers of fibrous peat and lenses and layers of loose to medium dense sand. The estuarine deposits overlie glacial outwash sediments consisting of dense to very dense sands and gravels. The glacial outwash deposits may be as shallow as 15 feet below the ground surface in the west (Area B) and as deep as 150 feet below the ground surface in the east (Area C). Groundwater levels at the site were determined from the site explorations and from monitoring wells The data indicates that the groundwater levels on the west are relatively shallow, at a depth of about 7 feet. Groundwater levels in the eastern section of the site are somewhat deeper, on the order of 12 to 14 feet. It should be noted that groundwater elevations might vary Site Class Spectral Acceleration at 0.2 sec. (g) S Spectral Acceleration at 1.0 sec. (g) S Site Coefficients Design Spectral Response Parameters Control Periods (sec.) Design PGA (S /2.5) F, F, SAS SDI o F Ts E 1.42 0.49 0.9 2.4 0.85 0.78 0.18 0.92 0.34 JTM Construction Southcenter Parking Garages February 9, 2006 depending on the season, local subsurface conditions, and other factors. Groundwater levels are normally highest during the winter and early spring. 4.0 GEOTECHNICAL RECOMMENDATIONS 4.1 SITE COEFFICIENTS The seismic design of the garage will be accomplished using the 2003 International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years). The following parameters, which are consistent with the 2002 USGS seismic hazard maps, are recommended for the seismic design of the building: 4.2 SOIL LIQUEFACTION POTENTIAL The soft cohesive soils that underlie the western garage (Area B) are not susceptible to liquefaction while some isolated sand layer underlying Area C to the east may be susceptible to liquefaction. Shannon and Wilson (2005b) had calculated post liquefaction settlements at the ground surface on the order of 4 to 10 inches. Liquefaction of the sands may result in a loss of vertical support to pile foundations within the affected zone. 4.3 PILE FOUNDATIONS We concur with the recommendations contained in the geotechnical baseline report (S &W, 2005b) to support the west (Area B) parking garage on 20" diameter augercast piles and the east garage (Area C) on 18" diameter, closed end, driven steel pipe piles. Piles installed to the approximate tip elevations shown on Figure 5, which was obtained from the geotechnical baseline report (S &W, 2005b), would have the following load capacities: 05 -200 Geo Report.doc 2 PanGEO, Inc. Pile Ca acity (Kips) 20" Au ercast 18" Steel Pipe Allowable Ultimate Allowable Ultimate Compression 450 900 450 900 Tension 350 750 300 600 JTM Construction Southcenter Parking Garages February 9, 2006 depending on the season, local subsurface conditions, and other factors. Groundwater levels are normally highest during the winter and early spring. 4.0 GEOTECHNICAL RECOMMENDATIONS 4.1 SITE COEFFICIENTS The seismic design of the garage will be accomplished using the 2003 International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years). The following parameters, which are consistent with the 2002 USGS seismic hazard maps, are recommended for the seismic design of the building: 4.2 SOIL LIQUEFACTION POTENTIAL The soft cohesive soils that underlie the western garage (Area B) are not susceptible to liquefaction while some isolated sand layer underlying Area C to the east may be susceptible to liquefaction. Shannon and Wilson (2005b) had calculated post liquefaction settlements at the ground surface on the order of 4 to 10 inches. Liquefaction of the sands may result in a loss of vertical support to pile foundations within the affected zone. 4.3 PILE FOUNDATIONS We concur with the recommendations contained in the geotechnical baseline report (S &W, 2005b) to support the west (Area B) parking garage on 20" diameter augercast piles and the east garage (Area C) on 18" diameter, closed end, driven steel pipe piles. Piles installed to the approximate tip elevations shown on Figure 5, which was obtained from the geotechnical baseline report (S &W, 2005b), would have the following load capacities: 05 -200 Geo Report.doc 2 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 The pile capacities in the above table were derived from the results of load testing of two augercast piles and dygemic testing of seven steel pipe piles at the site (S &W, 2005a). The 20" diameter augercast piles that were tested at the site were loaded to the maximum capacity of the load test frame of 720 kips, without a failure of the pile or non linear deformation behavior of the pile. However, based on reasonable assumptions for tip and frictional capacity, we believe that the tested piles would be capable of supporting an ultimate load of at least 900 kips. Additionally, the seven 18" diameter steel piles driven at the site were dynamically tested during a combination of initial drive and restrike. The total average ultimate capacity under restrike was about 820 kips. However, the restrike testing tends to underestimate tip resistance. When combining the tip resistance from the initial drive and the frictional resistance from the restrike, the steel piles would have an ultimate capacity of about 1,000 kips. The capacities in the above table would require all augercast piles to have a minimum embedment of 25 feet into the dense sand bearing layer. Acceptance criteria for the steel pipe piles will be determined based on meeting the minimum tip elevations shown on Figure 5 and a driving resistance based on the results of a wave equation analysis of the pile and the contractor's pile driving equipment. Both the augercast and steel piles should be spaced a minimum distance of 3 times the pile diameter. We expect settlements of less than 1/2-inch for piles designed according to the above recommendations. Lateral loads acting on the garage will be resisted by a combination of passive earth pressure acting on the pile caps and grade beams as will as from the lateral resistance of the piles. The computer program ALLPILE was used to evaluate the lateral resistance of the piles assuming both free and fixed head conditions at the pile cap. The results of these analyses are summarized on Figures 6 through 21. The lateral capacities of individual piles within a group of piles is significantly less than that of an individual pile. Accordingly, the following reduction factors should be used for piles within a group: • 0.7 for 1 °` row (leading edge) piles • 0.5 for 2nd row piles • 0.35 for 3' and higher row piles 4.4 LATERAL RESISTANCE FROM PILE CAPS AND GRADE BEAMS In addition to the lateral resistance provided by the piles, the pile caps and grade beams can provide additional resistance to lateral loads from passive pressures acting on these foundation 05 -200 Geo Report.doc 3 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 elements. Specifically, passive resistance values may be determined using equivalent fluid weights of 500 and 250 pounds per cubic foot (pcf) for passive resistance compatible with horizontal movements of 1.0 -inch and 0.50 -inch, respectively, for a 5 -foot deep pile cap. This resistance assumes that the pile caps and grade beams are backfilled with clean, compacted, structural backfill. Reuse of existing site soils as backfill for the grade beams with nominal compaction would result in equivalent fluid weight of 250 and 125 pcf for passive resistance for horizontal movements of 1.0 and 0.5 inches, respectively. 4.5 STRUCTURAL FILL AND COMPACTION The existing near surface on -site soils may suitable for backfill adjacent to pile caps and grade beams provided that the fill does not contain an excessive amount of fines or debris. In general, all weather structural fill would include Seattle Mineral Aggregate Type 17 (2003 City of Seattle Standard Specifications, 9- 03.12(3)) or WSDOT Gravel Borrow (9- 03.14(1)). The backfill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. 4.6 FLOOR SLABS Slab -on -grade construction may be used within the parking garage knowing that following a large earthquake there is some risk of differential settlement that may require some maintenance, such as a topping slab or sealing of cracks. The magnitude of potential settlement may be reduced by repeatedly rolling the subgrade with a heavy vibratory roller to achieve a rum and unyielding surface. With this subgrade treatment, we recommend use of a modulus of subgrade reaction of 150 pci for the floor slab design. All floor slabs should be constructed on a minimum 4 -inch thick capillary break consisting of free - draining, crushed rock or well - graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. The floor slabs should be cast directly over a vapor barrier. The capillary break may be omitted if the floor slabs are cast on the existing asphalt surface of the parking lots. 05 -200 Geo Report.doc • 4.7 PAVEMENT DESIGN Assuming that there may be a limited amount of new pavement leading into the garages and that that primary traffic will be automobiles with only occasional heavy trucks, we recommend that the pavement section consist of 3 inches of Class B asphalt overlying 6 inches of Crushed Surfacing Base Course (WSDOT 9- 03.09(3)) over the compacted subgrade. All materials within 4 PanGEO, Inc. JTM Construction Southeenter Parking Garages February 9, 2006 the pavement section should be compacted to 95% of the materials maximum dry density, as determined using test method ASTM D 1557. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 OPEN CUT EXCAVATIONS Open cut excavations can be used in conjunction with construction of the pile caps and grade beams. We anticipate relatively shallow excavations will be required with depths typically less than 4 feet. Such shallow excavations can typically be accomplished with near vertical side slopes. Cut slope of 1(H):1(V) should be used for deeper excavations. 5.2 MATERIAL REUSE On -site soils with silt contents in excess of about 5% may be difficult to handle and compact during wet weather. If use of the existing soils is planned, any excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall 5.3 WET WEATHER EARTHWORK General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below: • Earthwork should be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing %-inch sieve. The fines should be non - plastic. • The ground surface within the construction area should be graded to promote run -off of surface water and to prevent the ponding of water. • Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil. Erosion control measures should be installed along all the property boundaries. • Excavation slopes and soils stockpiled on site should also be covered with plastic sheets. 05 -200 Geo Repon.doc 5 PanGEO, Inc JTM Construction Southcenter Parking Garages February 9, 2006 5.4 SURFACE DRAINAGE AND EROSION CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering excavations. Temporary erosion control may require the use of hay bales on the downhill side of the project to prevent water from leaving the site and potential storm water detention to trap sand and silt before the water is discharged to a suitable outlet. All collected water should be directed to a positive and permanent discharge system such as a storm sewer. It should be noted that the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations, and exposed slopes should be protected with visqueen. Temporary provisions may also be required such as the use of quarry spalls at the entrance to the construction site to reduce the possibility of the offsite transport of soil on the truck tires. Permanent control of surface water and roof runoff should be incorporated in the final grading design. In addition to these sources, irrigation and rainwater infiltrating into the proposed landscaped and planter areas adjacent to paved areas or building foundations should also be controlled. All collected runoff should be directed into conduits that carry the water away from the pavement or structure and into storm drain systems or other appropriate outlets. Adequate surface gradients should be incorporated into the grading design such that surface runoff is directed away from structures. 6.0 ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the new garages, PanGEO should conduct a review of the final project plans and specifications, and perform a field- monitoring program during construction. Specifically, we anticipate that the following construction support services may be needed: • Review final project plans and specifications • Verify implementation of' erosion control measures • Monitor pile installations • Verify adequacy of slab and pavement subgrade • Confirm the adequacy of the compaction of structural backfill • Other consultation as may be required during construction 7.0 LIMITATIONS We have prepared this report for use by the JTM Construction design -build team. Recommendations contained in this report are based on a review of pertinent subsurface information and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. 05 -200 Geo Report-doe 6 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 Variations in soil conditions may exist at locations away from the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold - related issues. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on- site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. Within the limitation of scope, schedule and budget, PanGEO engages in the practice of geotechnical engineering and endeavors to perform its services in accordance with generally accepted professional principles and practices at the time the Report or its contents were prepared. No warranty, express or implied, is made. 05 -200 Geo Report.doc 7 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 We appreciate the opportunity to be of service to you on this project. Please feel free to contact our office with any questions you have regarding our study, this report, or any geotechnical engineering related project issues. Sincerely, PanGEO, Inc. l aminas unwe& J W. Paul Grant, P.E. Principal Geotechnical Engineer 05 -200 Geo Report.doc 8 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 9.0 REFERENCES Shannon and Wilson (S &W), 2005a, Geotechnical report, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: report to Westfield Corporation, September 15, 2005. Shannon and Wilson, 2005b, Contract for design -build services, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: report to Westfield Corporation, October 27, 2005. International Building Code (IBC), 2003, International Code Council WSDOT, 2004, Standard Specifications for Road, Bridges, and Municipal Construction. 05 -200 Geo Repon.doc 9 PanGEO, Inc. RD•Si w1541THdat r rr 16gs. I'anGEE® Southcenter Parking Garages Tukwila, Washington VICINITY MAP Project No. 05-200 Figure No. 1 Approx. Scale: 1 in - 750 feet Fpt vk}n0y.pp1 2/81000(1:12 PM) MNX 4 0 0 0 A n_ Z 9 SITE AND EXPLORATION PLAN taMmdwr2200 214211094N A10 a. VPUIOtitl.: 1 PIG.2 R 1 0:S n'r... Gana nn� tanwb•Ekmle CPT•1 • t r. -SdA. 1M W NWURrt txaw" xa.w.le sewdwb.n. S ea.ar•¢..ww. II 8414 Q p.cyv..ywwndnp.at•4taaar !t.4.* Ind IOM*SS . a.wnabr Wqw. 14 843 a P.. ki w s� wva 8.117 ea ° JtP Ca Y MOON xttane Par. HI) H. " III.,[v.ermsrdffirretanitileasot ` tatiwoot 0.00no totem Pratt 1 00 A♦ c n:.uw wt_ Me. ropes evedoM1 c 00 290 0a411FM 1. p tAlafNa wn"cth. sad 111 oat 1-1 2 Altelnr» Steven m Fla1.Ntlniy.ppt 21M006(1:12 PM) MNX II 01 S w.sew:.T. 1 Emdka '}A Pe* 11.13 PP 1111 t_" }.c t••ete - -„ > -AMOPMEDPA a INet StRRNeNRR(NtEAA Pitt ten a 1.1,11.1TP rn . m an sF .m.>n..t Von ‚PP ef > <ea PP - `3 Pee PR f! 0 PPP I7 Vfl Beet tr r,.: NsRente Su! e• Feet VriPP EA•EEOt*n. E 3» A' seve t1tl -1 ITXgtI Peg •Mw,M* Penitent 11.. FSny tel.1. rL1.niN . #o�g. 1 PP <i.t.M.y. gird a! !e. tr+p Cp., Cin 4n>tnmr tre putt C.I ---- Cr -Wfl>, T![ 1EEP.P R -117 —ez*.r. P4, C rtr __OMel - -8 te!, apt.* tM — C. nw.*ra PEP/ Con. Pent-PPP CP -, - - -. T>N (CrTI A.tymsy,. R - r.Twr — .•rJe,*nr.en M10.0* 0 eM e BPSt7 e.t.h ^M +YYkn Test -- • ems U ^rectt. re Mtn.tenn Yes teC 2"" Np>g T pPEP:PPP} V.:.V -.> e•o-+:n hr ^Mere Mw' cTdCCx mm t*1 N1.>Nx41 SheprI ^t* to SCVMT.111t E+prtxe TLLk'Aee, Waste. a!tn GENERALIZED SUBSURFACE PROFILE A -A' S•ptr ber 4^ -OS 21. SHANNON E WetSON, INt. 1 nr , • • Fl91 idnily.OPt 202006(1:12 PM) MHX O 0 C_ C T Dl m m CO N 7C B = 10 co O 0? N 0] (0 N townro PrtGVOSED P'mq STRUOTURE I/REAM)�` 1 'RETARMVA PJ Owl St? RaJ "nor a9 ) P.9. nor 0.122 j 0- 23 � aasi OM.2ta/: , :. i • 0 allee Neat ,Yr MrTMI S' ` Jd ZIYM ROM 1 Ttti MAV•s4rn MReh oonmenee*On ms04si dfene0?• f;Reekq. v.e.0an MMen Op mno sin KIM ertan* Minn 2 Set Minn br HOP.I eirfr Are.rra a a -4, l ees 10 mo sxaw 60 0 I Lat 140 Fk ehrW Sn^e ?r RN -Moo =S]2X Rid HI SW on my • ' • i 0 0.4eu<a0a• • gkfKara.l is • , I o —r tiv e we.serW „_eTir .� •N ' • !Pre..•LO*. - ray Mee**: •,{j. * eM - _P ROPPDEOFINa0b era UOIV/R$A 16A H - CPT.1 0a1 Imo. s a4a A A:e nn �_ C' tam mry in or -4 West 0 r%Sfo+ tlp0:gi 3etehten10 F_T*n• . TUtaxa. W.Al2gsn GENERALIZED SUBSURFACE PROFILE C -C' !I It W n � a au c F)G.5 • Fip1 NdNty.ppt 2/82006(1:12 PM) MHX 8 N m It } CPT.I a c l! "'„Za m MM . � +W+4 n � 1 6 rp a ee d s n6�m 6.11. 18 5n,e"xi wwneu><N erIe t w!eo! 8434 e e °1o u .'" w # . +"e 2 sP,..a'.+""%t4wl�:$, 84" • Ae F. e a s e.. v a Pte'1815 6 -1 • ert42.2R�wa+t 4% SeuMnM Slnp{M1 I:ePwl lwlJ I LEGEND l t i Pont-Or X04) NV.laaa+ aPr'' L`fel 1MMIMpYMaN —.132— '41 meo1/414rnfrrr4W AlW Cx" 6C.eR.MRn liepelRMee ; • 1._ • 0 0 k—+ 1 Seen Pew X4:35 1.111" Maw ea ete*Pw Plbae by yle«d C"rnc • . N!! &1 }f@1 .e /44M 2 M epn.he 2.4,221M Seer&edw.e.- %VeetMM Shop". y l,.."n 5220v-enter E:FnnwM iu86te. 3201h3r$08 ESTIMATED PILE TIP ELEVATION MAP Septrrbet 300.5 21-110189 %4 iiHAMID6E 47.1011. MG 1 mg. Flgt Mdnity.ppl 2/8/2008(1:12 PM) MI0( t • n • • LLLL„,���� • 0 C 5 k ti Of f0 03 m is O co o m • ,n to to to ° o CD v 0 f0 m 0 MLfrM OM area Pon - irwathlftekesst IMnWY MOSY P. !0 40 36 32 25 21 20 16 12 8 4 0 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 00 02 04 06 08 10 1.2 14 18 18 20 IN aManton. yl .ln 10 3 6 32 28 24 20 15 12 8 4 0 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 40kips 0 20 10 80 40 100 120 110 180 180 200 Max. Moment In MM01. PM., Mmax -klp -ft Figure 91 NdMly.ppt 2190008(1:12 PM) MHx III WI' wr.weam narr era 0.a na mamma away arwar,nuee PILE DEFLECTION & FORCE vs DEPTH Pile below Ground • 0a . C a Depth from Pile 7 -MOM 1 C -M m2 k -lban3 e50 -% p .......................... Elevation (s) Top-5 DEFLECTION, ye-In MOMENT •ki P• R SHEAR .M -0.50 0 •0.50 -100 0 +100 -50 +50 120 33 Sand r Ple Top-ft 23 ! P 1 _ 51.5 33 Sam 60 37.5 29 0 10 —15 sr -o at 15.24 Send e— ter Parking C ila, Washing' —30 a — —45 22 — eae 35 0 e0 Send No. 05 —60 -37— _ PINTO — _ _ _ — _ — _ __ _ M40,000 Heed rr -0.315 Mo _ Head m 11 =0,0 Head Shear•20.4 _ SH0,000000 Max vt o 345 Max Momenl•73.5 Max Sheer+20.4 E tlprint 3 000 —75 Head SP0,000157 14n4•7854 42— Figure No. 7 LE CAPACITI ST FREE HEi ERAL LOAD 80 -07= Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 20kips Figure 91 NdMly.ppt 2190008(1:12 PM) MHx III WI' Fl/31 Ndrily.ppt 2192008(1:12 PM) MHX 0 O T C m 0 AWNS 801 nano 1—s auto, I d Ilichs1Da Moto f RI Pee Top-8 — 0 —30 — 45 —60 15 — 90 DEFLECTION, yt an -1.00 0 y=0 at 10.54 51.0 .515.04 +1.00 - POe71p .— - — _ Yt- -0.000 Heady= .872 - 5=0.000000 Max Y= -0.672 —75 Head 51=0.000524 P -200 PILE DEFLECTION & FORCE vs DEPTH MOMENT -klp -R 0 Heed Mom nt Max Moma =122.5 +200 -50 SHEAR -kip 0 — Head Shear30.6 Max Sheer-90.0 E- dpM2•3000 1- 101.7851 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 30kIps Pile below Ground +50 Y - 18/03 + C.kIpllp k - I,8n3 e50 - % 120 33 0 90 Sand 57.8 33 0 80 Band 37.5 0 10 Band 52.6 35 0 a0 Sand Figure Elm on PIIM Top -8 23 — 8 -22 -37 -52 57 — Fl91 vkdnht ppt 2/92006(1:12 PM) MHX 0) 0 C 0 2 W N e, CO -r N r S 0 co m r') 0 61 m 10 w N a 0 to MUM! Ste CMTM eaM1 awali"ew Unitise b SMn14 Pee Depth (z) from P le Top-11 —0 15 30 —45 — 60 Pile Tip - -_. Th0.000 — SM0.000000 — 75 —90 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground DEFLECTION, yl -In -2.00 0 +2.00 -200 0 yh0 at 112 -n Sk0 at 16.7 -6 MOMENT -Mp -1t Head TP1.050 Head Mom nt-0.0 Mat Y141.050 Max Mome F175.0 Head Sh0.001048 200 -50 SHEAR alp 0 Head Shear41.2 Max Shear Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 40kips T -I5M3 + C -kipM2 k- Iblln3 e50 -% 0.. _. _3 ... _..... ...._ ....... - .. . +50 120 33 0 90 Sand E- kpan2Y3000 I- 1n4a7854 57.8 33 0 60 Sand 37.6 29 0 10 Sand 62.6 35 0 60 Sand Figure -22 Elevation from Pile Top-6 23 — -37 -52 47 • Fgt NdNly.ppt 282006(1:12 PM) MMX i • e N 0 C . 5 � I d A 3 O x 7 7 to 7 m O to 0 0 0 0 m 0 0 M1+ae UM CHM. Man .w&dare.• Unwed a WWI u. 9.4E0 40 38 32 28 24 20 18 12 8 4 0 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 0.00 0.03 0.08 0.09 0.12 0.15 0.18 0.21 024 0.27 0.30 Head We Hon. yt 4n 3 40 38 32 28 12 8 4 0 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 40kips 0 20 40 80 80 100 120 140 180 180 200 Max. Moment In BMW* PIM, Mmax -klp.R Figure Fi91 vldniy.ppl 2)92005(1:12 PM) DWI 10 o 0 -u a . m a Z 0 r Z 0 N O yr IC; D -I 30 v m � r r n r en - -n ova m � 0 v ALLAlO arrt.aara• amehlftelt.com Limon Mklblla MFO Loma' (0 P le Tope —o —15 30 45 60 —90 -0.10 DEFLECTION, ya -In 0 yt0 at 12.4-II St-0 at 17.5-5 Pile Tip — _ — YI=0.000 Heed Yl 0.095 s Max )1=0. 95 75 Head S1=0.000174 +0.10 4 -100 PILE DEFLECTION & FORCE vs DEPTH _.._- _._ ........ .._._- ...... Pile below Ground MOMENT -kip-R 0 Head Moment- -75.0 Max Mama 1=75.0 +100 -20 SHEAR - kip 0 +20 Mead 5hear20.0 Max Shear 5-k4m2.3ooa I-Fd=7e5d y -Ib/a3 4 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P=20kips Figure C- klp)Ip k -Ibdn3 .50-14 120 33 a 90 two 57.5 33 0 50 Send 37.5 29 a 10 Band 52.5 35 0 50 Sand Elevation from Pile Top -a 23 —, -22 -37 -52 437 0 Fb1 NCnity.ppt 21912005(1:12 PM) MHX e • • 0 • a (1) 0 e 3- S rs _m 0 N T 7 5 7 to t o to O to • F3 t0 ID CO 8 N 11 0 c Z O N [- '3a5 O C 0 U 9 n 5 s Az-I rXD OOD Om � D 0 MS•xee) CMTMW _•$M•I.na Ik•w•e MYyp, 101020 Depth (y from PIM Top-ft —0 —15 — 30 — a5 — 60 —90 PILE DEFLECTION & FORCE vs DEPTH Pile below Oroune DEFLECTION, yt 0 +020 -200 ro et 13.0.0. Sten et 16.4 -6 Pile Tip — _ Yh0.000 Heed YM0.775 Sh0.000000 Max YR-- -0.175 — 75 Head 5t•0.000362 v MOMENT -kdp-Et 0 Heed Mom nh -727.7 Max Mome M121.7 +200 -50 y -lbm3 t C- kip/l2 k -IEAn3 e50 -% Elevation 0 a50 120 33 Send 90 from 23 SHEAR -kip Head Shear30.0� 9-1:0M2.+3000 Max Shear30.0 14+1•7651 57.6 33 0 60 Send 37.6 20 0 10 Send -22 62.6 35 0 80 — Send Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 30kips Figure -37 52 -67 • e. •• u • , Pt Fpt nclniy.ppt 219/200651:12 PM) MHX s N 0 0 r c 9 D 5 0 m C r my i m � m() rmU rn .53 > ° 0 m � ° AU.Paa ad PMCS, W. a nt.aa list* YW3a PantO Comm (4 PI e Top-ft ' — 15 — 30 —45 —60 —75 — 90 DEFLECTION, yt -In -0.50 0 +0.50 - 200 r1-0.000 HeedY1=0.280 St=0.000000 Max YMC1. 80 Head St- 0.000663 4.0 at 13.8 -6 S@0 8119.141 V PILE DEFLECTION & FORCE vs DEPTH MOMENT -Mp-II 0 Mead Moment= -174.2 Max Mom. x174.2 +200 -50 SHEAR -Idp 0 PII. below_Dlpun6 +50 Head Shearv40.0 Max Shear40.0 E -104n2 =3000 1 -N4 =7654 y -Ibt10 4 C- kip612 k -Ib /n3 a50 -% Eleve(on 120 33 0 90 from sand Pile Top-It 23 — 57.6 33 0 80 Sand 37A 29 0 10 seed 62.6 35 0 80 Sand Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P =40kips Figure 8 -22 -37 -52 -67 D 3 4 Fl91 NdnitS9pt 2/92008(1:12 PM) MHX n ■ y O C St S 10 T r O E . m O Ca 0) o <ID co N °o "0 0 a 9 9 m 9 DA r 1 m - m r -0 m t1 n m - mm x m D D -I v x m 0 NFP Pam CHAO, w. ...tlin» Merl a Yaw waao 40 38 32 28 24 20 18 12 8 4 0 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 0.00 0.09 0.18 0.27 0.38 0.45 0.54 0.83 0.72 0.81 0.90 Head D■MeBen, yt do 40 38 92 28 24 20 18 12 5 4 0 Southcener Parking Parages (2) Area C -18" Steel Piles, Free Head IMMINIMINEME ■ 0 20 40 80 80 100 120 140 180 180 200 Max. Moment In Single PIN, Mmax •klp8 Figure 1 Fipt Ndnity.ppt 2/9/2006(1:12 PM) MIX • • ■ • 0 N 0 0 ALUM >0 CMlM aOan waAOptea a•••• 1111~7a M1fie Depth (21 from P le Top-It -0.50 0 _ - 0 — 25 —50 — 75 — 100 —125 — 150 Pile Tip -. .n==0.000 st=0.000000 DEFLECTION, yt -IR 0.50 -100 PILE DEFLECTION & FORCE vs DEPTH MOMENT 4Ip4t SHEAR -kip 0 +100 -50 0 MI6 below Ground yko at 11.14 S$0 it 16.6 -R ... Head t=0 7 Max. tt=O. 12 Head Ste -0.000050 9 Head Mom nta0.0 Max. Moms t =70.5 Head Sbear-20.4 Max. Shear -20.0 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P= 20kips 50 E- Iop/12- -29000 1 -ina =1053 7 -Ibf01 d C -Mp/I k -IORn3 e50 -% EleteDon ... Pom 1200 33 ....... 0 ...... _...e0 PIN Top-It Said 23 — 57.6 33 0 50 Sand 37.6 29 0 10 Sand Figure 1 62.6 35 0 eo sand -2 -27 -52 -77 -102 -127 woe • " a ♦ a F101 Mtlnityppt 21912006(1:12 PM) MH)( n • a 07 0 C _ C o 2 W N W 00 en OC 7 m to y 0 00 7 -1 10 N N V to 2 0 O A J ° °s o —I —mA v rrr v T rm u M m D=n 0 a MAU 1101 CkahY Saban .na d,sw Uparindb Meise11M M13Eo Depth (4 Pile top6 —o - 25 -50 -75 -100 - 125 -150 Pile Tip — Tr -6.000 58. 0.000000 DEFLECTION, yt Yn PILE DEFLECTION & FORCE vs DEPTH Pile below Ground SHEAR - kip - 1.00 0 +1.00 -200 0 +200 - 50 MOMENT -kip -R 31.0 at 11.7 -6 S•0 at 17.64 Head Y� 0.587 Head Mom ntF0.0 Max \t0.587 Max Mome $131.7 Head St- 0.000179 — Head 5 Max Shear-30.6 E -Id• 4.1053 I- 914 +1053 Southcener Parking Parages (2) Area C -18" Steel Piles, Free Head, P= 30kips 50 578 C -kp512 k -10fn3 e50 -% Elevam fan fro Pile top-It 23 - a 60 Send 37.6 29 0 10 Send Figure 62.6 35 0 60 send -27 - -77 -102 -127 Fi01 vltlnity.ppt 26K2006(1:12 PM) MHX 0 O C _ C 3 O 60 W C 5) co 7C Z. 0 • to 10 O m o m m N N 0 0 V T to co 0 ML-Ream CNfwna"wa awWseaM Ieewdb abaaaa P•10E0 Rom ($ P le Top-ft —0 — 25 — 50 —75 — - 100 — 125 150 Pile Tip .. -. 11=0.000 SW0.000000 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground DEFLECTION, yt -In 0 Head Yt=0.894 Mex YRO. 94 Head St-- 0.000288 yt40 at 12.2-ft SRO at 18.0-ft +1.00 9 -200 MOMENT - ldp-It 0 +200 Head Mom nt-0.0 Max Momen$188.3 -50 SHEAR alp 0 Head Shear -40.9 Max Sheer +50 E- k1+/in2 =29000 l- 04.1053 y -10/63 4 C -klp/I k -lbdn3 e50-% 120 33 0 90 Sand 57.6 33 0 80 Sand 37.8 29 0 10 Sand 62.6 35 0 80 sand Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, Pr4Okips Figure Elevation from Pile Top-ft 23 — -2 -27 -52 -77 -102 -127 & .., •a 4 a a Fl91 vidniy.ppt 2/82008(1:12 PM) MHX 0 C _ C 7 w m �0) u) 7 0 7 t0 to 0 0) o to to N N 00 0 g 0 T 0 m 2 0 O D m r � 17 n � M a T n am M D + v x m v NLREAW CMwA sews vwdWWuwn Uawle MWY*., M1OEO 40 38 32 28 24 20 18 12 8 4 0 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 0.00 0.03 0,08 0.09 0.12 0.15 0.18 0.21 0.24 0.27 0.30 Hue as Ben, 714n 40 38 32 28 24 20 18 12 8 4 0 Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P= 40kips 0 20 40 80 80 100 120 140 180 180 200 Max. Moment In Single PIIE, Mmix 4np4t Figure v • AM • • r FI91 bl dNy.ppt 2/a12000(1:12 PM) MHX 0 0 0 0 no c a 0 a O x m s - u rn sr m ° r m m r rmt ODD Om - a1 v MLAt be MTN.$*we w -slaWas W-W\ IlleS0 la Pacto Depth (Xi P le Top-ft —0 — 25 — 50 — 75 —100 — 125 — 150 Pile Tip — Tt-0.000 St-9.000000 DEFLECTION, yt -In SHEAR -kip -0.10 0 +0.10 -100 0 +100 -20 0 mil PILE DEFLECTION & FORCE vs DEPTH MOMENT -Mp-R 31=0 at 13.0-ft Sko at 19.1-0 Head th .088 Mee 1140.086 Head St=- 0.000038 Head Mom nt -79.4 Max Mome t79.4 — Head Shear-20.0 Max. Shear =20.0 E - l-ii4 29000 I- nd•1053 Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P= 20kips PIIe�D lovt_CZr9yncl_ +20 7 -Ib/ 3 C- kIpAl2 k -IbAn3 e50-% Eleva on from 120 33 0 90 Pile Top-ft sand 23 57.6 33 0 60 Sand 37.6 29 0 10 Sand 62A a5 0 ea Sand Figure -2 -27 -52 -77 -102 — -127 — Fi91 uldnity.ppt 219/2006(1:12 PM) MHX n • Wi • rn O C_ C N .0 to - 0 2• • B ✓ t0 m 0 O 93 7 W to N H 0 0 C z 0 OD ea ? v m » 5 m m m 1 r- X D O o> > 10 v MLJ,[ 100$ CMT■iO,e. wouYiaa=a Ward• VMS au h0F0 Depth Oft P le Top-ft —0 25 50 75 100 —125 —150 DEFLECTION, yt -In MOMENT -klp-R +020 -200 0 sR0 at 13.64 SRO at 19.5-ft Pile Tip — - - — - 1%0.000 Head 3%0.159 51=0.000000 Max T1.0.159 Head SR -0.0001173 V PILE DEFLECTION & FORCE vs DEPTH Pile below Ground, Head Morn nR -130.0 Max. Moms 1=130.0 +200 -50 SHEAR -kip 0 Head Shear Max. Shear=30.0 Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P =30kips +50 E- Nylb2•29000 I -hN =1053 y -IbAOi $ C- klp/112 %lben3 e50 -% 120 33 0 k0 Sand 57.6 33 0 00 Sand 37.6 29 0 sand 82.6 35 0 60 Sand Figure I 0 Elevabon from l Top-ft 23 — -2 -27 -52 -77 -102 — -127 — 7. Fgt Ntlnity.ppt 2)9/2006(1:12 PM) MEM i e • a (A 0 c d m re -I N r S 3 o • m m C) o N • N m N 0 N.) C Z a to t fn • 01 mo m5 r > -0 m ° r m m T r m -o O 0 > oo > 10 0 v Altai an Steak Sawn tawM4m thnMY MSEO L. Paaea Noma (z) PI a Top-It 0 25 50 75 100 125 150 DEFLECTION, yt -In -0.50 0 +0.50 -200 Y•0.000 Head Yt= .244 St- 0.000000 Max Y•0.244 Head 5t=- 0.000115 yh0 at 13.9 -8 Sh0 at 19.8 -1 PILE DEFLECTION & FORCE vs DEPTH -. -_. _..... ....- .. _.. Pile belowGtpung_ MOMENT -Mp- t 0 +200 s5 Head Mom n1- -183.3 Max Mama 1-183.3 SHEAR -Mp 0 +50 II 1II I I I I I I I1) I II Haid Shaar40.0 Max Shear-40.0 E- I- tnal 2S000 1-"4.1053 y 417/10 a C- kip/1t2 k -IbAn3 e50-% 120 33 0 90 Sand 57.6 33 0 60 Sand 37.6 29 ....... o 10 Sand e2.e 35 0 e6 Sand Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P =40kips Figure Elan on from Pile Top-ft 23 — -52 — -102 — -127 — r r a • Fa *lam *wait r Westfield COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Additional Structural Calculations -Submitted with Foundation Permit Plan Review Responses- for the Southcenter Parking Structures FSI Architects REVIEWED FOR CODE COMPLIANCE 4 - - e000nUFD MAY 112006 S05- 1622 -01 EXPIRES 7/25/07 Prepared by: Tim Mealy Seth Stapleton PO eD13 City Of Tukwila RI ITLIITNC nnRSTnW latent Poree-neentino metres R,ghdrwnrd Braced Names ' Removal of an individual brace. or connection thereto, would not result in more than • a 33% reduction in story strength, nor does the resulting system bare an extreme torsional insularity (horizontal structural irregularity Type lb). Moment Frames Loss of moment resistance at the beam- toeolumnc000ections at both ends oft single beam would not result in more than s 33% reduction in story strength, nor does the resulting system have an extreme torsional inegubuity (horizontal structural irregularity 'Type Fb Shea wails or Wall Pier with a height -to- lengthratio of greater than 1.0 Removal of a shear wan or wall pier with a height -to- length ratio rater than 1.0 within any gory, or collector connections thereto, would not result in more than • 33% reduction In story strength, nor does the resulting system -hari rizo insularity y y ntal structure! irregulum Type y ---- (horizontal Type lb). Columns . Loss of moment resistance at the base connections of any single cantilever column would not result in more than • 33% reduction in story strength, nor does the resulting system have an interne torsional insularity (horizontal structural irregularity Type lb). Other No requirement ' 12.3.4.1 Conditions Where Value of p is 1.0. The value of p is permitted to equal 1.0 for the following: 1. Structures assigned to Seismic Design Category B or C. 2. Drift calculation and P -delta effects. 3. Design of nonstructural components. 4. Design of nonbuilding structures that are not similar to buildings. 5. Design of collector elements, sjrlices, and their connections • for which the load combinations with overstrength factor of Section 12.4.3.2 are used. 6. Design of members or connections where the load combi- nations with overstrength of Section 12.4.3.2 are required for design. 7. Diaphragm loads determined using Eq. 12.10 -1. 8. Structures with damping systems designed in accordance with Section 18. 123.4.2 Redundancy Factor, p, for Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, B, or P, p shall equal 1.3 unless one of the following two conditions is met, whereby p is permitted to be taken as 1.0: a. Each story resisting more than 35 percent of the base shear the direction of interest shall comply with Table 12.3 -3. b. Structures that are regular in plan at all Is provided that the seismic force - resisting systems consist of at least two bays of seismic force - resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35 percent of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height for light- framed construction. 126 TABLE 12.3 -3 REQUIREMENTS FOR EACH STORY RESISTING MORE THAN 35% OF THE BASE SHEAR 12.4 SEISMIC LOAD EFFECTS AND COMBINATIONS 12.4.1 Applicability. All Members of the structure, including those not part of the seismic force-resisting system, shall be designed using the seismic load effects of Section 12.4 unless otherwise exempted by this standard. Seismic load effects are the axial, shear, and flexural member forces resulting from ap- plication of horizontal and vertical seismic forces as set forth in Section 12.4.2. Where specifically required, seismic load effects . shall be modified to account for system overstrength, as set forth in Section 12.4.3. 12.4.2 Seismic Load Effect. The seismic load effect, E, shall be determined in accordance with the following: 1. For use in load combination S in Section 2.3:2 or load com- bination 5 and 6 in Section 2.4.1, E shall be determined in accordance with Eq. 12.41 as follows: E =Es +E, (124 -1) 2. For use in load combination 7 in Section 23.2 or load com- bination 8 in Section 2.4.1, shall be determined in accor- dance with Eq. 12.4 - 2 as follows: E = Eh - Ev (124 -2) where E = seismic load effect Ea = effect of horizontal seismic forces as defined in Sec- tion 12.42.1 E, = effect of vertical seismic forces as defined in Section 12.4.2.2 12.4.2.1 Horizontal Seismic Load Effect. The horizontal seis- mic load effect, Er„ shall be determined in accordance with Eq. 12.4-3 as follows: Ea = PQs (12.4-3) where Qs = effects of horizontal seismic forces from V or F When required in Sections 12.5.3 and 125.4, such effects shall from application of horizontal forces simultaneously . in two directions at right angles to each other. p = redundancy factor, as defined in Section 12.3.4 12.4.22 Vertical Seismic Load Effect. The vertical seietriic :. load effect, E„ shall be determined in accordance with Eq. 12.4.4; as follows: E, a 0:2SDSD (12.4 -4). where SDS = design spectral response acceleration parameter at shoat periods obtained from Section 11.4.4 D= effect of dead load EXCEPTIONS: The vertical seismic load effect. E,. is permitted to taken as zoo for either of the following conditions: 1. In Egs.124- 1,12.4- 2,1245, and 12-6 where SDS is equal to or Iasi than 0.125. - .. . ---- 2:loSq.12:42 where deiermining demands on the soil-structure in of foundations. 12.4.23 Seismic Load Combinations. Where the prescn seismic load effect, E, defined in Section 12.4.2 is combined WI the effects of other loads as set forth in Chapter 2, the foil seismic load combinations for structures not subject to flood atmospheric ice loads shall be used in lieu of the seismic loe combinations in either Section 2.3.2 or 2.4.1: ASCE 14 A -I Garage A I rNauD65 0.2% D S, (,o) 0.9D + 0.7E Pier Shear Wall Length Moment 90% of M Dead Load Live Load Max C Max T (ft) (kin) (k -ft) (kips) (kips) (kips) (kips) 1 1 34 19232 244 60 2 1 34, > 19232 244 60 3 3 31 14089 203 27 4 2 42 24468 254 53 5 4 38 24510 C 274 81 6 5 29 13773 209 37 7 3 31 14081 203 26 8 2 42 4 24468 , t 254 53 Live Load (kips) 0.9D + 0.7E Max C Max T (kips) (kips) D +L +0.7E 1.2D L +0.7E Max C Max T ax C Max T (kips) (kips) (kips) (kips) 254 29 265 -2 254 29 265 -2 215 -8 225 -38 273 -5 285 -38 285 49 295 17 219 6 229 -22 215 -9 225 -38 273 -5 285 -38 Shear Wall Footing Pile Design Forces Garage B Pier Shear Wall Length Moment (ft) (k -in) 1 6 50 2 6 20 3 2 42 4 2 42 5 1 34 6 1 34 7 8 42 8 7 22 90% of M (k -ft) 36600 7-497.6 19745 19745 18674 18674 28479 7614 - ?£V1SE D CaAPl2.ES'S IV t: / TC -04cI LE, FORCES ACCcuNT f0 A MIN. of (5) P1L €S i JD€R- S1kek2New u.. Acs St- loWtJ. - EKc6PT SW -7 (4 Files) (I) -v NS'O'J PILES 0) c 04 ccni 04 scot- PIc.4S 311 92 163.01 55 11.0055 215 13 215 13 238 55 238 55 288 86 238 4 4 -S -o6 5E5 of GrovJ) Load; 01 ) ) o 4 Gre.✓. + L + 0.7E Max C Max (kips) (kips) 320 65 170.333 446 235 -46 235 -46 249 23 249 23 307 29 276 -33 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. Designed By 5SC Date: 4 -0-06 Client: Checked Br 113 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • R 206/343 -5691 Sheet of A-3 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 4/1012008 Time: 2:38:41 PM Fi le: rampwall 1 - PROJECT TITLE SC garage 1.1 DESIGN STRIP ramp wall 2- MEMBER ELEVATIO Utl 28.00 1 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 BOTTOM REBAR 5.1 User selected 5.2 User selected r . 5.3 ADAPT selected 0 ... 5.4 ADAPT selected 6 - REQUIRED & PROVIDED BARS 8.1 Top Bans max too c [ In 04- requIred I 11 11 I II provided Ol e- H 1.2- la 62 Bottom Bars M8X 0 tk s CPcit4 7- SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size 93 Legs: 2 Spadng lin) 41 - / aat 7.2 User-selected ' Bar Size 0 Legs: a . 7.3 Required area - °Mt- en2/ft] 0.040- 0.02C- 0.00C 8 - LEGEND 9- DESIGN PARAMETERS 9.1 Code: ACI fe E; 3 kr)! 4= 60 9.2 Rebar Cover: Top a 3 In , ongltudinal) 4 = 80 IS (shear) =DID Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) Ai C5c.a.ste_S 4 Lor‘ Sea is a to A.1)ecor" wa cvskef 10 - DESIGNER'S NOTES A-4 p p COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Structural Calculations GccP) s e7 for the Peer!: No. Westfield (—anions. Southcenter Parking Structures FSI Architects 3 -2 -2006 S05- 1622 -01 EXPIRES 7/25/07 Prepared by: Tim Mealy, P.E. Seth Stapleton Brian MacRae ME CONY REVIEWED FOR CODE COMPLIANCE Onnnnucra AUG 1 7 2006 City Of Tukwilo BUI LDING DIVISION CITY of TUKWILA MAR 06 2006 PERMIT CENTEH 170(r Ut3 Ed", COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Westfield Southcenter Parking Structures Structural Calculations Table of Contents Criteria Pile Gravity Design Grade Beam Design Seismic Pile Design Criteria Seismic Criteria Lateral Analysis Pile Seismic Design Pile Cap Seismic Design Shear Wall Design Shear Wall 6 Revised Calculations Misc. Structural Calculations r C -1 - -2 G -1 -G -7 B -1 -13-35 D- 1 - D- 18 S -1 -S-4 L-1 -L- 18 P- 1 -P -31 V -1 -V -4 W -1 -W 50 R- 1 -R -10 M -1 -M -3 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINIEF_RING CORPORATION Criteria Criteria: Southcenter Garage Fire Code: Proj. No.: S05- 1622 -01 Proj. Engr(s): BRIM, SES Rev. Date: 3/2/2006 Structural Occupancy Category II (IBC Table 1604.5) Wind: 2003 IBC, 85 mph, Exposure B I = 1.00 Type IA and IB FR (S-2 occupancy) per IBC Section 406.3.3 and 40635 Ramp access open parking garage per IBC Section 406.3 Required separation between 5-2 levels must be 2 -hour per IBC Table 601 IBC Table 720.1(1) Required PT cover = 1 3/4" @ ext. spans 1" @ int. spans Seismic 2003 IBC, Seismic Use Group 1, Seismic Design Category D Seismic Use Group I (IBC Section 1616.2) Seismic Design Category D Rigid concrete shear walls I = 1.00 Ss = 1.42 S = 0.49 Sps = 0.85 Sm = 0.78 R = 5.0 St = 2.5 Cd = 3.5 Soils: Based on Soils Report 05 -200 by PAN GEO dated February 9, 2006 Allowable Soil Bearing Pressure = N/A psf Footing depth =18 inches exterior, 12 inches interior (minimum) Friction coefficient = N/A Static Passive Earth Pressure = N/A pcf Active Lateral Earth Pressure (Unrestrained)= N/A At -Rest Lateral Earth Pressure (Restrained)= N/A Traffic Surcharge = N/A Hydrostatic Pressure = N/A Seismic Site Class = E Augercast Pile Capacity (comp /tens /lateral) = 450 /350 /40 Kips Steel Pipe File Capacity (comp /tens /lateral) = 450 /300 /40 Kips Page 1 of 2 COUGHLIN PORTER LUNDEEN Reviewed By: Date: Print Date: 3/2/2006 L—1 Criteria: Southcenter Garage Deflection Criteria (Wood or Steel Framing) For all Beams U.O.N.: Roof Beams: Perimeter Roof Beams: Interior Roof Beams: Floor Beams: Perimeter Floor Beams: Roof Loadings Live Load Snow (Drift Lading Not Applicable) Floor Beams which directly support brick veneer. Post - tensioned Level Loading Live Load (Reducible U.O.N.) Garage (Reference Table 1607.1 and Section 1607.9.1.2) Corridors/Stairs Dead Load Parking (Sprinkler and Misc.) Interiors (not including slab weight) Floor Finish Allowance Sprinklers & Misc. Exteriors Wall Dead Load Exterior Walls with 8" Masonry Veneer Exterior Walls with 4" Masonry Veneer Page 2 of 2 I COUGHLIN PORTER LUNDEEN A fot = L/240 Superimposed di t d u , = 1/360 or 3/4" A u = 1/360 Superimposed d +d ci = 1/360 or 1/1" (confirm with Arch'l Joint Detailing) A L ,, = 1/600 or 3/8" (confirm with Arch'! Joint Detailing) 25 psf 40 psf 100 psf 10 psf 2.0 psf 8.0 psf 10 psf 85 psf (surface area) 45 psf (surface area) Print Date: 3/2/2006 G -2 COUGHLINPORTERLUNDEEN ACONAATING SIRUCIURAL AND CIVIL ENGINEERING CORPORATION Pile Gravity Design 0 0 0 y x 0 0 0 0 24 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered wolumn type: Structural Bars: ASTM A615 Date: 03/02/06 Time: 08:53:36 -600 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 1600 (Pmax) (Pmin) File: P:\Southcenter Design -Build Garages \ENG \Concrete\Columns\Typ 24x24.col Project Southcenter Garage Column: Typ 24x24 Engineer. BRM Pc = 4 ksi fy = 60 ksi Ag = 576 inA2 8 #8 bars Ec = 3605 ksi Es = 29000 ksi As = 6.32 inA2 Rho = 1.10% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 276481,04 e u = 0.003 in/n Yo = 0.00 in ly = 27648 inA4 J Beta1 = 0.85 Clear spacing = 8.63 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 600 Mx (k -ft) tIPIcA1- GoWMN ... 09:21:10 Licensed to: Coughlin Porter Lundeen, Inc. Typ 24x24 General Pile Name: P: \Southcenter Design -Build Garages \ENG \Concrete \Columns \Typ 24x24.col Project: Southcenter Garage Column: Typ 24x24 Engineer: BRM Code- ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Structural Material Properties: f'c - 4 ksi Ec - 3605 ksi Ultimate strain - 0.003 in /in Betel - 0.85 Section: Rectangular: width - 24 in Depth - 24 in Gross section area, Ag - 576 in'2 Ix - 27648 in 4 Xo - 0 in Reinforcement: Reber Database: ASTM A615 Size Diam (in) Area (in'2) Size Diem (in) Area (in'2) Size Diem (in) Area (in "2) 4 3 0.38 0.11 4 4 0.50 I 6 0.75 0.44 4 7 0.88 4 9 1.13 1.00 # 10 1.27 114 1.69 2.25 4 18 2.26 Confinement: Tied; 43 ties with 410 bars, 44 with larger bars. phi(a) - 0.8, phi(b) - 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: All sides Equal (Cover to transverse reinforcement) Total steel area, As - 6.32 in'2 at 1.104 8 48 Cover - 1.5 in ...,_- actored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux No. kip k -ft ••• Program completed as requested! *•• fy is 60 ksi Es - 29000 ksi Iy - 27648 in'4 Yo - 0 in fMnx k -ft fMn /Mu 1 775.0 300.0 421.6 1.405 0.20 4 5 0.63 0.31 0.60 4 8 1.00 0.79 1.27 4 11 1.41 1.56 4.00 6 -z Seth Stapleton From: Paul Grant [pgrant@pangeoinc.com] Sent Monday, January 09, 200611:42 AM To: Seth Stapleton; Jim Coughlin Cc: Brian MacRae; Tim Mealy; O'Leary, Martin Subject: RE: Southcenter Garage Seth, Piles installed to the tip elevations shown on Figure 7 of S &W's report of Oct. 27, 2005, would have the following Notes: 1. Pile Capacities for South Center Parking garages are based on S&W report of October 27, 2005, with all piles installed to minimum tip elevations shown on Figure 7 of the SW report 2. Two 20" diameter augercast piles were load basted to 720 kips, the maximum of the testing equipment, without a failure of the pile. The maximum tested load is less that the 900 kip ultimate load assigned for these piles by StrW. 3. Seven 18" diameter steel pipe piles were dynamically tested during a combination of initial drive and restike condition. The total average ultimate capacity under restrike conditions was about 820 kips, which is less than the 900 kip ultimate load assigned for these piles by SEW. Please call with any questions. W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantepangeoinc.com Direct / Cell 206- 406 -4036 Office: 206-262 -0370 Fax: 206- 262 -0374 From: Seth Stapleton [mailto:SethS @cplinc.com] Sent Monday, January 09, 2006 9:22 AM To: Paul Grant; Jim Coughlin Cc: Brian MacRae; Tim Mealy Subject: Southcenter Garage Paul. 1/9/2006 rn�c L V1G G -1 Pile Capacity (Kips) 20" Au ercast 18" Stee Pipe Allowable Ultimate Allowable Ultimate Compression 450 900 450 900 Tension 350 750 300 600 Seth Stapleton From: Paul Grant [pgrant@pangeoinc.com] Sent Monday, January 09, 200611:42 AM To: Seth Stapleton; Jim Coughlin Cc: Brian MacRae; Tim Mealy; O'Leary, Martin Subject: RE: Southcenter Garage Seth, Piles installed to the tip elevations shown on Figure 7 of S &W's report of Oct. 27, 2005, would have the following Notes: 1. Pile Capacities for South Center Parking garages are based on S&W report of October 27, 2005, with all piles installed to minimum tip elevations shown on Figure 7 of the SW report 2. Two 20" diameter augercast piles were load basted to 720 kips, the maximum of the testing equipment, without a failure of the pile. The maximum tested load is less that the 900 kip ultimate load assigned for these piles by StrW. 3. Seven 18" diameter steel pipe piles were dynamically tested during a combination of initial drive and restike condition. The total average ultimate capacity under restrike conditions was about 820 kips, which is less than the 900 kip ultimate load assigned for these piles by SEW. Please call with any questions. W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantepangeoinc.com Direct / Cell 206- 406 -4036 Office: 206-262 -0370 Fax: 206- 262 -0374 From: Seth Stapleton [mailto:SethS @cplinc.com] Sent Monday, January 09, 2006 9:22 AM To: Paul Grant; Jim Coughlin Cc: Brian MacRae; Tim Mealy Subject: Southcenter Garage Paul. 1/9/2006 rn�c L V1G G -1 Southcenter (Wage BuiMNg B Column Lads • COL. ID LEVEL DL (P60 LL (p90 Col. S.W. ( P MPS P Ws) P (IOW) P OOP+) Pet Odes) Pa (kips) Po. (kips) P, f^Ps)I P (kW) Pu (Mos) P, 3rd 99 57 0 310 2nd 99 32 7.2 1M 10.8 3rd 99 57 0 2nd 99 32 72 lit 10.8 3rd 99 67 2nd 99 32 161 0 72 10.8 310 TRANSFER IRANSI+R MISC. MISC. Clad ( SERVICE c, °-: r.55•5 170•a ° 3N 99 57 0 485 2nd 99 32 7.2 1M 10.8 465 5 51 27 78 61 42 104 5 I 109 41 151 131 16 187 120 41 161 144 48 210 :a5 3rd 99 2nd 99 32 lit 57 0 1.2 10.8 40 40 5 6 9 2 11 I 11 25 4 29 30 38 4 39 43 4 6 6 14 34 49 7 yi.'.ou:" 2 .Hm 1 Y # #j 3rd e9 57 0 2nd 99 32 7.2 lit 10.8 1240 1240 123 71 193 147 113 253 110 383 303 177 260 110 374 316 in 60 4 493 3rd 115 57 0 2nd 115 32 7.2 1M 10.8 1550 1550 45 42 I 223 88 312 I 268 451 138 Sgt 654 482 138 0 7 654 141 221 221 409 762 775 3d 99 2nd 99 1st 57 32 0 7.2 10.8 1550 1550 22 22 I 175 358 369 86 138 138 284 I 211 430 507 443 141 221 221 352 I 650 663 R 'ro:w.;rry sm 2nd 99 32 to 99 57 0 7.2 10.8 390 390 7 7 I 45 22 35 108 35 67 I 67 132 H7 143 130 68 36 66 90 172 185 880 880 rer 3rd 120 57 0 1100 2n0 132 32 7.2 1st 10.8 1100 41 173 63 236 I 206 41 366 98 464 440 377 e8 475✓ 463 100 308 I 157 596 157 809 3rd 99 57 0 2nd 99 32 72 1st 10.8 1100 1100 19 19 128 e3 191 I 163 263 98 361 316 274 98 372 329 100 264 157 472 157 445 520 620 18 16 Co19LMn 4 -M Ma* G c\n id Lead, bog" 4 900 lc tic USE 0-) Ins CAP e 2 , 6- $ 5 -i, 2,s -C 5 -M ULTIMATE 31 18 48 37 28 66 82 69 28 96 44 126 79 28 107 11 44 139 87 60 137 106 181 78 260 I 218 192 78 271 231 67 30 97 81 142 46 188 171 153 46 199 184 40 126 125 47 74 74 186 343 358 128 246 258 G - srd 2nd 1st 99 99 57 32 • 0 72 10.8 1 ' 150 28 26 15 15 58 123 150 9 13 13 66 136 147 59 147 150 14 21 21 53 169 182 3d 2nd 1k 99 W 57 32 0 7.2 10.8 740 740 39 39 75 15 I 127 273 273 42 6 6 66 169 728 338 I 153 314 327 67 105 106 220 419 432 99 67 0 470 � 27 6 80 27 106 96 43 138 2nd 99 32 72 470 27 6 186 42 208 200 67 266 101 10.8 In 42 219 212 67 279 V•rw e ',"may" 3rd 99 57 0 875 87 50 137 104 60 154 2nd 99 32 7.2 875 I 180 18 258 I 217 126 341 1st 10.8 191 78 289 230 125 354 � ^.,^ 3rd 132 57 0 460 14 12 e7 28 113 104 42 146 2nd 132 32 72 460 9 12 176 I 41 217 211 51 276 1St 10.8 186 41 227 224 66 249 - 14:411,.Q;S s1:2.,'. 3rd 99 57 0 1190 25 143 68 211 171 109 280 2nd 99 32 7.2 1190 25 293 106 399 361 169 521 1st 108 304 106 410 364 169 134 5•, - ' - '"x'." 3rd 99 57 0 1100 37 146 63 200 176 100 275 2nd 99 32 7.2 1100 37 299 96 397 368 157 515 1st 10.8 310 98 408 372 167 528 0.-i -,,; 7 fl 3rd 99 57 0 1550 37 190 88 279 229 141 370 2n0 99 32 71 1550 37 388 138 466 221 699 1st 1 10.8 399 138 537 (557) m 221 e99 Southcenter (Wage BuiMNg B Column Lads • COL. ID LEVEL DL (P60 LL (p90 Col. S.W. ( P MPS P Ws) P (IOW) P OOP+) Pet Odes) Pa (kips) Po. (kips) P, f^Ps)I P (kW) Pu (Mos) P, 3rd 99 57 0 310 2nd 99 32 7.2 1M 10.8 3rd 99 57 0 2nd 99 32 72 lit 10.8 3rd 99 67 2nd 99 32 161 0 72 10.8 310 TRANSFER IRANSI+R MISC. MISC. Clad ( SERVICE c, °-: r.55•5 170•a ° 3N 99 57 0 485 2nd 99 32 7.2 1M 10.8 465 5 51 27 78 61 42 104 5 I 109 41 151 131 16 187 120 41 161 144 48 210 :a5 3rd 99 2nd 99 32 lit 57 0 1.2 10.8 40 40 5 6 9 2 11 I 11 25 4 29 30 38 4 39 43 4 6 6 14 34 49 7 yi.'.ou:" 2 .Hm 1 Y # #j 3rd e9 57 0 2nd 99 32 7.2 lit 10.8 1240 1240 123 71 193 147 113 253 110 383 303 177 260 110 374 316 in 60 4 493 3rd 115 57 0 2nd 115 32 7.2 1M 10.8 1550 1550 45 42 I 223 88 312 I 268 451 138 Sgt 654 482 138 0 7 654 141 221 221 409 762 775 3d 99 2nd 99 1st 57 32 0 7.2 10.8 1550 1550 22 22 I 175 358 369 86 138 138 284 I 211 430 507 443 141 221 221 352 I 650 663 R 'ro:w.;rry sm 2nd 99 32 to 99 57 0 7.2 10.8 390 390 7 7 I 45 22 35 108 35 67 I 67 132 H7 143 130 68 36 66 90 172 185 880 880 rer 3rd 120 57 0 1100 2n0 132 32 7.2 1st 10.8 1100 41 173 63 236 I 206 41 366 98 464 440 377 e8 475✓ 463 100 308 I 157 596 157 809 3rd 99 57 0 2nd 99 32 72 1st 10.8 1100 1100 19 19 128 e3 191 I 163 263 98 361 316 274 98 372 329 100 264 157 472 157 445 520 620 18 16 Co19LMn 4 -M Ma* G c\n id Lead, bog" 4 900 lc tic USE 0-) Ins CAP e 2 , 6- $ 5 -i, 2,s -C 5 -M ULTIMATE 31 18 48 37 28 66 82 69 28 96 44 126 79 28 107 11 44 139 87 60 137 106 181 78 260 I 218 192 78 271 231 67 30 97 81 142 46 188 171 153 46 199 184 40 126 125 47 74 74 186 343 358 128 246 258 G - Soothesn r G..g. Building A Column Loads COL. ID LEVEL DL (ps0 LL (psi) Col. S.W. 3rd 99 57 0 230 2nd 99 32 7.2 230 1st 10.8 3,0 99 7 0 2nd 99 32 7.2 1st 10.8 3 d 99 57 0 2nd 99 32 7.2 1M 10.8 3rd 99 57 0 2nd 149 32 7.2 1st 10.8 1550 1550 1550 1650 250 250 TRANSFER 7RANSFER MISC. MISC. Clad 1 SERVICE Pot MOM Pu(MM) Pa IMM) Pu(MW) PapdPa 7 33 22 22 Pa (IdM) Pu POM) Pmr (dpi Pa (kips) P MOM Pmr(MPs 37 13 50 N 21 65 74 20 94 I 81 13 121 85 20 105 101 33 134 3rd 99 57 0 2nd 99 32 7.2 1st 10.8 1240 1240 I 123 71 193 I 147 113 260 I 253 110 363 303 177 480 264 110 374 316 177 493 7411/9 ;,4M: 86 88 60 138 91 138 use (2) P'►-t cAP e 2,5 -M, 215 -B 215 -1- 2,5 -C 275 224 141 468 221 577 449 221 990 175 88 260 211 141 362 358 138 �96� I 443 221 663 389 138 50 443 221 663 3rd 99 67 0 390 2nd 99 92 7.2 390 10 10.8 7 I 45 22 67 I 64 N 90 I 7 97 35 132 117 N 172 108 35 143 130 56 155 a emra.m,mx a�n 87 50 137 181 78 260 192 78 271 106 90 186 216 125 343 231 126 356 3M 99 67 0 2nd 99 32 7.2 10 10.8 1100 1100 27 27 I 136 63 199 I 143 100 279 98 377 335 157 290 98 368 N6 167 293 I 491 604 . 3195411 AC..a'*a" aIii 3rd 2nd 1st 99 57 99 32 0 7.2 10.8 1100 1100 19 19 128 83 191 I 153 190 263 98 361 316 167 274 98 372 329 157 254 472 456 I 25 14 39 I 30 23 53 I 89 22 91 63 36 119 80 22 102 96 35 132 G - 5 A GRAVITY P116 GAP (y) ? 4S Nk,=_ 9(9 wl 0.50 Vw d o,je -wh`I SCkeAo - •• 0'.7 5 (‘'`2))4317-1"' (60 ")( ?o ) w 77 s' , 5 I a= 30 c - 2-f-" km= I$" 1 - tts'Ne FIG. 13 -1) of G2SJ bo? k= (0,8 Vw - 0,1 ott A .$ re p c/ I !C (G/ -%) 0.9 ri (0.9)A er= (d -Z 14t. A = #M„ re c J _ 969-67) : ?.9 1., 5)3 "' = o.Ga d ((U' *5 ears Project S GA Project No. Client Checked Br 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P. 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By: Sf5 Dace: I - 23 -4E Sheet G - ,y of P tr ar of a- ;e vc= w [ 3.5 -2.5 Vd 1 f! +2500p ( u u < 10 X v= w [ 3.5 — 2.5 y d 1xf� f� 1.9 + 0.1 JL (;) _< 10 f: Eq. 13 -2 12 11 - 10 9 8- 7 - 6 r 5 4 2 1 0 . , . ■ S. v dd = 0.3 I I " 3- Vc = kre. cud = 1 0.6 r v �(w)[3. — 2.5k +0.1'�(��)]S I I 1 I, I I I I I 1 is le 0 0.1 0.2 0.3 0.4 0.5 0 6 0.7 0.8 0.9 1 1.1 1.2 a w/d :o Figure 13 -11 Derivation of Allowable Shear, v, , g for One -Way Deep Beam Sections, w/d < 1.0 o For visual solutions of Eq. 13 -2, see Fig. 13 -11. Note d again that the equation Permits reaching the maxim „m COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Grade Beam Design ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/2/2006 Time: 10:19:23 AM File: N-tgrade_beam 1 PROJECT TITLE Sc garage 1.1 DESIGN STRIP 20 grade beam 2- MEMBER ELEVATIOkto Ifti 20.00 Q 30.00 (1 ) 20.00 0 20.00 0 20.00 30.00 )( / X 7( I 'I i I i i i i i i i i I I i I i i I i 3- TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 1 ' ' • • 1 : : . • T 1 , (111)297880 0 7 •. . 0167867 Ovnxrcr Ozoncexr 02/17X9V . e 8179 0287814'6" 6 297810 03878126 03178141701/7837 T . . • • • • T • • . T ®1#7asxr Ozroxifir (Thorxrair &snow Ouncsnr gzonnor °army°. ®207816 02117818V (92678121r 0217814V 02IPX120" 0267X18'6* 0287817/3 6 - REQUIRED & PROVIDED 6.1 To Bars max p 3. BARS 2,74 3..00 1.95 1.76 2.38 2.70 2.33 I hi 1 required 11 - I L _I ill 1 11 J, I 1 1 I I, ' I111" provided 1 11 0., 1 111 111 11 111 11 1 111111 1 11 1111111 11 .1 11111111 1 11 111 I 2. 8.2 Bottom Bars max 1 76 227 / 1.40 1.44 1.40 2.31 1.92 7- SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size St4 Legs: 2 Spacing UN ' ' • : ' ' • I 1 I I I II 1 I I I b - .1 I I b - b - 7.2 User-selected • Bar Size # Legs: o 7.3 Required area o. o. (i 0 0 1 1 I i 24 24 24 24 24 .24 24 B- LEGEND 9- DESIGN PARAMETERS 9.1 Code: ACI f = 3 ksi f = 60 ksi (longitudinal) f, = 60 Icsi (shear) 9.2 Rebar Cover Top = 1.5 in Bottom = 6 in Reber Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES (.•< PANE 2 DISION 0/MITERS ruouu. ov Rusxa_. EEAMS/SLABS liffsr[1 flange wilt. Implementa.van Pak,/ CORPORATIC4I IPA SP 1.1a1r01121 SPANS NORMAL 1 20 pel TES YES LZIOTNI 1 :RPM width [hack. I v.,. [e .. 20.01 24.N 21 OG ae, 00 o � LI SUpPORT COLUIC4 UPPER COLUMN JOIN, iv ft on in ft in im 1 • Li UNIFOILY ED LO•DINO CO ILI CD ILI OD IL) 20 OD AO AD AD OD • 06 CI) GO 11' OSP A3 AD 1.230 BOO Page 5 4 ND SECTION PROPERTIES OD IS Da tom sp... And ckntilmyer. /01 DU 31 35 14 41 th la HAI 13.1.1 ID 2.1 13,2 10 la NEW UP, got Au o.rt rv�, mx..v vexx t n . x e veev weep.o .. evw CUSS me ew.eleu kilt or tt ▪ min — nyev m. man p p p ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 lime: 10:20:20 AM File: E- W_grade_beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATIONt1 n MI �J 42.00 J GO-I 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 2 Q 3 nxmos • 3.4 ADAPT selected (arxls0 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected • • Ournaer • fuse Q srxa° 6 - REQUIRED & PROVIDED 6.1 Top Bars m BARS 4,03 required 21- 11 11 provided o. I I I II I 6.2 Bottom Bars 3.0 max 329 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs 2 ' ri Spang pn) f , 7.2 User - selected Bar Size # Legs* oz 7.3 Required area . cue (lnr�) 0.u- .ot- i 0.oc 24 8- LEGEND 9 - DESIGN PARAMETERS - 9.1 Code: ACI f = 3 MI f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES 3 -� [p p ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:21:16 AM File: E -W grade beam_3_span 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATION n O Eft] 4200 9 26.00 42.00 x GTS' AS -2 6,0_ I i i y 3 - TOP REBAR r 3.1 User selected ' 3.2 User selected ! � 1 • 3.3 ADAPT selected © ter O - 2s7x6.y m wry 3.4 ADAPT selected cD39731•6• (;)3973(14'0* - 156 23973126' 5- BOTTOM REBAR 5.1 User selected ' 5.2 User selected /� 5.3 ADAPT selected ()297xt90• t3 x19 � T 5.4 ADAPT selected Q Qtnxs•6 12 2Y7JQS6- 6 - REQUIRED ft PROVIDED BARS 6.1 Top Bars max 3.52 2.73 2.79 «. 111 d 111�� � 1 ., r ,i� IIIII p 0. 1 3. y� w 62 Bottom Bars max 2.37 0.44 2.38 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing fin] 1 ta, - ' 5 �. i r �. �' it ✓�'�i . rr �' i, ,. 72 User - selected Bar Size # Legs: O0. tt 7.3 Required area 9/ o. o. 0.0 24 24 24 8 - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACA I' c = 3 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 In Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES p p p ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:23:06 AM File: E- W_grade_beam_both fixed 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATION° (ft1 COO x (21 (3- #; 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 0307xs13' 3.4 ADAPT selected 0107X1213" 5 BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected ' 031,7X617 • _ ©2#7xn°' 0 217 X 2TW ' 6 - REQUIRED & PROVIDED 6.1 Top Bars max BARS 3.29 r in equired r.e- provided o .c 12- 6.2 Bottom Bars m 2.37 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs" 2 Spacing f n) v - u - io it' 7.2 User-selected Bar Size # Legs: 0.24 7.3 Required area 0.19- 0.12 [ 0.00- o.00 - 24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI P = 3 ksi f = 60 ksl (longitudinal) f = 60 ksi (shear) 9.2 Reber Cover. Top = 1.5 in Bottom = 6 in Reber Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES 111 -13 p p • ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 2/4/2006 Time: 12:19:35 PM File: skewed_grade beam_bldgB 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATION O O [ft] 26.00 Q 38.00 26.00 9 36.00 A. i I I Ulf G1 II- S ”- ' 0,Q -4 3 - TOP REBAR 3.1 User selected 3.2 User selected ' 3.3 ADAPT selected cDzmuar g ®487X69* 3.4 ADAPT selected + 0147X3.5 04#rx96* 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected ® 115 ' 0- 0 irr 01287X1136* 5.4 ADAPT selected ®2#7x19• 7 03#7x257 y 1 3mx2mr 6 - REQUIRED & PROVIDED BARS max 2.73 2.73 2.73 429 6.1 Top Bars 3 . required 2 I illl1ll 11 1 I hill i, .. 11 I provided 0 il I I l LII�HIIIN I I L1111111y 6.2 Bottom Bars 3. max 1.56 2.61 0.00 261 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar S #4 Legs: 2 Spacing fin] 7.2 User-selected Bar Size # Legs: 02 : I I - 1/ 1 / - lb.J 1/ 1/ - 1 / Ib. b.0 l/ 7.3 Required area °' 0.1 Dn o. 0' .24 24 24 24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI 1' 3 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 3 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments) 10 - DESIGNER'S NOTES Ids - p p p ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 31212006 Time: 10:2727 AM File: CMU_support double Cant. 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP CMU wall support 2 - MEMBER ELEVATION O O [ft] `J 4.00 24.00 x.00 i I i CA - $ 1 3 - TOP REBAR 3.1 User selected 3.2 User selected • 3.3 ADAPT selected 3.4 ADAPT selected ®167X66' ®4 vnXes- • 5- BOTTOM REBAR 5.1 User selected • 5.2 User selected 5.3 ADAPT selected 0 2 # 7 X 26 ' 6. 5.4 ADAPT selected ©° -' ' 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 0.07 0.13 0.07 0.60— . I I. 1 r equired I 0_e- provided Jr 1.P 6.2 Bottom Bars m 000 2.35 0.00 7 - SHEAR STIRRUPS ' ' 7.1 ADAPT selected. Bar S #4 Legs: 2 Spacing [n] i i ID i 7.2 User - selected Bar Size # legs: 0.24 7.3 Required area 0.1E- 0n2/61 0.0E- o.ae- 0.00 0 24 0 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI f = 3 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES C3 -7- m p p ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/212006 Time 1028:25 AM Fla: Comer_grade beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP GrirM Os 4 (nap A 2- MEMBER ELEVATIO(9 MI 24.00 26.00 30.00 i I 'I . 1 i 3 - TOP REBAR 3.1 US& selected 32 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected c71117X1717 1 : • I p „cito. Oxarxmo• • • . • gartmat clivflose- Ournor : . I . 0 iSr currxwer 9317X1r0" c117X20'0 6- REQUIRED & PROVIDED max 6.1 Top Bars BARS 0% 1 1.76 2..32 2. I in9 r c 1 1 0 i r 111111H r Willi tc o.c , , , , • • • [11111111H p ",,,,,,,, Le- i 3.1 6.2 Bottom Bars max 0.36 2.17 0.74 7- SHEAR STIRRUPS selected. 7.1 ADAPT sele Bar Size 94 Legs: 2 Spacing PM I - ; 11 v - K x A' 72 User-selected Bar Size # Legs: 02 7.3 Required area 0.1e 0.12- lin"' O. ODD 0 24 .24 8- LEGEND 9- DESIGN PARAMETERS 9.1 Code: ACI f = 3 Icsi 4= 60 ksi (longitudinal) 4 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 In Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES 6-23 p p p ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:33:10 AM File: Interior CMU_grade_beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP 20' grade beam 2 - MEMBER ELEVATIOi0 [ft] 20.00 H 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected ®17/7x19'P • 5.4 ADAPT selected 0 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max oao required provided 1, 6.2 Bottom Bars max 1A9 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in) n X y { X 7.2 User-selected Bar Size # Legs: 0.12 7.3 Required area 0.09- 0.0e- I ) 0.0 0.00 .12 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI G = 3 ksi f = 60 ksi (longitudinal) f 60 ksl (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES a -z7 p x ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:53:22 AM File: Grid M_intior CMU wall support 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATION (ftj �J 22.00 6.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 01nxr6 3.4 ADAPT selected 1Qlnxre 5- BOTTOM REBAR 5 1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected • • ©117x4 O enclih 7x6•e- ' • ®1177x17.6' 6 - REQUIRED & PROVIDED 6.1 Top Bars max BARS O.ee 0.61 r i es- equired o.e- provided e"-- 0 0.30- 6.2 Bottom Bars ax max 0s6 0.00 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [n) - 7.2 User-selected Bar Size # Legs: 012 7.3 Required area Car 0.06- 0n 0.03- 0.06, .12 12 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI G = 3 Icsi f = 60 Icsi (longitudinal) f = 60 ksl (shear) 9.2 Reber Cover. Top = 1.5 In Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES e,3 -3a p x • ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 12:58:23 PM File: Interior CMU_grade beam_elevator_pit 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP Grade Beam at Elevator Pit 2 - MEMBER ELEVATIO� (ft( 18.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected ® 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected ()Misr 5.4 ADAPT selected 02a7xn•e' 3V ®1#7x4.0• ' • • 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ua 0.37 0.3o- required oa J provided 1.o- 1.5- 62 Bottom Bars m ax I 1.40 7 - SHEAR STIRRUPS • ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [n( Y - v ,F X 11 X X X ,! 7.2 User - selected Bar Size # Legs: 02 7.3 Required area cue- [n2itq 0.12 ooe- - 0.00 .24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI r = 3 ksi f,, = 60 ksi (longitudinal) f = 60 ksi (shear) . 9.2 Reber Cover. Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments) 10 - DESIGNER'S NOTES G -33 p p COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Seismic Pile Design Criteria HI.A2E 2003 cense Sebes swteNtschsom nese Is ISMS 4r PingO Depth (2) PILE PROPERTIES • from Ground -ft —0 Depth Width-in Me-in2 Perrin 1 -1n4 E- kipan2 W-kipM - 0.0 18 27.489 58.548 10531 29000 0.093 — 25 — 50 —75 —100 —125 —150 130.0 Better Mgle =O PILE PROFILE & SOIL CONDITIONS 9 Q M f lo 1 (Pile diameter not to scale) Surface Mgle =0 Southcener Parking Parages (2) Area C - 18" Steel Piles SOIL PROPERTIES Depth r -Ib/ft3 4 C- kip/82 kabdn3 e50 -% Napt 0.0 120 33 0 90 10 Sand 12.0 57E 33 0 80 10 Sand 20.0 37.8 29 0 10 10 Sand RECEIVED DEC 2 0 2005 Coughlin Porter Lundeen, Inc. 120.0 82.8 35 0 80 Send Figure 10 Elevation from nd -tt 27 — 2 -23 — -48 — -73 — -98 — -123 — 01 WPLE 301 CNITth kb—s — ecMa.,M1.avn 4kMMA,. PMbEO 0 a . 4< a. a 3 40 38 32 '28 24 20 18 12 8 4 0 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 0.00 0.09 0.18 0.27 0.38 0.45 0.54 0.83 0.72 Head Deflection, yt•In 40 38 32 28 ate • 24 o. • 20 3 18 12 8 4 0 mirm II 0.81 0.90 0 20 40 80 80 1001 120 140 180 180 Max. Moment in Single Pile, Mmax 41p-ft Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head Figure 1 200 NYPtE AW CMNTrS IMOPVP w.eSaW[Rtsn lkwtl b MStmS FU Prit0E0 Depth (z) Pile Top-ft — 0 — 25 — 50 —75 —100 — 125 DEFLECT ON, yt -in -0.50 0 +0.50 - Pile Tip .. - Yt -0.000 Head Yt•0.312 SWO.000000 — 150 Max Yt -0.312 Head St=- 0.000090 yt•0 V11,1-ft Ste0 at 16.8-ft V -100 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip -ft 0 +100 -50 SHEAR -klp 0 Head Moment•0.0 Head Shear•20.4 Max Moment•79.5 Max Shear•20.4 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P= 20kips +50 y -lbMt3 + C- kip/82 k -IbAn3 e50 -% - - 120 33 0 90 E klM2•29000 l- In4.1053 Sand 57.8 33 0 80 Sand 37.8 29 S 0 Sand 82.8 35 0 80 Sand Figure 1 Elevadon Pile Top-ft 23 — -2 — -27 — -52 — -77 — -102 — -127 — Depth . from (z) Pile Top -ft S — 0 —25 — 50 —75 100 — 150 NLPIEIDW CHfMd Sew* wontealecktam klarsa ebla=Tw PPAEO DEFLECT ON, yt do -1.00 0 +1.00 — 125 - Pile Tip - Tt=0.000 Maad - 81=0.000000 Max Tt=0.50.56 Head St=- 0.000178 yl=0 at 11.7 -11 St=0 at 17.6 -ft PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -klp -ft -200 0 +200 -50 SHEAR -kip 0 +50 - Head Moment=0.0 Head Shear -30.6 Max Moment=131.7 Max Shear -30.6 Southcener Parking Parages (2) Area C -18" Steel Piles, Free Head, P= 30klps y 4bM3 4 C- klp/t2 k -Ibfn3 e50 -% 120 33 0 90 Sand 57.8 33 0 60 Sand 37.8 20 0 0 Sand .... .... 82.8 35 0 80 Sand Figure Elevation Pile Top -ft 23 — -2 — -27 — -52 — -77 — -102 — E -1dp/n2 =29000 I. 214.1053 -127 — HL-PEE 1003 CsnsN 6pN=,a wegtohilbeltcam Depth (z) .from Pie Top -ft _0 ^25 —50 —75 —100 -1.00 DEFLECT ON, yt -In 0 — 125 - Pile TIp - - Yt=0.000 Head Yt•0.894 '- SW0.000000 Max 94 Sta_0 Head Sta- 0.000288 —150 le theloC4- P-q[0 yt=0 at 12.2 -ft St=0 at 18.0 -8 -200 PILE DEFLECTION & FORCE vs DEPTH MOMENT - klp - ft 0 Head Moment=0.0 Max Moment=188.3 +200 -50 SHEAR alp 0 +1.00 Head Shear=40.9 Max Shear=40.9 Pile below Ground +50 - E- kipan2= 9000 l -kid =1053 Elevation from Pile Top -ft 23 — 57.8 33 Sand — _.. .. _.. ... — 37.6 29 0 . 10 — Sand - -2 — y -lb813 4 C -kipM2 k -Ibfn3 e50 -% 120 33 0 90 Sand 82.e 35 0 80 Sand Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P =40kips Figure -27 — -52 — -77 -127 — ALL-PILE 2003 cMrt«n Sangre ..w<eaf&,an Licensee la MIMS Xis Pa,GEO 40 38 32 28 24 20 18 12 8 4 LATERAL LOAD vs DEFLECTION & MAX. MOMENT Hind De lection, yt In 40 38 32 28 o, 24 4 v 20 s 18 3 12 8 4 0 0 0.00 0.03 0.08 0.09 0.12 0.15 0.18 0.21 0.24 0.27 0.30 0 20 40 80 80 100 120 140 180 Max. Moment In Single PII., Mmax - Iclp -ft Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P= 40kips Figure 180 200 NLAlE 2003 CFMi -a 6-N-. swehnlacIteem llwiwal b MMl-M An PraEO Depth (z) Pile Top -ft —0 —25 — 50 —75 — 100 —125 Pile Tip Yt=0.000 St=0.000000 — 150 1 DEFLECT ON, yt -In -0.10 0 +0.10 Head Yt=0.086 Max Yt=0.086 Head St- -0.000038 yt-o at 13.0-ft St=0 at 19.0-ft V -100 PILE DEFLECTION & FORCE vs DEPTH ....... ..__.. .. _... .. _ ... _ . _..... Pile below Ground MOMENT - kip -ft 0 Head Moment= -79.4 Max Mom t=79.4 +100 -20 SHEAR -kip 0 Head Shear=20.0 Max Shear -20.0 +20 E- kipM2. 9000 I- k14e1053 y -Ib t3 $ C- kipft2 k -IbAn3 e50 -% Ele mBOn 120 33 0 90 Pile Top-ft Sand 23 — 62.6 sand 0 10 – Sand - -2 — Sand Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P =20kips Figure -52 — -77 — -102 — -127 — ILL -PUE 2061 CHn•cc So*. . wachlaschsam akMI Xis PbgEO °0m" (z) Pile Top -ft —0 yt-0 at 13.8 -ft — 25 50 —75 —100 — 125 - Pile Tip -- - Vta0.000 - Sta0.000000 — 150 -0.20 DEFLECTION, yt •In 0 - Head Yt•0.158 Max Yta0.159 Head Ste- 0.000073 Ste° at 19.5-ft +0.20 -200 PILE DEFLECTION & FORCE vs DEPTH _.. ... -_. ._._ _.. -. .._._ _.... _ .. .... .... ... P11�_ below Ground MOMENT - kip-ft 0 .. - .. .. _-. ..._ .. Head Moment+ -130.0 - � Head Sher -90.0 Max Moment -130.0 +200 -50 SHEAR •klp 0 I 111111111 II1I Max Sheara30.0 Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P= 30kips y -IbAt3 $ C- kipft2 k -IbMn3 650 -36 +50 120 33 0 90 E- kip/In2 +29000 I- kNP1053 Sand 7.6 - 3 57.a 33 0 80 Sand 37.6 29 S 10 Sand a2.6 35 0 90 sand Figure Elevation from Pile Top -ft 23 — -2 — -27 -52 — -102 — -127 — ALL-PILE 2CO33 CM1whle••r. wetgJyMcs, to MIS1•M The Pt.EO homy W Pile Top -ft — 0 — 25 — 50 — 75 — 100 — 125 - Pile Tip - 1=0.000 -0.50 SW0.000000 — 150 DEFLECT ON, yt -in 0 +0.50 Head Yt•0.244 Max Yt00.244 Head Sts 0.000115 4_ -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT - kip - ft 0 Head Moment= -153.3 Max Moment -183.3 +200 -50 SHEAR - kip 0 Head Shear=40.0 Max Shear•40.0 +50 - E- kipM2•29000 I.1n4 =1053 Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P =40kips Figure 7 -Ibfi3 $ C- kiplfl2 k -Iben3 e50 -% Elevation 120 33 0 90 Pile Top-ft Sand 23 — 57.6 - 33 0 60 Sand 37.8 28 S 10 Sand Sand -2 — -27 = -52 — -102 -127 — N1.PLe203 CFOS, WOW. P011W6e400, PP#p Depth (z) PILE PROPERTIES .from 0 — Depth Width -in flea -in2 Per.-In I -In4 E- kipfin2 W -kiptft — 0.0 20 314.2 82.83 7054 3000 0.93 —15 — 30 — 45 — - 60 —75 —90 70.0 Batter Mgle =0 PILE PROFILE & SOIL CONDITIONS 9 (Pile diameter not to scale) Surface Mgle =0 Southcener Parking Parages (2) Area D - 20" Augercast Piles SOIL PROPERTIES Depth 7 -Ibfl3 4 C -klpiR2 k4b4n3 e50 -% Nspt 0.0 120 33 0 90 15 Sand 10.0 57.8 33 0 6l/ - 15 Sand 15.0 97.8 0 10 4 Sand 50.0 82.6 .... 35 __ 0 ... 80 ... 25 Sand RECEIVED DEC 2 0 2005 Coughlin Porter Lundeen, Inc. Figure Elevation from Ground -ft 27 — 12 — -3 — -18 — -33 — -48 — -83 — MULE CNIts* Saba,. wwa*4.ck , X. Met° p �^ a LATERAL LOAD vs DEFLECTION & MAX. MOMENT 40 40 18 ■■ 36 32 �■ 32 .28 28 24 ■.■■■■ 24 20 ■■■■■■ 20 18 ■.■■�� 18 12 ■■■■■■ 12 4 ■■■■■. 4 0 0 00 02 04 06 08 10 12 14 16 18 20 0 20 40 60 80 100 120 140 160 Head Deflection, yt•In a. 4 0. 3 s 9 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 40kips Max. Moment In Single Pile, Mmex 41p-ft Figure 180 200 14149117M3 CNr.M taken votaternatheam Depth (z) - from Pile Top-ft — o — 15 — - 30 — - 45 —80 — - 90 IJ -0.50 DEFLECT ON, yt -In 0 Uersed ab-YJW Pw O +0.50 P yt-0 at 9.8 -ft i Pile Tip _ Yt -0.000 Head Yf -0.345 St- 0.000000 Max Yte0.345 — 75 Head St- 0.000187 SOLO at 15.2 -ft -100 PILE DEFLECTION & FORCE vs DEPTH pile below Ground SHEAR -klp , MOMENT •kip -ft 0 Head Moment -0.0 Max Monte ta73.5 +100 -50 0 Head Shear -20.4 Max Sheara20.4 +50 E- MpM2.3000 I. 111427854 y -IbAt3 $ C- kipft2 k4bAn3 e50 -% 120 33 0 90 Sand 57.8 93 0 90 Sand 37.8 29 0 10 Sand 2 . 62.e 35 S 80 Sand Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 20kips Figure Elevation from Pile Top-fl 23 — 9— -7 — -22 — -37 — -52 — -87 — AU_P3E 2003 CHnwn Yenwn nwtWrMwn elelwl xu Pt9EC Depth (z) • from Pile Top-ft — 0 — 30 — 45 — 80 —90 b W -1.00 Pile Tip - Ytt0.000 81=0.000000 — 76 DEFLECTION. yt -In 0 Head Yt=0.872 Max Yte0.872 Head 81=0.000524 yt=0 at 10.54t St=0 at 18.0 -8 +1.00 -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip-It 0 Head Moment=0.0 Max Mome ta122.5 +200 -50 SHEAR -kip 0 Head Shear=30.8 Max Shear:30.8 +50 E- klprin2•3000 I- N447854 y -Ib1713 4 C- kipArt k -Ibfn3 eS0 -% 120 33 0 90 Sand 57.8 33 0 80 Sand 37.6 29 0 10 Sand ... __. .__.. ... ... ._..__ _. 82.e 35 0 e0 Sand Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P =30kips Figure Elevation from Pile Top -ft 23 — 8— -7 — -22 — -37 — -52 — -e7 — ALL-PLE 2031 CYRM Softens vw(YNWwn Yklel PWiEO Depth (z) . torn Pile Top-ft —0 — 15 — - 30 — 45 so Pile Tip Y1=0.000 St=0.000000 — 75 -2.00 DEFLECT ON, yt - In 0 +2.00 Head Yt 11.050 Max Yt=1.050 Head St=0.001048 yt-0 at 112.8 St-0 at 15.7 -1 -200 PILE DEFLECTION & FORCE vs DEPTH ... ... _ _.. -. Pile below Ground MOMENT Alp-ft 0 +200 - 50 SHEAR -kip 0 Head Moment=0.0 Max Moment=175.0 Head Shear=41.2 Max Shear=41.2 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P =40kips +50 E- dpM2.3000 I.1n4.7854 7 - Ib/t3 p C klp/02 k - IbAn3 e50.14 Elavaton 120 33 0 90 from Sand Pile Top - 23 — 57.8 3 0 Sand 37.8 29 0 10 Sand 82 . - _ . .. 82.8 35 0 80 Sind Figure 8— -22 — -52 — — 90 47 — LLL•PLE 20" CMINO Stern wrWn, Kc- 40 38 32 28 24 20 18 12 a 4 llws.. II Ichsel . P-gE0 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 0 0.00 0.09 0.08 0.09 0.12 0.15 0.18 0.21 Heed Deflection, yt•In 40 38 32 28 24 20 18 12 8 4 0 II NM II II MI t II O1 II ill ma M IN I It II II II Emil 111 MN II — mu,.,.— 0.24 0.27 0.30 0 20 40 80 80 100 120 140 180 180 Max. Moment in Single Pile, Mmax •kipdt Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 40kips Figure 200 Depth - from (a) Pi e Top -ft — 0 _15 — 30 —45 — 80 —90 N3.PlE AOI CNna:O Wd xwelWl n Maned • WOGS 4+ Ym0E0 -0.10 Pile Tip Yt•0.000 — St- 0.000000 _ 75 DEFLECT ON, yt -In 0 +0.10 Head Y00.095 Max Yta0.095 Head Sta0.000174 yt-0 at 12.4 -ft Sta0 at 17.8 -ft -100 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT - kip-ft 0 Head Momenta-75.o Max Mom ent•75.0 +100 -20 SHEAR alp 0 Head Shear•20.0 Max Shear•20.0 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 20kips +20 - E- klp/n2a3000 14n4a7854 y -IbRt3 + C- kipAl2 k -Ibin3 e50 -% 120 33 0 90 Sand 57.8 33 0 80 Sand 37.6 29 0 10 Sand 82.8 35 0 80 Send Figure Elevation from Pile Top -ft 23 — 8 — -22 — -52 — -87 — NL -PLE 2CO3 &Awn w.w.4NlbanM Mmied b RHOS Xis PM[1EO Depth (z) from Pi e Top-ft — 0 — 15 — - 30 — 45 — 80 —75 Pile Tip Y1=0.000 St=0.000000 DEFLECTION, yt -In -0.20 0 +0.20 -200 MOMENT - klp -ft 0 ("Th.; +200 Head Yt=0.175 Max Yt=0.175 Head St=0.000382 yt•0 at 13.0 -ft St=0 at 18.4 -8 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground Head Moment=-121.7 Max Moms 1=121.7 -50 SHEAR -kip 0 +50 - Head Shear -30.0 Max Shear -30.0 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 30kips E- klpAn2=3000 1 -M4 =7854 y -Ib/83 $ C- kiprtl2 k -Ib9n3 e50 -% 120 33 0 90 Sand Elevation from Pile Top -ft 23 — __ - 57.8 33 0 80 - Sand - 37.8 29 0 10 - Sand - 82.8 35 0 80 Sand Figure 8— 7 — 22 — -37 — -52 — — - 90 -87- AIL-PILE ]Wl CNRM' BMMaa Makanl,aa- licensed b Mklaul Xy PnaEO Depth (z) from Pde Top -ft —0 —15 —30 —45 —80 Pile Tip Yt -0.000 St• 0.000000 —75 —90 l i - 0.50 DEFLECTION, yt +0.50 Head Yt -0.280 Max Yt -0.280 Head St•0.000863 .7 -200 MOMENT -ktp -ft 0 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground +200 -50 SHEAR -Alp 0 Head Moment• -174.2 Head Shear40.0 Max Mome t=174.2 Max Shear40.0 +50 E- kip/In2 =3000 I- In4•7854 120 33 0 90 Send 57.6 33 0 Send 37.8 29 0 Sand Sand Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P =40kips Figure y 4bAt3 + C -kip/M k -Ibfn3 e50 -% Elevation from Pile Top-ft 23 — 6 -7 -22 — -37 — -62 — -87 — COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Seismic Criteria Site Cl ass Spectral Acceleration at 0 •Z sec. (g) Ss Spectral Acceleration at 1.D sec (S) S Site Co P Design ecira. . ... Response. Parameters Control pro (sec) Design PGA ( Ft F SDfi SDI TO Ts E 1.42 0.49 0.9 2.4 0.85 0.78 0.18 0.92 0.34 Seth Stapleton From: Paul Grant [pgrant@pangeoinc.com] Sent: Wednesday, December 14, 2005 12:46 PM To: Seth Stapleton Cc: Jim Coughlin; Tim Mealy Subject: RE: Southcenter Garages Attachments: oledata.mso; image001.emz Seth, We are working on the lateral pile info and hope to get you results by tomorrow. The following recommended seismic parameters agree with values from the S &W GT report: Thanks, W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantepangeoinc.com Direct / Cell 206 - 406 -4036 Office: 206 -262 -0370 Fax: 206 - 262 -0374 From: Seth Stapleton [mailto:SethS @cplinc.comj Sent: Friday, December 09, 2005 1:02 PM To: Paul Grant Cc: Jim Coughlin; Tim Mealy Subject: RE: Southcenter Garages Paul, In our plans dated 11 -01 -05, there are a total of 114 augercast piles at Garage A, and 112 driven steel piles at Garage B. Concerning your question about the pile lengths, I think JTM should be able to address your question. Let me know if you need a copy of our plans. 12/14/2005 .S INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.4.1) GROUND MOTION PARAMETERS Ss= ,42 5r - Fig. 9.4.1.1(a) pg. 110-111 Fig. 9.41.1(b) pg. 112 -113 (9.4121) SITE CLASS DEFINITION Vs - N/A Geotech. Rpt. (Shear Wave Velocity) N - N/A Geotech Rpt (Standard Penetration Resistance) Su - iV/A Geotech. Rpt. (Un- drained Shear Strength) Site Class - E Table 9.412 pg. 108 or per Geotech. Report (9.4124) SITE COEFFICIENTS F. - D.90 Table 9.4.124(a) pg. 129 F. = 2 r to Table 9.4124(b) pg.130 Sts = 1.28 Eq. 9.4.1.24-1 pg. 129 S it a r - I 1 E3 Eq. 9.4.124 -2 pg. 129 (9.41.25) DESIGN SPECTRAL RESPONSE ACCELERATION sus- 0,$5 sot- ; ofecr: SUTtCENME'R oxAnGir, At 5 Project No- Client: Eq. 9.4125 -1 pg. 129 Eq. 9.4.125 -2 pg. 129 (IBC 1616.2) SEISMIC USE GROUP & OCCUPANCY IMPORTANCE FACTORS (IBC Table 1604.5 pg. 272) Nature ofOccupancy Pi4RXi*I 40 -44E A Category . / Seismic Factor Is = 1. 0 Snow Factor Is= Wind Factor Iw - r O (9.42) SEISMIC DESIGN CATEGORY Seismic Use Group Table 9.1.3 pg. 96 (Occupancy Category per IBC Table 1604S) SVC - � _ Table 9.421(a) pg.131 SEC - I_ Table 9.421(b) pg. 132 (Choose most severe. See exception of IBC 16163 pg. 326) 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343 -0460 • Fax (206) 343 -5691 COUGHLINPORTERLUNDEEN A CONSUI.Th.IG STRUCTURAL MD avi B4GW EHUNG CORPOM1nI Larger map distributed for Puget Sound or use USGS website zip code lookup as check Designed Ry: S Checked By: Date 1 - 29 - 05 Sheet of S -2. INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.523) BUILDING CONFIGURATION Plan Irregularity (Table 9323.2 pg. 137) Type la (y /6i Vertical Irregularity (Table 9.5233 pg. 1313) Type la ( y ,(n� 'Toler*. SG Project No: Client: COUGHLINPORTERLUNDEEN ACONSIA.TNG STRUCTURAL AND CM.ENGINEEtIJGCORPORATION Type lb (y,0 Type2 (yO TYPe3 (ye Type4 (YS Types (y,® Type lb (y Type 2 (y Type3 (y©r ) Type4 Y 49 TYPe5 ( Designed By: 56S Date -Q Checked By: Sheet of S 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343 -0460 • Fax (206) 343 -5691 INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (95251) ANALYSIS PROCEDURES (Table 95.2.5.1 pg. 140) MODAL ANAL ISIS PROC.SDURt SEC. 9.5.G ASc 7 -a2 (9524) REDUNDANCY p = /,50 (9528) DEFLECTION do DRIFT LIMITS Allowable Story Drift A.= Ot Table 9.528 pg. 145 (953) EQUIVALENT LATERAL FORCE PROCEDURE Basic Seismic Force Resisting System BtAttltJst WAIL S'$1 M t SP€GiAL j 4iijf. tanC r 51kA11,N4ALLS Response Modification Coefficient R - Overstrength Factor 11•= Deflection Amplification Factor Ca= Height Limitation - (See modifications of IBC 1617.6.1.1 pg. 332) Approximate Fundamental period Seismic Response Coefficient Design Base Shear Torsional Amplification Factor . �rojert 3C GI AGlE A4- 1 Project No: Clienr Ta = V = Ax ' 9.524 pg. 138. See modification of IBC 1617.2.1 5 2.5 3. 5 � o r 0,26 Set, O.1'7a SEE Ms +z- Au4LYsls N/A COUGHLINPORTERLUNDEEN A OONALTRJG STRUC IURAL NC CIVIL ENGNEERING CORPORATION Table 9.5.2.2 pg. 133 -135 Table 9.5.2.2 pg. 133 -135 Table 9522 pg. 133 -135 Table 9 .522 pg. 133 -135 Eq. 9.5531 -1 pg. 147 Eq. 95521 -1 through 4 pg.146 Eq. 9.551 -1 pg. 146 Eq. 955 .51 pg. 148 Designed Ry 565 Date (2. - 2-9 4 6 Checked Ry: Sheet of 'y 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343 -0460 • Fax (206) 343 -5691 COUGHLINPORTERLUNDEEN A CON:ULM/6 STRUCTURAL AND CIVIL ENGINEERING CORPORATION Lateral Analysis Building Weight Take -off South Center Garage A 2nd Level Item Concrete Shear walls: Concrete Columns: Perimeter 8" CMU Walls: Perimeter 6" Precast Panels Ramp Walls and Stair /Elevator Walls Total Additional Weight: Total Floor Area. ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Roof Level Item Concrete Shear walls: Concrete Columns: Perimeter 8" CMU Walls: Ga ,reu.#.J) Perimeter 6" Precast Panels Ramp Walls and Stair /Elevator Walls Total Additional Weight Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Conserve.Ewe Sets Yhcrt a� Si.to.r Wall £ .1ra ckCCcaiLk-s far rntsc. aci-nu 4- *jute wtegw.+ t Zoo Gainer es /Tye NZ tdAGh k B Date: 1/9/2006 Weight 3 kif 9 kips 1.3 klf 0.5 Id 2692 kips Weight i 3 klf 5 kips 1.4 klf 0.5 klf 2413 kips Designer. SES Quantity 283 ft 84 565 ft 505 ft 105 psf (including 10 psf misc.) 142 psf 10285 kips 84 565 ft 505 ft 105 psf (including 10 psf misc.) 138 psf 10005 kips Sub Total 849 kips 756 kips 735 kips 253 kips 100 kips 72312 sq ft 71240 sq ft ETABS input floor weight 144 psf 37 psf Quantity Sub Total 283 ft 849 kips 420 kips 791 kips 253 kips 100 kips 72312 sq ft 71240 sq ft ETABS input floor weight: 140 psf 33 psf South Center Garage A Date: 1/12/2006 Designer: SES Weight height w'h Cvx Story Force Story Shear (kips) (ft) (kip -ft) (kips) (kips) 3rd 10005 I'' -` "' _, 300157.8 0.619 2133 2133 2nd 10285 5'S; 185125.7 0.381 1316 3449 Sum = 20290 485283.5 Static Base Shear Sds = Sd1 = Ta = R= Cs = 0.170 Vbase = 3449 kips 0.85`Vbase = 2932 kips Y 3 k (Sds /R) *I = 0.170 (Sd1/TR)'I = 0.600 0.044Sds *I = 0.037 Vx 3 5 ra_ovm MoPAL ANALYSIS ETABS I6 n P6 PI 16" ETABS v8.5.0 - File: Grg_A_1 -12 -06 - January 12,2006 13:33 Plan View - ROOF - Elevation 360 - Kip -in Units GAAPscle A Picg.S /6" PS P2. Ic" Coughlin Porter Lundeen, Inc. P3 L Py I^ 4 12" Building Weight Take -off South Center Garage B 2nd Level Item Weight Quantity Sub Total Concrete Shear walls: 3 klf 283 ft 849 kips Concrete Columns: 9 kips 84 756 kips Perimeter 8" CMU Walls: 1.3 klf 570 ft 741 kips Perimeter 6" Precast Panels 0.5 klf 455 ft 228 kips Ramp Walls and Stair/Elevator Walls 100 kips Total Additional Weight: 2674 kips Total Floor Area. ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Roof Level Item Concrete Shear walls: Concrete Columns: 5 kips 84 420 kips Perimeter 8" CMU Walls: 1.4 klf 570 ft 798 kips Perimeter 6" Precast Panels 0.5 klf 455 ft 228 kips Ramp Walls and Stair/Elevator Walls 100 kips Total Additional Weight: 2395 kips Floor Area: 68060 sq ft ETABS floor area: 67975 sq ft ETABS input floor weight 140 psf Additional Dead Load: 35 psf Floor Dead Load: Total: 140 psf Date: 1/12/2006 Designer. SES 68060 sq ft 67975 sq ft ETABS input floor weight: 144 psf 39 psf 105 psf (including 10 psf misc.) 144 psf 9820 Idps Weight Quantity Sub Total i 3 kif 283 ft 849 kips 105 psf (including 10 psf misc.) 9541 kips L -`i South Center Garage B Date: 1/12/2006 Designer: SES 3rd 2nd Static Base Shear Sds = Sdt = Ta = R= Cs = 0.170 Vbase = 3291 kips 0.85 * Vbase = 2798 kips Sum = Weight height w *h Cvx Story Force Story Shear (kips) (ft) (kip -ft) (kips) (kips) 9541 ri Q " 286224 0.618 2035 2035 9820 ' $k 176756.4 0.382 1257 3291 19361 462980.4 (Sds /R) *I = 0.170 (Shc/TR) *I = 0.600 0.044Sds *I = 0.037 \4 : 3o(5 ��: s N 7 =3 Vr o.2S" 52 c. P6 /6 " ETABS v8.5.0 - File: Grg_8_12 -29 -05 - January 12,2006 13:33 Plan View - STORY1 - Elevation 216 - Kip -in Units 64146)E g PEI -S P5 , uougniin Porter Lundeen, Inc. P3 ETABS ETABS v8.5.0 - File: Grg_A_1 -12 -06 - February 7,2006 7:58 3 -D View - Kip -in Units Coughlin Porter Lundeen, Inc. L -7 Program ETABS Version 8.4.1.0 File:Grg A 1- 12- 06.LOG B EGIN ANALYSIS 2006/01/12 15:31:30 MAXIMUM MEMORY BLOCK SIZE (BYTES) E L E M E N T F O R M A T I O N 15:31:30 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED NUMBER OF SHELL ELEMENTS FORMED NUMBER OF CONSTRAINTS FORMED REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION COUPLED CONSTRAINT /RESTRAINT MASTER DOF CONSTRAINT MASTER DOF AFTER REDUCTION E Q U A T I O N S O L U T I O N 15:31:31 E I G E N ANALYSIS 15:31:32 NUMBER OF STIFFNESS DEGREES OF FREEDOM NUMBER OF MASS DEGREES OF FREEDOM NUMBER OF EIGEN MODES SOUGHT NUMBER OF RESIDUAL -MASS MODES SOUGHT NUMBER OF SUBSPACE VECTORS USED RELATIVE CONVERGENCE TOLERANCE FREQUENCY SHIFT (CENTER) (CYC /TIME) FREQUENCY CUTOFF (RADIUS) (CYC /TIME) NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED 15.938 MB 2 0 32 2 6 0 6 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 222 APPROXIMATE "EFFECTIVE" BAND WIDTH 15 NUMBER OF EQUATION STORAGE BLOCKS = 1 MAXIMUM BLOCK SIZE (8 -BYTE TERMS) = 3351 SIZE OF STIFFNESS FILE(S) (BYTES) = 27.063 KB NUMBER OF EQUATIONS TO SOLVE = 222 NUMBER OF STATIC LOAD CASES = 4 NUMBER OF ACCELERATION LOADS = 6 NUMBER OF NONLINEAR DEFORMATION LOADS = 0 222 6 = 6 = 0 = 6 = 1.00E -07 .000000 _ .000000 6 = 1 R E S P O N S E - S P E C T R U M A N A L Y S I S L- 8 15:31:32 NUMBER OF SPEC ANALYSES PERFORMED J O I N T OUTPUT 15:31:32 = 2 G L O B A L F O R C E B A L A N C E R E L A T I V E ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY FZ MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 3.04E -14 1.08E -14 5.80E -15 1.20E -14 1.46E -14 2.36E -14 YSPEC 3.04E -14 1.08E -14 5.80E -15 1.20E -14 1.46E -14 2.36E -14 MODE FX FY FZ MX MY MZ 1 4.94E -19 3.13E -14 2.25E -15 3.10E -16 2.96E -15 2.51E -14 2 2.97E -14 5.41E -18 1.92E -14 1.72E -14 2.02E -14 1.16E -14 3 1.44E -14 8.05E -15 5.18E -15 1.98E -14 1.84E -14 1.73E -14 4 1.24E -18 5.33E -14 8.17E -15 8.99E -15 8.09E -15 4.58E -14 5 1.38E -14 1.21E -16 1.03E -15 2.73E -15 8.25E -15 1.01E -14 6 1.40E -14 6.52E -15 4.25E -15 6.57E -15 9.91E -15 4.31E -14 SPEC FX FY FZ MX MY MZ XSPEC 2.96E -14 2.25E -17 1.91E -14 1.72E -14 2.01E -14 1.16E -14 YSPEC 1.65E -18 3.14E -14 2.29E -15 5.54E -16 2.99E -15 2.52E -14 E LEMENT J O I N T - F O R C E O U T P U T 15:31:32 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E L E M E N T O U T P U T 15:31:33 s 2 32 ANALYSIS COMPLETE 2006/01/12 15:31:33 L - q Program ETABS Version 8.4.1.0 File:Grg A_1- 12-06.LOG CENTERS O F R I G I D I T Y 15:31:33 Program ETABS Version 8.4.1.0 File:Grg A 1- 12-06.LOG B E G I N A N A L Y S I S 2006/01/12 15:31:34 MAXIMUM MEMORY BLOCK SIZE (BYTES) = 15.938 MB E L E M E N T FORMATION 15:31:34 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED L O A D R E- S O L U T I O N 15:31:34 NUMBER OF STATIC LOAD CASES = NUMBER OF JOINT ELEMENTS SAVED = NUMBER OF SHELL ELEMENTS SAVED 2 0 E L E M E N T J O I N T - F O R C E OUTPUT 15:31:35 4 2 = 32 A N A L Y S I S C O M P L E T E 2006/01/12 15:31:35 L- to OCAS 0.4.0 Ps1a010_1_1.13.04 Vnte,Itp -1m TMrv.ry T. 1000 7,00 M= l Pill FORCE IMV!LOPIO HORS HER ST01 1 V2 V3 t 10 10 ROOF 51 Iso Value 0.00 15.43 0.01 0.281 0.000 0.000 Min Cue TIMC TOPIC ISM TOPIC IlPIC TOPIC Pea Value 0.00 411.01 1.06 1.143 101.694 77046,660 Nu Casa ADRC ASPIC TOPIC TOPIC TOPIC ISM ROOF el Kim Vales 0.00 10.01 0.04 3.000 0.000 0.000 Min Cu. TOPIC YRMC 000C TONIC ISM TOPIC MY Value 0.00 324.70 0.50 2.224 72.43 47042.376 Max a.. TOPIC TIPIO 1.4P1C MCC TOPIC TOPIC Hop M Min Value Min ase Ma Value Mu Came IWP C no P. TAD M 200 P6 INC 07 P2 Min Value 0.00 21.43 0.03 1.115 0.000 0.000 Kim a.. TOPIC TSIC TOPC YOMC TOPIC TOPIC Mu Value 1.00 831.01 2.06 1.143 103.071 17041.040 Hex 4.N TOPIC T PIC TOPIC ITMC 2000 SBMC 0.00 40.60 0.110 2.43 0.000 0.000 %MC 2941 TOPIC 0MC TOPIC NSPCC 8.00 701.81 0.66 3.28 54.415 106824.014 TOPIC TOPIC M EC 231t l351C TOPIC 1LY4 70.1.0 P11a0NA1•11.00 allatBYM P.twOY 1, 2006 7020 HOt 2 00004 001944 IT O 011001281 NOM ROOF 01 102 nor 01 N.O. 10OP 01 Med. ROOF 01 Ne0e ROOF 01 140de ROOF 01 N.O. 210 01 W. 200 01 Med. NO Dl Ned. 210 01 Met an0 01 4.d. 220 Dl Nude Max Vel0 0.00 1132.90 0.44 2.013 94.418 326243.284 ITS Oa.. TINC TOPIC TOPIC IOW 2091 TOPIC DI OT 10 a IT u 0.00000 - 1.7122101 O. 6. 0.00000 0.00000 - 1.72701 -e1 0.00000 0.00000 0.00000 0.00000 0.00000 - t4lu•Oa t.00001 w 0.00440 0.00000 0.00000 0.3110 -04 0. 5.0370-02 1.00000 0.00001 0.00000 0.00000 1. -02 •1.11101•04 0.00000 0.00000 0.00000 0.00000 4. •04 1. -01 0.00000 0.00000 0.00000 7.27411 -01 0.00000 . 0.10311.02 0.00000 0.00000 0.00000 0.00000 •0.01411.02 0.00000 0.00000 0.00000 0.00000 0.00000 •s. .4.4 •3. - 06 0.00000 0.00000 0.00000 - 7.17001 -01 4..71911.00 •1.43113 -01 0.00000 0.00000 0.00000 0.00000 •1. .01 1.10141 -04 0. 0.00000 0.00000 0.00000 - 1.10441.00 - 2.00270 -03 0.00000 0.00000 0.00000 •1.10741.04 01120 0.1.0 2110020_1_1-13-06 0110015-10 PNOUOry Y. 2006 7,40 01011 Mn VelW 0.40 34.94 0.54 6.115 0.000 0.000 MODAL 211211 OD0 AND PP10V•MCI1A Mn Cade Tint TOPIC TOPIC TOPIC TOPE 001C Max VQO. 0.00 745.12 1.TP 4.111 171.704 107110.140 8021 010100 PNNORMCP CIINW PMD Max 4.0. MSC MCC TOPIC TOPIC TOPIC TOPIC M4.a (TIME) (CYCL / /TIMM 85.0018 /7191 ROOF 26 MM Tall. 0.00 14,72 0.03 4.451 0.000 0.000 8n Came TOPIC TOPIC TOPIC TOPIC 1I00C TOP= Max Valle 0.00 315.90 0.20 4.114 139.055 45450.315 Net aae TOPIC MPC TOPIC SOH TOPIC TOPIC 5OOF P7 8n Velem 0.00 10.08 0.03 2.001 4.000 0.000 Min Case TOPIC 35911 TOPIC TOPIC TOPIC TOPIC Mat Ve18 0.00 324.72 0.51 1.245 73.243 47042.469 Mat Came TOPIC WIC TOPC TOPIC TOPIC TOPIC 100 PS Mn Value 0.00 40.60 0.00 8.032 0.000 0.000 1050 a.. TOPIC TOPIC TONIC TOPIC TOPIC MPC Mat Talon 0.00 741.80 0.8 7.80 54.411 10830.414 Max bee TOPIC TOPIC SOIC TOPIC TOPIC TOPIC 200 P1 Min Value 0.43 43.47 0.01 8.641 0.000 3661.400 Min 4.o TOPIC TOPIC 000 TOPIC TOPIC TOPIC MM Value 0.00 83.21 0.72 3.550 113.694 306420.100 Max Cast TOPIC STOIC TOPIC MCC ISM AMC 300 12 Min Value 0.00 41.47 0.08 3.043 0.000 348.400 Min Cw TOPIC TOPIC TOPIC TOPIC TOPIC TOPIC Mat Value 0.00 013.21 0.71 1.144 110.471 111410.110 Max Case liP00 /MC WIC TOPIC Tint UMW 310 C Made Mule Mm. Merle Mode Made Min Value 0.00 34.10 0.01 1.410 0.000 3603.678 Min aee TOPIC TOPIC TOPIC TOPIC IOW %MCC Max Value 0.00 434.8 0.14 SJw 72.48 10710.706 Md* Was Came TOPIC MCC TOPIC TOPIC S{PC TOPIC Mode Node Min Value 0.00 12.32 5.00 1.535 0.000 084.010 5611. Min Case Tine TOPIC TOPIC TOPIC TOPIC TOPIC Mod. Mae Value 0.00 1015.42 0.44 2.08 04.410 124141.514 Mede IM1 One 'PSC TOPIC TOPIC WIC 0011 TOPIC 110 PO Min 010 0.00 83.22 0.00 1.80 0.000 0642.08 Min a.. TOPIC TiMC TOPIC TOPIC TOPIC TOPIC 0.2181 4.11727 24.31005 0.2283 •.35337 37. 0.13403 1.4102 46.60063 0.06444 15.05304 M. 0. 14.141.8 101.67327 0.0185 37.1538 170.3216 1TMN 78.6.0 M1aOa0Aa -12.8 al0101p -8 P.LnYry 7. 2004 7,53 PMa 4 MODAL PASTIC3PATION FACTOR/ 101 Da UT M II M II Mode 1 Mede 2 MpN 3 1000. 4 Mode 1 Made 0.0000 4.057 0.0448 O .0500 2.0020 O .0145 6.020 0.0000 0.0000 2.0045 0.0000 0.0002 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - 20.40.012 0.0003 -0.864 -74.4146 1.0000 - 0.0027 MODAL PARTICIPATING MAIO RATIO• 0.4006 942..1(47 12.5733 0.0010 101.x37 0.7514 RANI 0.1.0 Pl1..O117JLI.12 -06 011881-113 February 7. 2004 1005 PAM I •0.010 •05.60TO 0058.4701 •0.4746 -310321 2452.7950 NCH 0.11308 T.T00C 0 -1822 M -831 R -8940 R -8894 0008 5020 011110 510/0 40440 WWI d10. 19480 40815 MBA 4041. TOWS 00462 0.00 4 Os 03.83 4 s4. 0.00 4 O. 5.13 .100. 0.00 4 Os 0.00 4 0 21.64 4 85 0.00 4 M. 0.00 4 05 0.00 4100 21.73 4100 0.00 • 0 0.00 4 52. 0.00 4 M. 0.00 4 0. 0.00 41005 0.00 13003 51.57 4 944 0.00 4 520 7.0 4100 0.00 4 05 0.12 4100. 0.00 41000 0.00 4 ye 5.32 4805 1.00 4100 0.00 • 0. 5.00 4100. 0.23 4100 0.00 4 53. 0.00 4100. 0.00 4100. 0.00 • Os 0.00 4100. 0.00 4100 5.08 41005 IWT rl.l.e 11.10010_1.8-12-04 altONlp -8 ptl10.ry 7, 3006 7,05 Puma Man Value 1.00 66.14 0.03 4.016 0.000 8103.733 Min Case TOPIC TOPIC TOPIC TOPIC TOPIC TOPIC MODAL LOAD PARTICIPATION RATIO/ Man Talw 0.00 1016.41 0.60 4.30 171.711 314723.001 IR3.TIC 00 MIMIC PATIO/ 1W IN MOOT) Mem Ca. TOPIC TOPIC TOPIC TOPIC Tint 0P1C TYPO LOO .t000. STOAT LINK OOP IGTIC Doable Min Ve10 0.00 33.75 0.03 3.100 0.000 1100.776 Min Came TOPIC TOPIC TOPIC TOPIC TOPIC TOPIC Lead 894 0.0000 0.0000 Max Value 0.00 643.37 0.60 1.441 18,001 .541 Max Came nine TOPIC TOPIC WIC TOPIC TOPIC Meal M 100.0000 100.0000 8e01 CT 100.0000 100.0000 Min Value 0.00 14.10 0.01 1.48 0.000 2603.106 lapel 181 0.008 0.0000 Mtn a8 TOPIC TOPIC TOPIC TOPIC TOPIC TOPIC Meal RI 100.0000 100.0000 WA Value 0.00 014.07 0.34 1.415 73.243 101750.642 Aacel IT 800.0000 100.0000 Max Can MCC TOPIC 0210 MCC TOPIC TOPIC Aoeel II 55.1017 100.0000 •_ S t a t r 1111 € HE Se . • • ETABS ETABS v8.5.0 - File: Grg_8_1 -12 -06 - February 7,2006 7:54 3-D View - Kip-in Units Coughlin Potter Lundeen, Inc. Program ETABS Version 8.4.1.0 File:Grg_B_1- 12-06.LOG B E G I N A N A L Y S I S 2006/01/12 14:36:11 MAXIMUM MEMORY BLOCK SIZE (BYTES) E L E M E N T FORMATION 14:36:11 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED NUMBER OF SHELL ELEMENTS FORMED NUMBER OF CONSTRAINTS FORMED = 15.938 MB 2 0 16 2 REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION = 6 COUPLED CONSTRAINT /RESTRAINT MASTER DOF = 0 CONSTRAINT MASTER DOF AFTER REDUCTION = 6 E Q U A T I O N S O L U T I O N 14:36:11 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 150 APPROXIMATE "EFFECTIVE" BAND WIDTH = 12 NUMBER OF EQUATION STORAGE BLOCKS = 1 MAXIMUM BLOCK SIZE (8 -BYTE TERMS) = 1929 SIZE OF STIFFNESS FILE(S) (BYTES) = 15.672 KB NUMBER OF EQUATIONS TO SOLVE = 150 NUMBER OF STATIC LOAD CASES = 4 NUMBER OF ACCELERATION LOADS = 6 NUMBER OF NONLINEAR DEFORMATION LOADS = 0 E I G E N A N A L Y S I S 14:36:12 NUMBER OF STIFFNESS DEGREES OF FREEDOM = 150 NUMBER OF MASS DEGREES OF FREEDOM = 6 NUMBER OF EIGEN MODES SOUGHT = 6 NUMBER OF RESIDUAL -MASS MODES SOUGHT = 0 NUMBER OF SUBSPACE VECTORS USED = 6 RELATIVE CONVERGENCE TOLERANCE = 1.00E -07 FREQUENCY SHIFT (CENTER) (CYC /TIME) = .000000 FREQUENCY CUTOFF (RADIUS) (CYC /TIME) = .000000 NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED 6 1 R E S P O N S E - S P E C T R U M A N A L Y S I S L -19 14:36:12 NUMBER OF SPEC ANALYSES PERFORMED J O I N T OUTPUT 14:36:12 2 G L O B A L F O R C E B A L A N C E R E L A T I V E ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY FZ MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 1.14E -14 1.86E -14 2.90E -14 1.32E -14 5.51E -15 7.69E -15 YSPEC 1.14E -14 1.86E -14 2.90E -14 1.32E -14 5.51E-15 7.69E -15 MODE FX FY FZ MX MY MZ 1 7.04E -15 8.21E -16 8.21E -16 2.80E -15 9.59E -15 2.80E -14 2 3.67E -16 2.22E -14 2.32E -14 1.16E -14 3.64E -15 1.40E -14 3 7.89E -15 2.47E -14 9.23E -15 4.45E -15 9.32E -15 2.31E -15 4 1.05E -14 7.85E -17 2.21E -14 1.54E -14 2.38E -14 1.91E -15 5 4.05E -18 1.33E -14 1.52E -14 8.23E -15 7.30E -15 2.35E -14 6 2.46E -15 5.92E -15 2.19E -14 1.14E -14 3.50E -15 3.09E -14 SPEC FX FY FZ MX MY MZ XSPEC 7.04E -15 8.64E -16 1.46E -15 2.95E -15 9.69E -15 2.80E -14 YSPEC 3.98E -16 2.22E -14 2.32E -14 1.15E - 14 3.63E - 15 1.41E - 14 E L E M E N T J O I N T - F O R C E OUTPUT 14:36:12 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E LEMENT OUTPUT 14:36:12 = 2 = 16 A N A L Y S I S C O M P L E T E 2006/01/12 14:36:12 L-15 Program ETABS Version 8.4.1.0 File:Grg_B_1- 12-06.LOG CENTERS O F R I G I D I T Y 14:36:13 Program ETABS Version 8.4.1.0 File:Grg_B_1- 12-06.LOG B E G I N A N A L Y S I S 2006/01/12 14:36:14 MAXIMUM MEMORY BLOCK SIZE (BYTES) = 15.938 MB E L E M E N T FORMATION 14:36:14 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED L O A D R E- S O L U T I O N 14:36:14 NUMBER OF STATIC LOAD CASES = NUMBER OF JOINT ELEMENTS SAVED = NUMBER OF SHELL ELEMENTS SAVED 2 = 0 E L E M E N T J O I N T - F O R C E O U T P U T 14 :36:14 4 2 = 16 A N A L Y S I S C O M P L E T E 2006/01/12 14:36:14 KAY VL6.0 021.. M1_0_l -14 -00 Vnit.i%Sp -In NMV.ry 1. 2004 7.46 MS 1 P110 POOCI 1111214041 STORY VIII 1750 VI VI T 01 MI RMP P1 Min Vol.. 0.00 01.03 0.00 11.110 0.000 0.000 Min Case MCC MCC nit 15130 TOPIC TOM Max Valve. 0.00 030.10 0.50 11.7)4 113.716 133603.316 Max Cave 3560[ 35010 TOPIC TOPIC TOPIC 11130 ROOF 01 Min V.IOM 0.00 101.41 0.01 12.143 0.000 0.000 Min a.. AIM[ 15010 TIPIC MIK TOPIC 11P10 MIS Value 0.00 88614 1.11 10.600 360.413 147404.064 Max Casa MSC 11)00 YAM TOPIC YPM TCM YoT V% Mtn Value 0.00 6.41 0.04 6.956 0.000 0.000 Min Case %IPIC 1I1M MSC MSC TOPIC 1060 Max Value 0.00 11.97 0.03 6.642 111.7/3 11101.610 Max as9 15000 0/000 11410. TMSC TOPIC TOPIC MM 44 Nis Valve 0.00 14.11 0.04 4.316 0.000 0.000 Mtn Case YMC LM TOPIC )MSC TOPIC TOM Max Value 0.00 461.00 0.77 6.643 110.653 60/06.011 Max Case Tom TOPIC 11PIC TOPIC MVO TOPIC PN1 02 Min Valve 0.00 14.61 Min C... 11010 TOM Max Value 2.00 541.08 Max as. TOM 410 210 P7 Min Volts 0.00 144.46 0.04 1399 0.000 1160.34) Min 000 MM 05040 TOPIC TOPIC MPM MM Nam Value 0.00 1100.77 1.21 0.410 240.463 370716.041 Mx ass MSC TOPIC MPIC MMC TOM TOPIC 131 01 Mm V.10. 0.00 33.64 .C1 1.111 0.000 1161.102 Min Came TOPIC TOPIC %6MC TOPIC TOPIC TOPIC r V CLOY v8.60 13144010_0_3 -11 -06 070it44531 -in 7. 4004 144 AWE 4 0000 00AP /• 141113400411 NCO! IQ VY V3 Q IT 00 ImT ROOF POOP ROOF R ROOF ROOF ROOF ROOF Y Mtn Value 1.00 4644 0.03 4.066 0.000 0,000 Mode Min Co. . 1560[ 'MSC MM UM TOM TOPIC Mod. Mx Value 0.00 043.04 0.35 4.055 10.114 11441.111 1.2d. Max Cue TOPIC IIM TOPIC MSC TOPIC IBM Node Rod. ROOF 05 Min Valve 0.00 45.64 0.01 4.061 0.000 0.000 M%. 041n Came 3560[ TOM MM MSC IBM MSC Max Valua 0.00 643.03 0.24 4.03 37.060 14441.125 Man Cast ROMK MPIC ISM VIM TOPIC MSC Di OM 01 MY. 01 Mod. Di MOM M Me DI Mad. 1X11 Di Mode VW DS Mad. 31611 O1 Soda 210 D1 Med. 310 DI MM 100 Dl Yale Nu Value 0.00 000.76 0.26 4.531 66.270 10067.701 MN a.. IBM TOPIC TOPIC «PSC TOPIC 61130 6 1.16050.01 1.24261.03 0.00000 0.00000 0. - 4.11401 - - 1.1110141 21.71161 -01 0.00000 0.00000 0.00000 4.41441.06 - -01 3.30671 -03 0.00000 0.00000 0.00000 1.16111 -04 9.6004003 1.01301.4 0.00000 0.00000 0.00000 4.10020.06 -0.12061-04 9.12241.03 0.00000 0.00000 0.00000 3. -06 - 4.42311 -03 4.50131 -04 0.00000 0.00000 0.00000 7.63101201 •1. - 03 6. -M 0,00000 0.00000 0.00000 23.95141.06 - 642701-00 •0.77401 -03 0.00000 0.00000 0.00000 1.64301 -04 - 1.31041 -01 0.10001.m 0.00000 0.00000 0.00000 1.53701 -06 61.71101 -01 •1.34001 -03 0.00000 0.00000 0.00000 24.13710.06 3. -03 - 1.10041 -01 0,00000 0.00000 0.00000 0.00000 1.95401 -01 3.21111-03 0.00000 0.00000 0.00000.1.34301 -04 ISM v6.4.0 F11um0_B 1 -12 -04 UnStaatip -in 160.77..727 1. 4001 7600 PMl 3 0.06 1.100 0.000 0.000 MODAL 0151006 AND 4I10111N0118 1160 MSC 11950 1560 0.71 4.143 110.031 00700.012 6104 PIRIO PRIMINC4 06000.5060 0440 line TOPIC MM T)PIC 100611111 (TIM) 0CTa,I5 /TI14111 IYDINY /TOY) 0.44047 4 31. 0. 645100 2640703 0.32051 1.77016 48,67164 0.06014 10.11380 64 0.00004 16.42014 103.6300 0.03340 30.10220 177.01011 MAY 7.660 F3laO113 J 1 -13.04 a1TO,Mp -in Patwty 16 2004 7116 MI 4 NODAL PARTICIPATI OM FACT0R0 0000 P3 0(111 Volts 0.60 12.93 0.03 6.344 0.000 0.000 Min Cu. TOM TOPIC )0155 MM MPOC MSC HMI Oa M 01 M RT M 0.1 Valve 0.00 71.16 0.36 5.004 14.470 10244.617 Max Case MM MM MSC Mea TOPIC MM 16244 4.041 4.0411 0.0400 14.1834 4106.4404 330.0101 MOM 0.0512 6600 0.0000 -4107.1046 41.7476 - 946.0501 211 21 Min Value 0.00 16.27 0.03 0.147 0.000 1310.001 1W. 0.4311 -0.430 0.0000 43.005 17.1010 - 6730.3001 Min Case MSC TOPIC Mac 11010 MM TOM Mod. 4.0410 0.000 0.0000 1.4)18 25.0481 4).4674 Max Ya10. 0.00 1104.20 0.45 1.07 112.716 .170 PId. - 0.0108 1.0174 0.0000 -44.1464 - 4.7710 . 114.3674 Mx CM AMC MMO TOPIC 05010 MM ISM 14204 - 0.1107 - 0.0665 0.0000 11.437/ -7.100 160.8010 ]TAY ve.i.. 1114400_61-12 -04 wteMp -la ptlwry . 4004 lJp PM s MODAL PARTICI PATIMO MACS RATIOS IMA[ 1 -24610 T -TWIT 0 -10.05 01.5060 16-0011 )X33 04 MR Val*a 0.00 14.12 0.03 1.401 0.000 1101.202 1)011 ONMO 405/0 54AB5 060X» 1160605 <Mla %MAP <SUM. 6040 401602 %MAAS 41602 Mn aM. MPM MM TOM TOPIC MPM MIMIC Mss Volpe 0.00 416.10 0.61 0.116 134.773 101421.500 M001 1 01.64 0 050 0.00 0 Oa 0.00 a 02 SAO • 09 00.60 41002 0.12 • 02 Mc Coss TOPIC TOPIC MM MM TOPIC TOPIC Mods 2 0.01 • Ma 14.14 • Ma 0.00 a 02 00.02 41002 0.01 '1000 0.07 0 02 MOde 1 0.11 • 602 0.11 • 02 0.00 4 02 0.08 41000 0.13 .1002 92.07 • 602 210 M Min Value 0.00 M.M 0.03 1.371 0.000 101.10 Md. • 8p0 41002 0.00 • Ma 0.00 • 02 0.00 .3002 0.10 4100. 0.08 • 022 NIA Can MM MM TOMC TOPIC VIM %EPIC PId. t 0.00'1002 7.43 41002 0.00 • 00 0.07 4002 0.00 41000 0.03 a 030 Mao Taut 0.00 847.12 0.51 4.054 110.663 363344.301 Nod. 6 0.02 41002 0.01 .100. 0.00 • 02 0.00 41002 0.00 41002 7.71 .1002 RIX IMO MSC 70040 TOPIC 0541C 60)10 VOM 1TMM v0.1.0 Fils.0TO. ,1.11.06 0111406.12-in PWNSry 1. 3004 7666 PM 4 211 PI Min Value 0.00 24J0 0.00 2.376 0.000 7603.341 Min Cams TOPS0 MSC TOPIC 'MSC MP10 TOPPC 000064 LORD PAITICI PATIOM RATIOS Mox Value 0.00 647.13 0.51 4.014 110.023 443400.201 CO MM AO 0215033[ MTION ARS IN 10.7151 Msn as. TOPIC MSC TOM MMC tPIC TMSC MX 3403 ACM STORY LIMM W MATIC 0306010 3003 P4 Min Value 0.00 0.37 0.04 2.001 0.000 6710.040 Min a.. TOPIC TOPIC MPM TOPIC TOPIC TOPIC Load 000 0.0000 0,0000 Max Value 0.40 106.22 0.31 2.32% 50,111 .01 Mos Can MPM MCC TOPIC mM TOPIC 110050 AO0s1 DI 10000000 100.0000 Aaax1 M 100,0000 100.0000 ]IC M Min Value 0.00 41.17 0,01 1.001 0.000 6716.040 Mel V1 0.0000 0,0000 Min Cats TOPIC TOPIC MM TOPIC 11000 TOPIC Ansel M 100,0000 100.0000 Mu 2410a 0.00 000.44 0.10 1.200 37.001 .611 Anal FY 100.0000 100.0000 Max Case 10010 ISM TOPIC 4111600 TOPIC 01010 Atc41 M 122.4174 100.0200 p COUGHLINPORTERLUNDEEN A CONSULTING STRUCRhW. CIVIL ENGINEERING CORPORATION Pile Seismic Design ' Foundation Design Forces Garage A Garage B Level Pier No. V M Level Pier No. V M (kips) (k -in) (kips) (k -in) 2ND P1 833 256420 2ND P1 1186 389326 ROOF P1 535 77047 ROOF P1 929 133803 2ND P2 833 256420 2ND P2 401 95968 ROOF P2 535 77047 ROOF P2 72 10347 2ND P3 654 187751 2ND P3 847 263264 ROOF P3 327 47045 ROOF P3 561 80796 2ND P4 1019 326242 2ND P4 847 263264 ROOF P4 742 106824 ROOF P4 561 80796 2ND P5 1016 326794 2ND P5 806 248989 ROOF P5 749 107875 ROOF P5 524 75446 2ND P6 642 183637 2ND P6 806 248989 ROOF P6 316 45490 ROOF P6 524 75446 2ND P7 654 187751 2ND P7 1170 379717 ROOF P7 327 47049 ROOF P7 886 127604 2ND P8 1019 326243 2ND P8 419 101522 ROOF P8 742 106830 ROOF P8 82 11804 50 HT- 06 ETABS P7 5w -3 w -5 PS M= 2V7 k� 642 Mc 5,303 V=S33 PA= 21,370 - PI Sw ETABS v8.5.0 - File: Grg_A_1 -12 -06 - January 12,2006 15:55 Plan View - 2ND - Elevation 216 - Kip -in Units % ttpfeWc *1 Dt%S \G11.1 C c Yt.os t -t' QE 56-5 f -06 M& AE- A Ps sw \f lol k t— 27 153 V= 633 M= 21,37o P2 5w - Uougnhn rover Lundeen, Inc. ..+V)it9 P4 SW -2 , 654 gin= 15 6,46 I< P^- F3 sw -3 ETABS P8 Sw -7 ETABS v8.5.0 - File: Grg_B_1 -12 -06 - January 12,2006 15:55 Plan View - 2ND - Elevation 216 - Kip -in Units Foutjjpkf lc Des \Cat\!. 5E5 I -12 -QG Fr, Ree -c sfetaGte- 6 1.D Q / SEL r Ck\-CS Coughlin Porter Lundeen, Inc. I ° &LA3 Do N€ S AT sa g wA-u. err stAe- ont -Uit r ) Project No. Ar f'-w sum rfAa s .Innx Gone %AAA Fotc 11d = a'75 (') C. (¢"-) (a 1Cf) = 3.94 I /j n (tor«k 40 ei) y ` (j /4 ,) (o, 3 i) (o•7s) ( 0":7.) s 9 "j l- (s /ee/ 4 (thDcc saw.% Lew0 , 4c' 4 37 2 )` (cen' pretf:an ,h ✓ grate iW4 612.1,c‘ r0 $EAv'& tt.►slo.v : (6) 0- • Z59 g rQo4 lea—) W Stcc4 t' = C31 /` a p e / shear k/c,JI CVi Galt 1 SW— $ P GgA,+G€ F �;= 1170;" rest, J 4i-- .fIL./ wc/ eu/ cone, t, slab g• 53,9' o f /raanrfer• • 3a' + # rai l) r /4,2 /;j- ffe(cwtlr) A'., = /0,6 /` /n- ((o)o Z) U.tck Sv�1 (o P . G,araSe J3 \/.,, 1 1216 4 -401 =1587 44,,c g rade bean force = 5$3 ae.Nszt,.) Cje) # 7 5N6A wisake t.tc, - nA = `f $ 9'V d = 20.9 kJ Cfad}• 1 w� lA ) /..chides 4/(0+,.. f!+ r re �V = 20,9 _F4. `{ en 2\ a- Project Designed By: SCS Date: 2 -6,-06 Client 4 o k 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343 -5691 COUGHLINPORTERLiJPIDEEPI STRUCTURAL • CIVIL • SEISMIC ENGINEERING Checked Br Sheet P -'-1 of Shear Wall Vertical Loads Floor/Roof DL 105 psf Roof U. 65 pat Typ. Floor U. 40 pat 4'veneer 45 pal Garage A Pier SW tent Floor Ht Wall Length Tub Area Wall Mk Dead load Veneer Set wt Total DL U. Total DL Total U. M) ( (s0 ft) (In) (kips) (kips) (Ides) skips) (kips) (kips) (kips) 1 1 Roof 12 34 620 18 65 16 82 147 40 147 40 2nd 18 34 620 16 85 28 122 188 25 334 85 Pier SW Level Floor Ht Wall length Trb Area Wall TNc Dead Load Veneer Self wt. Total DL U. Total DL Total LL (ft) M) (se (n) (kips) (Mips) (kips) (fdPe) Qdps) (kips) (fdps) 2 1 Roof 12 34 820 16 85 18 82 147 40 147 40 2nd 18 34 820 18 85 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length lit Area Wall Tic Dead Load Veneer Self vvl Total DL U. Total DL Total LL ( ( (W M) (kips) (kips) (Maps) (kips) (mss) (kips) (ides) 3 3 Rod 12 31 775 12 81 17 5e 137 50 137 50 2nd 18 31 775 12 81 25 84 165 91 302 81 Pier SW Level Floor Ht Wail Length Trlb Area Wall TNc Dead Load Veneer Set Total DL U. Total DL Total LL (ff) ( ON 8) M) lidos) (was) Qdps) (hips) MPG) (kips) (laps) 4 2 Roof 12 42 1550 12 183 23 78 238 101 238 101 2nd 16 42 1550 12 183 34 113 276 62 615 163 Fier SW Level Floor Ht Wall Length Tub Area Wall Mk Dead Load Veneer Self vrl Total DL U. Total DL Total 1.1 (N ( (s9 (fn) (fps) Pdps) (kips) (Mips) (kips) (kips) (kips) 5 4 Rod 12 38 820 18 85 21 91 156 40 156 40 2nd 18 38 820 18 65 31 137 202 25 358 65 Pier SW Level Floor Ht Wall Length Tub Area Wall TNc Dead Load Veneer Self vrt. Total DL LL Total DL Total U. (lb (8) OR ft) 0 (kips) (kips) (kips) (kips) (kips) (fdPs) (kips) 6 5 Roof 12 29 820 16 85 16 70 135 40 135 40 2nd 18 29 620 18 65 23 104 170 25 304 65 Pier SW Level Floor lit Wall Length Mb Area Wan Thk Dead Load Veneer Sell lvt Total DL LL Total DL Total U. ( (11) OR 8) (In) (Mips) (kips) (dps) (kips) (kips) (kips) (kips) 7 3 Roof 12 31 775 12 81 17 56 137 50 137 50 2nd 18 31 775 12 81 25 84 165 31 302 81 Pier SW Level Floor Ht Wall Length Tub Area Wall TNc Dead Load Veneer Self wt Total DL LL Total DL Total U. Ml ( (SO t) (n) (MiPS) (Maps) (kiln) (kips) ()dos) (dins) (Mips) 8 2 Roof 12 42 1550 12 163 23 76 238 101 238 101 2nd 18 42 1550 12 163 34 113 278 62 515 183 Shear Wall Vertical Loads FloodRoof DL 105 psf Roof LL 85 par Typ. Floor LL 40 psf 4' veneer 45 psf Garage B Pier SW Level Floor lit Wall Length Tdb Area Wall MIL Dead Load Veneer Self wt. Total DL LL Total DL Total U. (t) (t) (s0 ft) On) Obis) (des) Odes) (bps) laps) (des) (bps) 1 6 Roof 12 38 300 18 32 21 91 123 20 123 20 2nd 18 38 300 16 32 31 137 188 12 291 32 Pier SW Level Floor lit Wall Length Trib Area Waft Mc Dead Load Veneer Self wt. Total DL LL Total DI. Total LL (t) .(t) (el ft) On) laps) (dPs) (bps) Odin) laps) Ope) (WO 2 6 Roof 12 20 250 16 26 11 48 74 16 74 16 2nd 18 20 250 16 20 16 72 98 10 173 26 Pier SW Level Floor HI Wall Length Trib Area Wall ilk Dead Load Veneer Self wt. Total Of_ U. Total DL Total U. M) (t) (sq ft) On) (dos) (dos) (dP*) (bps) (des) (des) (bps) 3 2 Roof 12 42 1812 12 189 23 76 245 105 245 105 2nd 18 42 1812 12 169 34 113 283 84 528 169 Pier SW Level Floor HI Wall Length Trib Area Wall Tit Dead Load Veneer Self wt. Total DI. LL Total DL Total U. (t) (II) (sq ft) (lo) pdpe) (bps) Odd) Odes) (bps) (MPs) (die) 4 2 Roof 12 42 1812 12 169 23 76 245 105 245 105 2nd 18 42 1612 12 189 34 113 283 e4 528 169 Pier SW Level Floor Ht Wall Length Trib Area Wall TN( Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (t) (su ft) (in) (don) Odpe) OdPe) (die) (die) pipe) Otis) 5 1 Roof 12 34 620 16 65 18 82 147 40 147 40 2nd 18 34 820 16 e5 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk Dead Load Veneer Self wt Total DL U. Total DL Total U (t) (ft) (sq t) On) OdPs) laps) Od*e) (doe) Odes) 0*) Odes) 6 1 Roof 12 34 820 18 65 18 82 147 40 147 40 2nd 18 34 620 18 85 28 122 188 25 334 65 Pier SW Level Floor lit Wall Length Trib Area Wall Tit Dead Load Veneer Self wt. Total DI. LL Total DL Total U. M) (8) (aft ft) On) (dP*) Odes) Odes) (des) (din) (dPs) (die) 7 8 Roof 12 42 1550 16 163 23 101 264 101 284 101 2nd 18 42 1550 18 183 34 151 314 62 578 163 Pier SW Level Floor HI Wall Length Tnb Area Wall Thk Dead Load Veneer Self wt Total DL LL Total Of. Total Li O) (t) (sa ft) On) (ldes) (don) Noel (des) Odes) (dos) (die) 8 7 Roof 12 22 920 16 97 12 53 149 60 149 60 2nd 18 22 920 16 97 18 79 178 37 325 97 P Shear Wall Footing Pile Design Forces T (c.) PatS c (t) f u_ES M. T•L + P (V3-) = C - i 1-ii Garage A Pier Shear Wail Length (ft) 1 1 34 2 1 3 3 4 2 5 4 6 5 7 3 8 2 34 31 42 38 29 31 42 Moment (k -in) 90% of M (k-ft) 19232 19232 14089 24468 24510 13773 14081 24468 r Dead Load (kips) Live Load (kips) 0.9D + 0.7E Max C Max T (kips) (kips) 336 60 336 60 292 27 355 53 370 81 295 37 292 26 355 53 D + L + 0.7E Max C Max T (kips) (kips) 367 29 367 29 327 -8 413 -5 402 49 326 6 326 -9 413 -5 Per ASCU 7 - 4c, 9.5.G. 10 char k/a // z 42 2632 i 19745 2 k> r, x169 316 13 3 a 2 42 26 )26i "" 19745 7 E X169 316 13 375 -46 5 1 34 : 24 8989 18674 612 '; ' 330 55 361 23 6 1 34 b 24 8989 18674 �? 65 `' 330 55 361 23 7 8 42 379'717 ". 28479 " 67 t 16f3 388 86 446 29 8 7 22 x 1`O1 7614 - ' 5 2. � a 238 4 276 -33 SEt A_Evt5c0 Cw -6 CAL.CS ( v.\ - 9 7 ) `en'' } # P,. (I-) IA" } ' #M. Pro SL 6v C4 Project No. 1A -L)7fl Are uc. *7Nba re L4LT1MA -1t � v- 0. 5 11 ROU-A4) w� F 4214st. L{Sev IIA.Gnko..\ vales - R ss I .x ors 7El✓S /0n/ s 1 '1 Co/t7'f/L&SS /aniz X0 12/` p N1oME4.11" s /2/ ' M P/LE Client 91 4 K Mn : 450w s 121 l/2 � 9X o s , _ Os ' "Sc3J 948 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343 -0460 • F. 206/343 -5691 COUGFILINPORTERLUNOEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Ifs" S?CcL PI S. 7ar4t £4S6 Xi/ az. = 3.027 '` To•r4L rlo, ov p Les = It /1V PILE LA5'EPAL LO ND = 23,72 (um wutrE..� SNAIL wAcu. PILES ,q ssulvleo TD Itk% 5A446 Sr7FPVCSS (FIX 1R siao) T1P%CAL PILE LOAD .4T" CoWiudvS o2 8k4 ,n4$ Conn1P2ESS/on/= - 1 . 37 (AuoovrmBLS.) /144)( main E./T' s /.Z 1 is 6.11-111■MCIS) MAX TINS 16N = /2S''` CAUvwtaket e, (90 o..ly) (cow. ?resc or') = 0,51 4- t to Designed By: Se5 Checked By: 0.4 G i, c 0± Date. /-24.--06 SheetP - S. of cic Project Project No. o e 1 0 - c D2.L's E- sit, PILE 14604 wt✓1 -t7 254 ;nh /; Vu.' Z&2- - D, 5o f`I n ML _ 5, - 72 k �l'n L 5 Camti S 1TLe SS c O,So Z t(S , 7 2. Ilk" LA Se 7 /g, WEV9 (KINl u.t&vA.) 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343 -0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEPI STRUCTURAL • CIVIL • SEISMIC ENGINEERING greet jot& GONNef -nte/ MAX VPLJFT= I'15 6.,1■Ati0..te') a t shecr wail,' o nly Mk( shear = 2$.2'` (4JI,> ak) 'AS etbb► C' • 175- b.? Kt a, (cad = 9.24 ; (t) 5/$ * p zt.- $ s 3b'( a C$) 4 4 " D2 L'S AT Tyhc.at, QlMM5 use 4 „.„, 6 rd = --= = tl90 , '- 0,75-(0,7)(k))) :. ust (3)� DZG's L= 56.5" - '3, I v k /14 n an 3 k-k Designed By: SES Date: / • Client Checked Br Sheet P -q of i o 0 0 0 0 o o y O -{- x O o O o o O O O 20 x 20 in Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered . olumn type: Structural Bars: ASTM A615 Date: 02/02/06 Time: 13:54:43 -400 P (kip) 1200 (Pmax) -400 (Pmin) pcaColumn v3.63 - Licensed to Coughlin Porter Lundeen, Inc. File: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\ Foundation \PCA\Steel_Pile_at_SW.col Project: SC Garage Column: Pile @ SW Engineer: SES Pc = 4 ksi fy = 60 ksi Ag =400102 16 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 7.04 inA2 Rho =1.76% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 13333.3104 e_u = 0.003 infin Yo = 0.00 in ly = 13333.3 in ^4 Beta1 = 0.85 Clear spacing = 3.38 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Sit EL PILE (oMVEW o A/ (e s '/ai w+4w) P -lo UL /UL /Ub pcaLulutmI V.3.0o C J.L.v..+ ... ......... .. .. 13:43:51 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 CO 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. P -) Steel_Pile_a 02 /U2 /U6 pCaeOIUmn V4.(21 - euxiliardw Lnv,a,ra fook".anaav,v 13:43:51 Licensed to: Coughlin Porter Lundeen, Inc. 'General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Foundation \P Project: SC Garage Column: Pile @ SW Engineer- SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in /in Betel = 0.85 Section: = Rectangular: Width = 20 in Depth = 20 in Gross section area, Ag = 400 in Ix = 13333.3 in''4 Xo = 0 in Pu Mux No. kip k -ft 1 470.0 2 -175.0 121.0 121.0 Program completed as requested! fy = 60 ksi Es = 29000 ksi Iy = 13333.3 in Yo = 0 in Reinforcement: = = Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 7.04 in at 1.76% 16 #6 Cover = 1 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) fMnx k -ft fMn /Mu 298.8 2.470 148.6 1.229 Steel Pile a 0.31 0.79 1.56 ( 0 0 0 y 0 - x 0 0 0 0 20 x 20 in Code: ACI 318-02 Units: English Run axis: About X -axis Run option: Investigation Slenderness Not considered . olumn type: Structural Bars: ASTM A615 Date: 02/02/06 Time: 14:02:34 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) File: \\Server5\structural\Southcenter Design -Build Garages\ENG\ Analysis\ Foundat...\ Steel_Pile_at_gravitycolumn.col Project: SC Garage Column: Pile Q SW Engineer. SES Pc = 4 ksi fy = 60 ksi Ag = 400102 8 t16 bars Ec = 3605 ksi Es = 29000 ksi As = 3.52 InA2 Rho = 0.88% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 13333.3 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 13333.3 inA4 ,Beta1 = 0.85 Clear spacing = 7.50 in Clear cover = 1.38 in Confinement: lied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ;766.. PILE cA4P GOMV& -Tkw (TV9,) P-)3 uc/ uc/ uo pcaLuiuuu, vo o, - rvniueu.., ..w.c,... e+a o.=.=... 14:02:24 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Steel_Pile_a P- Vd /VL/ VO pUaLVSUUM V3.03 rvl iL.nL ..DrInL 1. ff. ow1A•iv \v - u 14:02:24 Licensed to: Coughlin Porter Lundeen, Inc. Steel Pile a ' GeneYal Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Foundation \P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Structural Material Properties: =========== f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Rectangular: Width = 20 in Depth = 20 in Gross section area, Ag = 400 in Ix = 13333.3 in"4 Iy = 13333.3 in Xo = 0 in Yo = 0 in Reinforcement: fy = 60 ksi Es = 29000 ksi Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 3.52 in at 0.88% 8 #6 Cover = 1 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux No. kip k - 1 2 470.0 121.0 100.0 121.0 * ** Program completed as requested! * ** fMnx k -ft fMn /Mu 243.8 2.015 204.2 1.688 0.31 0.79 1.56 P-15 t . 2011 Mxca A'T ?Ads Rt,Nfo2CEMtNT T -,¢t. $RCE sucag-: 31? 3 k OP P /ccs ~ /2O AYCaAG € P11.6 GAIT -a.A L Loki) = 2 !c 1 I` (Lit roMA -rE) —SEIM& WALL, PILE b68I4• Lotman LOAD ; 33 I` 64Lrtwa,E7 MAX Ccrn°,eEss tf6 Pea-CE e SK/ = 351 < '} 5 0 o (.. \ \owe;b\e) Max reran ow Poled @ sW 125 < Boo ok (0.1\e •b 't) MoM&Jt @ SWJ P /LE = CO lc/ (f;xa_tk 4teJ CkAI-t,,,c4c) voile ,$Neat 6allr are a/t.r5.e.ea 'Cr on ,1crtoitct Tsrce vvtck r 9 ra t iy -4 Pat d u e_ ft. « Co S. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project SC. G our atQe, Project No. J sACCAerr fAc•n pies mlf'I cRL_ PILES UNDER tcawat.IS 011.4X coch Pizersi ere Len-0 : 390k G 450'` ok (640‘,44,14.) MAX mom-can = II (t Ht c -}e) Kee or i-tiec ttai) Client 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 Designed By: Stec Date: /— /`F -06 Checked By: Sheet P -l6 of fits Ira zt 4.4 Qs 8, a1Z < ° s ?s - (6, 2-) b s 2, S 1+ (1 Pei k), rl-I M 303 k , W� n! M DV = 4, l�8b} 4 ae.1 S G , I 5 � • — fAAt S?AC3hl& W / /ii/A) N) P/lz DIA. of TOP Ve _ (j )(3o;) - 6'7 k (e Sw Plt.a✓s) V = 5 ' ( Z �' s )(2�) = 626 (e 0 MO) t 11 #/ = 8175 (1 a C) _ _ = 14.6 K 0440 (0 4E006) 4.7k , I use Spf/LAt. PITCH = 41, l ac 5.'7 IS Project SC L #W. G C Project No. Client Designed By:SE S Checked By 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Date: / - 23- 04 Sheet h -)7 of 1 3 Acl 16c SPIRAL OE►NF ge.nf. per X02 -S' Au4eRChst PI COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 211.1 retie/ ov'eC Sx pik click. s $-4 '` or G f4 cro,.,, Rein r. Per 21,44 } ZI.44.3 relief over 7x ■le from Top CC- pile 1 Project SC, (, fr Designed By: SC Date: 1-2 -04 Project No. Client Checked By: Sheet lam- ) $ of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 Shape' tf all s 20 in diam. Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered olumn type: Structural Bars: ASTM A615 Date: 01/14/06 Time: 09:34:02 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) File: UServer5lstructural\Southcenter Design -Build Garages\ ENG1Analysis \Foundation\PCA\Pile at_SW.col Project: SC Garage Column: Pile CO SW Engineer: SES Pc = 4 ksi fy = 60 ksi Ag = 314.159 in ^2 9 #9 bars Ec = 3605 ksi Es = 29000 ksi As = 9.00 inA2 Rho = 2.86% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 7853.98104 e_u = 0.003 infin Yo = 0.00 in ly = 7853.98 in ^4 Betal = 0.85 Clear spacing = 3.02 in Clear cover = 3.38 in Confinement: lied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 r -ii 09:33:59 Licensed to: Coughlin Porter Lundeen, Inc. Pile_at_SW • 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) aa�m :tea : :mas : Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. p--LO VS/S pCal. VsWiul YJ.VJ - PVAaa,na .r.. 09:33:59 Licensed to: Coughlin Porter Lundeen, Inc. Pile_at_SW 'Genet Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Foundation \P Project: SC Garage Column: Pile 0 SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Structural Material Properties: = f'c = 4 ksi =_ Ec = 3605 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Circular: Gross section area, Ag = 314.159 in * 2 Ix = 7853.98 in Xo = 0 in Reinforcement: # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Diameter = 20 in Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout- Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 9.00 in at 2.86% 9 #9 Cover = 3 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _____ ..... ___... _ Mux fMnx Pu No. kip k -ft k -ft fMn /Mu 1 470.0 2 -175.0 158.0 158.0 * ** Program completed as requested! Iy = 7853.98 in Yo - 0 in fy = 60 ksi Es = 29000 ksi 180.9 1.145 160.3 1.014 * ** ( 0 + X 0 O O O 20 in diam. Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness Not considered Jolumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:14:29 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) 1800 (Pmax) 3 Pr � fs =0 1 I 1 fs =0.5fy -350 350 Mx (k -ft) -800 (Pmin) File: 11Server5lstructural\Southcenter Design -Build Garages1ENG\Analysis\ Foundation \PCA\Pile_at_SW_Mpr.col Project: SC Garage Column: Pile @ SW Engineer. SES Pc = 4 ksi fy = 75 ksi Ag = 314.159 in^2 9 #9 bars Ec = 3605 ksi Es — 000 ksi As = 9.00 in ^2 Rho = 2.86% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 7853.98 in ^4 e_u = 0.003 infin Yo = 0.00 in 1y = 7853.98 in ^4 Beta1 = 0.85 Clear spacing = 3.02 in Clear cover = 3.38 in Confinement: Other ( phi(a) = 1, phi(b) = 1, phi(c) = 1 10:14:25 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. P-23 Pile at SW M 10:14:25 Licensed to: Coughlin Porter Lundeen, Inc. .General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Foundation \P ' Project: SC Garage Column: Pile ® SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in /in Betel = 0.85 Section: Circular: Diameter = 20 in Gross section area, Ag = 314.159 in Ix = 7853.98 in * 4 Iy = 7853.98 in * 4 Xo = 0 in Yo = 0 in Reinforcement: = Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in "2) # 3 # 6 # 9 # 14 0.38 0.11 # 4 0.50 0.75 0.44 # 7 0.88 1.13 1.00 # 10 1.27 1.69 2.25 # 18 2.26 Confinement: User - defined; #3 ties with #10 bars, #4 with larger bars. phi(a) = 1, phi(b) = 1, phi(c) = 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 9.00 in at 2.86% 9 #9 Cover = 3 in Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load fPn fMnx N.A. depth No. kip k -ft in 1 470.0 295.5 10.39 * ** Program completed as requested! * ** fy = 75 ksi Es = 29000 ksi 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 P -2.1-1 Pile at SW M 0.31 0.79 1.56 Ty ► t ti P 1� Q C61kM e_u = 0.003 in/n Beta1 = 0.85 Confinement: Tied 20 in diam. Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered column type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:07:21 0s) 9 :7 File: \ \Servers\structural\Southcenter Design Project: SC Garage Column: Pile @ SW Pc =4ksi fy =60ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi fc = 3.4 ksi -180 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P (kip) 900 (Pmax) -300 (Pmin) 180 Mx (k -ft) -Build Garages\ ENG1,Malysis\Foundation\PCA\Pile at_gravitycolumn.col Engineer. SES Ag= 314.159inA2 As = 4.80 in "2 Xo = 0.00 In Yo = 0.00 in Clear spacing = 3.86 in 8 #7 bars Rho =1.53% Ix = 7853.98 in ^4 ly IT 7853.98 in "4 Clear cover = 3.38 in 10:07:07 Licensed to: Coughlin Porter Lundeen, Inc. Pile at gray 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. i 0 0 0 y 0 -I- x O O O O 20 in diam. Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:13:07 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) File: \ \Server5\structural \Southcenter Design -Build Garages \ENG\ Analysis\ Foundati.. .\Pile_at_gravitycolumn_Mpr.col Project: SC Garage Column: Pile @ SW Engineer: SES fc = 4 ksi fy = 75 ksi i Ag = 314.159102 8 #7 bars i Ec = 3605 ksi ''Es =.29000 ksi As = 4.80 inA2 Rho = 1.53% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 7853.98104 e_u = 0.003 in/in Yo = 0.00 in ly = 7853.98 in ^4 Beta1 = 0.85 - --"' clear spacing = 3.86 in Clear cover = 3.38 in Confinement: Other / p-hi(a) = 1, phi(b) = 1, phi(c) = 1 �, ...., ., r 10:12:24 Licensed to: Coughlin Porter Lundeen, Inc. Pile_at_grav • 0000000 0 0000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 10:12:24 Licensed to: Coughlin Porter Lundeen, Inc. 'General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Foundation \P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in /in Betel = 0.85 Section: Circular: Diameter = 20 in Gross section area, Ag = 314.159 in Ix = 7853.98 in Iy 7853.98 in * 4 Xo = 0 in Yo 0 in Reinforcement: # 3 # 6 # 9 # 14 Rebar Database: ASTM A615 Size Diam (in) Area (in 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Size Diam (in) Area (in Size Diam (in) Area (in Confinement: User - defined; #3 ties with #10 bars, #4 with larger bars. phi(a) = 1, phi(b) = 1, phi(c) = 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 4.80 in at 1.53% 8 #7 Cover = 3 in Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load fPn fMnx N.A. depth No. kip k -ft in 1 470.0 246.5 10.49 * ** Program completed as requested' *** fy = 75 ksi Es = 29000 ksi 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 PaQ Pile_at_grav 0.31 0.79 1.56 1 St.Ae ON 6 VeS 18C. Sea /8O13..z.23. I MA'i CoLU r.4 A-it LoA-p + 53&' Scs = 0.85 530 (0,65' 45 � -#5** 0.833 1 n o, 90 (Co Ics') ca-. en-...s.64 b colww," na v.—A- 4" SPa u shall 461 exceeoI /6, d COUGHLINPORTERLUW DEEM STRUCTURAL • CIVIL • SEISMIC ENGINEERING 4% (6) ) ?Cr /a/n > ao 9 ak. �} 5 '` Since = I SS pry 4 42 f: E sc 0(7_4) - spec; 0.1 -Kee re /s of Z/ 1.4, I — 2_1.0. 3 m a y St %5/, ore ci, Projectc0 units. Designed By: 5 Date: 2 -15 -06 Project No. Client Checked By: Sheet P -31 of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P. 2061343 -0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Pile Cap Seismic Design Project No. skWdae WAu- Pits IMPS Project 5c GARAGE 1 MAX 7 (L&4C 0 of1 4 3Co l K (a1tow 51t K (\ 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P 2061343-0460 • F. 2061343.5691 COUGHLIN1PORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING S kNectr hf it 73* T T 51 CuA Designed Br as Date: H3 O Client Checked Br Sheet V - I of SMEAR_ wkU- P 1 LE cAPs 4' dp• P/ IC Cs.� Project ¶, 4M i & #Y = a'75 fr (3aob) (o"Xfon) = /9'7 k 4\4 c e . d = 514-197 = 31 f vs 0,7 Av f s Av = of 8 (4) 44 4 Leis - 320 a / = 1490 /56" OR (G) #4 uGs °' 6 H oc Ai = /97 f 3Zo = 51'7 '` y4~ = S ) 4 K • an L 1,0 6 k Dun 4min = 1331 k' > M� 3 12_55' COUGHLINPORTERLUNDEEU STRUCTURAL • CIVIL • SEISMIC ENGINEERING (1 440 o Lonpih4*IAA Sire/ _ (7) k9 BM-5 'MP 4 Sot. Designed By:5 Date: / Project No. Client Checked By: Sheet 1/ - t of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • R 206/343 -5691 y x 60 x 48 in Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/13/06 Time: 15:09:42 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) File: untitled.col Project SC garage Column: Pile Cap Engineer. SES t'c = 3 ksi fy = 60 ksi Ag = 2880 in "2 14 #9 bars Ec = 3122 ksi Es = 29000 ksi As =14.00 in "2 Rho = 0.49% fc = 2.55 ksi fc = 2.55 ksi Xo = 0.00 in lx = 552960 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 864000 in ^4 Betal = 0.85 Clear spacing = 7.23 in Clear cover = 4.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 15:09:26 Licensed to: Coughlin Porter Lundeen, ,General Information: File Name: untitled.col • Project: SC garage Column: Pile Cap Code: ACI 318 -02 Run Option: Investigation Run Axis: X - axis Material Properties: f'c = 3 ksi Ec at 3122.02 ksi Ultimate strain = 0.003 in /in Betel - 0.85 Section: Rectangular: Width = 60 in Gross Ix - Xo = Reinforcement: # 3 # 6 # 9 # 14 section area, Ag = 2880 in"2 552960 in 0 in Reber Database: ASTM A615 Size Diam (in) Area (in * 2) 0.38 0.75 1.13 1.69 Confinement: Tied; #3 phi(a) = 0.8, phi(b) 0.11 0.44 1.00 2.25 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 14.00 in"2 at 0.49% Top Bottom Left Right Bars Cover(in) Axial Load and Corresponding Moment Capacities: (see user's manual for notation) fPn fMnx N.A. depth No. kip k -ft in Load 1 7 # 9 4 1.0 1330.8 7 # 9 4 * ** Program completed as requested! * ** Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy - 60 ksi Es = 29000 ksi Depth - 48 in Iy = 864000 in * 4 Yo = 0 in Size Diam (in) Area (in * 2) Size Diam (in) Area (in"2) 0.50 0.88 1.27 2.26 4.14 Inc. 0.20 0.60 1.27 4.00 0 # 3 0 # 3 4 4 ties with #10 bars, #4 with larger bars. = 0.9, phi(c) = 0.65 untitled 0.63 0.31 1.00 0.79 1.41 1.56 V COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Shear Wall Design Shear Wall Design Forces Garage A Garage B Level Pier No. rho' V rho M Level Pier No. rho' V rho' M (kips) (k -in) (kips) (k -in) 2ND P1 1250 364630 2ND P1 1779 583989 ROOF P1 803 115570 ROOF P1 1394 200705 2ND P2 1250 384630 2ND P2 601 143952 ROOF P2 803 115570 ROOF P2 108 15520 2ND P3 981 281626 2ND P3 1271 394896 ROOF P3 490 70568 ROOF P3 842 121194 2ND P4 1528 489363 2ND P4 1271 394896 ROOF P4 1113 160236 ROOF P4 842 121194 2ND P5 1525 490191 2ND P5 1209 373483 ROOF P5 1124 161812 ROOF P5 786 113169 2ND P6 964 275455 2ND P6 1209 373483 ROOF P6 474 68235 ROOF 'P6 786 113169 2ND P7 981 281626 2ND P7 1755 569575 ROOF P7 490 70574 ROOF P7 1329 191407 2ND P8 1528 489365 2ND P8 628 152282 ROOF P8 1113 160246 ROOF P8 123 17705 W -I Shear Wall Vertical Loads FloodRoof DL 105 psf Roof LL 65 psf Typ. Floor LL 40 psf 4' veneer 45 psf Garage A Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Wed Veneer Self wt Total DL LL Total DL Total U. (8) (ft) On t) M) Adps) (bps) Asps) (Ides) grips) Asps) (bps) 1 1 Roof 12 34 820 18 65 18 82 147 40 147 40 2nd 18 34 820 18 e5 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Tdb Area Wall TM. Dead Load Veneer Self wL Total DL LL Total DL Total LL M) At) OR t) M) Asps) Odin) (lops) Asps) OP) Asps) (bps) 2 1 Roof 12 34 620 18 e5 18 82 147 40 147 40 2d 18 34 820 16 as 28 122 188 25 334 85 Pier SW Level Floor Ht Wall Length TA Area Wall Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL AU Oat) (na t) M) Odin) Ades) (trips) (this) Pis) POs) (kips) 3 3 Roof 12 . 31 775 12 81 17 56 137 50 137 50 2nd 18 31 775 12 81 25 84 165 31 302 81 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (t) (t) OR in (lo) Aden) (fain) laps) Asps) (taps) Odra) (kips) 4 2 Roof 12 42 - 1550 12 183 23 76 238 101 238 101 aid 18 42 1550 12 163 34 113 278 62 515 183 Pier SW Level Floor Ht Wall Length Trlb Area Wag Thk. Dead Load Veneer Self wt Total DL U. Total DL Total LL (t) (t) (n9 t) (lo) Ades) Ades) Aden) Alps) Ades) (den) Aden) 5 4 Roof 12 38 620 16 85 21 91 156 40 156 40 2nd 18 38 620 19 e5 31 137 202 25 358 e5 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk. Dead Load Veneer Self wL Total DL LL Total DL Total LL (t) (t) (s9 t) M) Ades) Ades) Alps) Ades) (bps) Adis) Odds) 6 5 Roof 12 29 820 18 65 18 70 135 40 135 40 2d 18 29 820 '18 65 23 104 170 25 304 65 Pier SW Level Floor Ht Wall Length The Area Wall Tide Dead Load Veneer Self wt Total DL LL Total DL. Total (t) (t) (w t) An) Adis) (kes) Aden) Ades) Aden) Ades) Aden) 7 - 3 Rod 12 31 775 12 81 17 56 137 50 137 so 2nd 18 31 775 12 81 25 84 165 31 302 61 Pier SW Level Floor to Wall Length Tdb Area Wan lit Dead Load Veneer Self wL Total DL U. Total DL Total LL (t) At) OR t) („) (dis) Ades) Asps) (des) Asps) Asps) 00s) 8 2 Rod 12 42 1550 12 163 23 76 238 101 238 101 2nd 18 42 1550 12 183 34 113 278 62 515 163 h.) -2 Shear Wall Vertical Loads FloodRoof DL 105 psf Roof U. 85 pd Typ. Floor LL 40 ref 4 veneer 45 ps( Garage B Pier SW Level Poor lit Wall Length Trb Area Wall Tick Dead Load Veneer Self v4. Total DL U. Total DL Total LL (ft) (ft) (sq ft) On) Odin) (bps) OdPs) Odes) Off) Ones) (bps) 1 6 Rod 12 38 300 18 32 21 91 123 20 123 20 2nd 18 38 300 16 32 31 137 188 12 291 32 Pier SW Level Floor kit Wall Length it Area Wall ThL Dead Load Veneer Self wt Total DL U.. Total DL Total U. (ft) (ft) (s8ft) On) Pdvs) Off) (kips) (dps) (this) (bps) (NA) 2 6 Rod 12 20 250 16 28 11 48 74 16 74 16 2nd 16 20 250 18 28 18 72 e8 10 173 26 Pier SW Level Floor Fit Wall Length Trb Area Wall Thk Dead Load Veneer Self at Total DL - U. Total DL Total U- 00 (ft) (s9 ft) On) OdPs) (lops) (kips) OdPe) (bps) OAPs) (lops) 3 2 Rod 12 42 1812 12 169 23 76 245 105 245 105 2nd 18 42 1812 12 189 34 113 283 64 528 169 Pier SW Level Floor M Wall Length Tub Area Wall Thk Dead Load Veneer Self at Total DL LL Total DL Total U- 00 ( ( On) Odpe) (bps) 04s) (bps) (kips) (bps) (bps) 4 2 Rod 12 42 1612 12 169 23 78 245 105 245 105 2nd 18 42 1812 12 169 34 113 283 64 528 169 Pier SW level Floor Ht Wall Length Tub Area Walt ThL Dead Load Veneer Self v4. Total DL U. Total DL Total LL (ft) m) (sa 8 ) On) (kips) (kips) (tPs) Ones) OdPs) (bps) (kips) 6 1 Rod 12 34 620 18 85 18 82 147 40 147 40 2nd 18 34 820 16 65 28 122 188 25 334 e5 Pier SW Laval Floor lit Wall Length Tab Area Wall That Dead Load Veneer Self wt. Total DL LL Total DL Total U- M) ( (sa ft) On) OBPs) (bps) (kips) (bps) (kips) (kips) (kips) 6 1 Roof 12 34 620 18 65 18 62 147 40 147 40 2d 18 34 820 16 85 28 122 188 25 334 65 Pier SW Level Floor lit Wall Length Tdb Area Wall lit Dead Load Veneer Self at Total DL LL Total DL TotalLL ( (ft) NO ft) On) (kips) (kips) Odps) (bps) (kips) (kips) (kips) 7 8 Roof 12 42 1550 16 163 23 101 284 101 284 101 2nd 18 42 1550 - 16 163 34 151 314 62 578 183 Pier SW Level Floor M Wall Length Tub Area Wall TM. Dead Load Veneer SelfwL Total DL U. Total DL Total U. (ft) (ft) (sq ft) On) Odes) (kes) Ones) (kips) Ohs) (kips) (bps) 8 7 Roof 12 22 920 16 97 12 53 149 80 149 60 2d 18 22 920 18 97 16 79 ' 178 37 325 97 LO ETABS SNFA2 wau_ DESIGII Fnv rCS 6)444e A PI Sw�l 12.50" Mt- 31,653" 0.70= 234` I -2D-k 651.= 433 ETABS v8.5.0 - File: Grg_A_1 -9-06 - January 24,2006 9:55 Plan View - STORY1 - Elevation 216 - Kip -in Units P2 Sw- I 125a M 31 O•1D ; 23 I.2DtO.5L= 4 33" Coughlin Porter Lundeen, Inc. Pa- Sw'Z P3 Sw - 3 5 I- z'1 - -CT6 w `f. ETABS P O u -7 P7 SW- g S�1c wAAA- %%SiG 'QCEs S (,C 9s-C° Coughlin s - Coughlin Porter Lundeen, Inc. 019= 234 I.2D -e °433 7o s w —I ETABS v8.5.0 - File: Grg_B_1 -12 -06 - January 24,2006 9:56 Plan View - 2ND - Elevation 216 - Kip -in Units O. Z34 ( .20. SL = c1-33P- P5 5w-I P3 514 -2. P4 sw -2- 565 / -2 4 — oC w _ Shear Wall Horizontal Reinforcement Date: 1/24/2006 Pc = psi Av = -:. TM o inA2 psi fY = Eng: 60 ksi Story Pier Shear Wall Mk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW -1 16 34 1250 554 13.1 2ND Grg A P1, P2, Grg B P5, P6 SW -1 16 34 803 554 36.6 2ND Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1528 513 11.1 ROOF Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1113 513 18.8 2ND Grg A P3, P7 SW -3 12 32 981 391 14.5 ROOF Grg A P3, P7 SW -3 12 32 490 391 86.6 2ND Grg A P5 SW-4 16 38 1525 619 11.2 ROOF Grg A P5 SW-4 16 38 1124 619 202 2ND Grg A P6 SW -5 16 29 964 472 15.8 ROOF Grg A P6 SW -5 16 29 474 472 — 2ND Grg B P1 SW-6 16 39 1779 635 9.1 ROOF Grg B P1 SW-6 16 39 1394 635 13.8 2ND Grg B P2 SW-6 16 20 601 326 19.5 ROOF Grg B P2 SW -6 16 20 108 326 — 2ND Grg B P8 SW -7 16 22 628 358 21.9 ROOF Grg B P8 SW -7 16 22 123 358 — 2ND Grg B P7 SW-8 16 42 1755 684 10.5 ROOF Grg B P7 SW -8 16 42 1329 684 17.4 CAIN. Cz� )ivP e = O,002.5 Fort 16" y A-14, VOL If vat- #5 A-W #5 e 120 cj e / ac E, W -6 Shear Wall Horizontal Reinforcement Date: 1/24/2006 fc = psi Av = Searts inA2 Eng: psi fy = 60 ksi Story Pier Shear Wall thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW-1 16 34 1250 554 18.6 2ND Grg A P1, P2, Grg B P5, P6 SW-1 16 34 803 554 51.9 2ND Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1528 513 15.7 ROOF Grg A P4. P8, Grg B P4, P3 SW-2 12 42 1113 513 26.6 2ND Grg A P3, P7 SW-3 12 32 981 391 20.6 ROOF Grg A P3, P7 SW-3 12 32 490 391 122.9 2ND Grg A P5 SW-4 16 38 1525 619 15.9 ROOF Grg A P5 SW-4 16 38 1124 619 28.6 2ND Grg A P6 SW-5 16 29 964 472 22.4 ROOF Grg A P6 SW-5 16 29 474 472 — 2ND Grg B P1 SW-6 16 39 1779 635 13.0 ROOF Grg B P1 SW-6 16 39 1394 635 19.5 2ND Grg B P2 SW-6 16 20 601 326 27.6 ROOF Grg B P2 SW-6 16 20 108 326 — 2ND Grg B P8 SW-7 16 22 628 358 31.0 ROOF Grg B P8 SW-7 16 22 123 358 — 2ND Grg B P7 SW-8 16 42 1755 684 14.9 ROOF Grg B P7 SW-8 16 42 1329 684 24.8 L' -1 Y m x t I II �L , 408 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered :Soumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:50:18 - 120000 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) 20000 (Pmax) fs =0.5fy -4000 (Pmin) File: \ \Server5\structurafSouthcenter Design -Build Garages \ENG1Analysis1Shear Walls\PCA'SW -1.co1 Project: SC Garage Column: SW Engineer. SES Pc = 5 ksi fy = 60 ksi Ag = 6528111 68 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 40.80 in ^2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in lx = 139264 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 9.05564e+007 in ^4 Beta1 = 0.8 Clear spacing = 11.38 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 120000 My (k -ft) 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. SW -1 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. W -q 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. beneral Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: = = f'c = 5 ksi fy = 60 ksi Bc = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal -_ - 0.8 Section: Rectangular: Width = 408 in Depth = 16 in Gross section area, Ag = 6528 in Ix = 139264 in Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Iy = 9.05564e +007 in Yo = 0 in Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 40.80 in at 0.62% Top Bottom Left Right Bars 34 # 7 34 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 1 234.0 32053.0 37953.4 * ** Program completed as requested! * ** 1.184 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 W -t o 0.31 0.79 1.56 SW -1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) =Pu - - - - - M UY - - - -fMny - - - - - No. kip k -ft k -ft fMn /Mu y K 15` t /2 'cc. Er 908 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:02:42 Project: SC Garage Column: SW fc =5ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 in/in jBetal =0.8 Confinement: lied (Pmax) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) 20000 — File: 11 Server5lstructural\Southcenter Design -Build Garages%ENG\Analysis\Shear Walls\PCA[SW- 1_top.coQ Engineer SES fy = 60 ksi Ag = 6528 inA2 68 #5 bars Es = 29000 ksi As = 21.08 in ^2 Rho = 0.32% fc = 4.25 ksi Xo = 0.00 in lx = 139264 iO4 Yo = 0.00 in ly = 9.05564e +007 in ^4 Clear spacing = 11.63 in Clear cover = 1.37 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 J 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections . Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program.. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -1_top 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. SW -1_top General Information: = File Name: \\Server5\structural\Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Material Properties: Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 408 in Gross section area, Ag = 6528 in Ix = 139264 in Xo = 0 in # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Pu Muy No. kip k -ft 1 103.0 10000.0 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 9.05564e +007 in'4 Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in *2) Size Diam (in) Area (in Size Diam (in) Area (in Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 21.08 in at 0.32% Top Bottom Left Right Bars 34 # 5 34 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 fMny k -ft fMn /Mu 20153.3 2.015 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 W `13 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) y 4 G a °' 509 509 x 12 in Code: AC! 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered .;olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:09:58 - 120000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. (Pmin) File: \ \Servers\stnictural\Southcenter Design -Build Garages1ENGVlnalysis \Shear WalIs1PCA Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 6048 in "2 Ec = 4031 ksi Es = 29000 ksi As = 36.96 in "2 '`Rho = 13.'67% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in lx = 72576 in e_u = 0.003 infin Yo = 0.00 in ly = 1.28024e +008 in ^4 ! Beta1 = 0.8 Clear spacing = 7.75 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 120000 My (k -ft) 12:09:48 Licensed to: Coughlin Porter Lundeen, Inc. SW -2 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections = = va==s==e== s = = = = = =__= _ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 4,) 15 us,a -2,V � 1J a. s....• uv..a aavu 12:09:48 Licensed to: Coughlin Porter Lundeen, Inc. General Information: _= = File Name: \\Server5\structural\Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 504 in Depth = 12 in Gross section area, Ag = 6048 in Ix = 72576 in Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 36.96 in at 0.61% Top Bottom Left Right Bars 42 # 6 42 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 361.0 40780.0 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Iy = 1.28024e +008 in Yo = 0 in 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 45112.7 1.106 W -( G 0.31 0.79 1.56 SW -2 y I 00 504 x 12 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness' Not considered olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:10:52 - 120000 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) 18000 — (Pmax) -2000 — File: \ \Server5lstructuraRSouthcenter Design -Build Garages \ENGWnalysis \Shear Walls\PCAISW- 2_top.col J Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 6048 inA2 Ec = 4031 ksi Es = 29000 ksi As = 26.04 inA2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in Betel = 0.8 Clear spacing = 8.00 in Confinement Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 C (Pmin) 84 #5 bars Rho = 0.43% Ix = 72576104 Iy = 1.28024e+008104 Clear cover = 1.37 in 120000 My (k -ft) 1� 12:10:48 Licensed to: Coughlin Porter Lundeen, Inc. SW -2_top 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) = = = == __==================.. ____ == Computer program for the Strength Design of Reinforced Concrete Sections ========= = =sss= s = =____ s= c===== s= s== = = ==a= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PC& neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 12:10:48 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: ==================== f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: F= = = = =__ # 3 0.38 # 6 0.75 # 9 1.13 # 14 1.69 Cover(in) 1 Pu Muy No. kip k -ft 1 0.11 # 4 0.50 0.44 # 7 .0.88 1.00 # 10 1.27 2.25 # 18 2.26 1 0.0 13400.0 27924.0 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Rectangular: Width = 504 in Depth = 12 in Gross section area, Ag = 6048 in Ix = 72576 in * 4 Iy = 1.28024e +008 in Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in * 2) Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 in at 0.43% Top Bottom Left Right Bars 42 # 5 42 # 5 0# 6 0# 6 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) = ===============a fMny k -ft fMn /Mu 2.084 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 SW -2_top 0.31 0.79 1.56 y 4'6 e /2dc 384 x 12 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Siendemess: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:16:05 -70000 pcaColumn v3.63 - Licensed to Coughlin Porter Lundeen, Inc. P (kip) 14000 (Pmax) fs =0 fs =0.5fy -2000 (Pmin) 70000 My (k -ft) File: \ \Server5\structuralRSouthcenter Design -Build Garages \ENG\Analysis\Shear Walls\PC Project: SC Garage Column: SW Engineer: SES ft= 5 ksi fy = 60 ksi Ag = 4608 in"2 64 #6 bars Ec = 4031 ksi Es = 29000 ksi As = 28.16 in "2 Rho = 0.61% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 55296 in "4 e_u = 0.003 in/in Yo = 0.00 in ly = 5.66231e+007 ink; Beta1 = 0.8 Clear spacing = 7.75 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 W -20 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. SW -3 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 oo 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections ___ == === __=== == _== = =_ === ___ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. SW -3 General Information: 5 ==__======= File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Material Properties: =========== . ======== f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Rectangular: Width = 384 in Depth = 12 in Gross section area, Ag = 4608 in Ix = 55296 in Xo = 0 in Reinforcement: = Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 28.16 in at 0.61% Top Bottom Left Right Bars 32 # 6 32 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) 1 Pu Muy fMny No. kip k -ft k -ft fMn /Mu 211.0 23469.0 25363.7 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Iy = 5.66231e +007 in'4 Yo = 0 in 1.081 0.31 0.79 1.56 4 e Bloc 384 x 12 in Code: ACI 318 -02 Units: English Run axis' About Y -axis Run option: Investigation Slendemess: Not considered %-olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:42:42 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. Project: SC Garage Column: SW Pc = 5 ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 infin Beta1 = 0.8 Confinement: lied P (kip) 14000 (Pmax) -70000 (Pmin) File: \1Server5\structural\Southcenter Design -Build Garages \ENG1Analysis1Shear Walis1PCAISW- 3_top.coll Engineer: SES fy = 60 ksi Ag = 4608 in ^2 64 #5 bars Es = 29000 ksi As = 19.84 in ^2 Rho = 0.43% fc = 4.25 ksi Xo = 0.00 in Ix = 55296 in ^4 Yo = 0.00 in ly = 5.66231e+007 in ^4 Clear spacing = 8.00 in Clear cover = 1.37 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 70000 My (k -ft) t o -71 12:42:39 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ========== Computer program for the Strength Design of = Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -3_top 12:42:39 Licensed , to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: = = f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 1 0.0 6000.0 16219.2 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Rectangular: Width = 384 in Depth = 12 in Gross section area, Ag = 4608 in Ix = 55296 in * 4 Xo = 0 in Reinforcement: Iy = 5.66231e +007 in Yo = 0 in rn SW -3_top Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 19.84 in at 0.43% Top Bottom Left Right 2.703 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Bars 32 # 5 32 # 5 0 6 0# 6 Cover(in) 1 1 1 1 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ======= Pu Muy fMny No. kip k -ft k -ft fMn /Mu t:J - "2.5 Y 456 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:53:28 - 140000 pcaCoiumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \\Server5\structural\Southcenter Design -Build Garages \ENG1Analysis\Shear Walls\PCA�SW 4.col Project: SC Garage Column SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 7296 in "2 76 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 45.60 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 155648 in"4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.26425e+008 ink; 'Beta1 = 0.8 Clear spacing = 11.35 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I I 140000 My (k -ft) w -26 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 oo 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 oo 00000 00 00 00000 00000 00000 (TM) ______________ _ _== === ====== == __= = =_ ==_ _ _______ Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -4 i/ aa, .. .... ...r ..... ........ . ..... ....�..��..4 12:53:24 Licensed ' .,.. to: Coughlin Porter Lundeen, Inc. ■ General Information: File Name: \ \Server5 \structural \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: ============== f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: = Rectangular: Width = 456 in Gross Ix = Xo = Reinforcement: # 3 # 6 # 9 # 14 section area, Ag = 7296 in 155648 in"4 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in 0.38 0.75 1.13 1.69 Confinement: Tied; #3 ties with #10 bars, #4 phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 45.60 in at 0.62% Top Bottom Left Right Bars Cover(in) 38 # 7 1 0.11 0.44 1.00 2.25 Factored Loads and Moments with Pu No. kip 38 # 7 Muy k -ft 1 Corresponding 1 251.0 40850.0 47235.7 * ** Program completed as requested! * ** Design -Build Garages \ENG \Analysis \Shear Walls\ Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 1.26425e +008 in Yo = 0 in Size Diam (in) Area (in 0.50 0.88 1.27 2.26 0 # 6 0 # 6 1 1 fMny k -ft fMn /Mu 1.156 0.20 0.60 1.27 4.00 Size Diam (in) Area (in with larger bars. 0.63 1.00 1.41 0.31 0.79 1.56 SW -4 Capacities: (see user's manual for notation) = =3 1 y C ,2 oG 456 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered Column type Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:55:03 - 120000 pcaColumn v3.63 - Licensed to Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis \Shear Walls\PCA\SW- 4_top.col Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 7296 in "2 76 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 23.56102 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 155648 in ^4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.26425e +008 in ^4 ) Betel = 0.8 Clear spacing = 11.60 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 w -2-1 120000 My (k -ft) 12:54:59 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 oo 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ============== Computer program for the Strength Design of Reinforced Concrete Sections = = Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -4_top 12:54:59 Licensed to: Coughlin Porter Lundeen, Inc. General Information: = File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Material Properties: == == _ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betel = 0.8 Rebar Database: ASTM A615 Size Diam (in) Area (in 1 0.0 14000.0 23174.4 * ** Program completed as requested! * ** Column Type: Structural fy = 60 ksi Es = 29000 ksi Section: = Rectangular: Width = 456 in Depth = 16 in Gross section area, Ag = 7296 in Ix = 155648 in Xo = 0 in Reinforcement: Iy = 1.26425e +008 in Yo = 0 in Size Diam (in) Area (in & 2) Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 23.56 in at 0.32% Top Bottom Left Right Bars 38 # 5 38 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) __________ ____ Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1.655 (A) -3i SW -4_top 0.31 0.79 1.56 y -#- x *1 e oc 348 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered ■ L'olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:01:35 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: \ \Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls \PC /S S�cofl Project: SC Garage Column: SW Engineer. SES fc = 5 ksi fy = 60 ksi Ag = 55681nA2 58 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 34.80102 Rho = 0.63% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 118784 inA4 e_u = 0.003 infin Yo = 0.00 in ly = 5.61923e1-007 inA4 Beta1 = 0.8 Clear spacing = 11.43 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 W -3'L a, i. /v y ... ...� ........ _..r.� ._-- �...._ -��. 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. SW -5 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ========_==_===_=== = =====_======= _ -- Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. — 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. SW - 5 General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ ' Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: _ .========= f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 348 in Gross section area, Ag = 5568 in Ix = 118784 in Xo = 0 in Reinforcement: # 3 0.38 # 6 0.75 # 9 1.13 # 14 1.69 1 0.11 # 4 0.50 0.44 # 7 0.88 1.00 # 10 1.27 2.25 # 18 2.26 s= 213.0 22955.0 27785.4 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 5.61923e +007 in Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in * 2) Size Diam (in) Area (in Size Diam (in) Area (in Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi (c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 34.80 in at 0.63% Top Bottom Left Right Bars 29 # 7 29 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1.210 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 0.31 0.79 1.56 W-34 y 1- x *5 e I2'o° 348 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered i;olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:02:33 pcaColumn v3.63 - Licensed o' Coughlin Porter Lundeen, Inc. Project: SC Garage Column: SW Pc = 5 ksi Ec = 4031 ksi fc = 4.25 ksi e u = 0.003 in/in 'Betel =0.8 Confinement: Tied P (kip) 18000 — (Pmax) -2000 — File: \\Server5\structural\Southcenter Design -Build Garages \ENGAnalysis \Shear WalIs\PCAASW -5 top.col1 Engineer: SES fy = 60 ksi Ag = 5568 in ^2 58 #5 bars Es = 29000 ksi As = 17.98 in ^2 Rho = 0.32% fc = 4.25 ksi Xo = 0.00 in 1x = 118784 in ^4 Yo = 0.00 in ly = 5.61923e +007 inA4 Clear spacing = 11.68 in Clear cover = 1.37 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 -3S us/e.m/u - rvasuflaa. • uV yyVu 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. SW -Stop 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcacolumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. SW -5_top General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Beta1 = 0.8 Section: Rectangular- Width = 348 in Depth = 16 in Gross section area, Ag = 5568 in Ix = 118784 in Xo = 0 in Reinforcement: Pu Muy No. kip k -ft 1 0.0 5700.0 * ** Program completed as requested! * ** Iy = 5.61923e +007 in Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 17.98 in at 0.32% Top Bottom Left Right Bars 29 # 5 29 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) fMny k -ft fMn /Mu 13502.4 2.369 LO 0.31 0.79 1.56 y u # 7 @ Ny et- 468 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered . olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:10:42 pcaColumn v3.63 - Licensed o Coughlin Porter Lundeen, Inc. File: NServer5tstructural\Southcenter Design -Build Garages1ENGtAnalysistShear Walls 1PCAj W- 6_1ong.coll Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 7488 in ^2 78 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 46.80 in ^2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 In Ix = 159744 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.36671e+008 in ^4 Beta1 = 0.8 Clear spacing = 11.35 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 W -3Y y + x 264 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered l Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:20:54 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: \ \Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\PCA¢SW- 7 Project: SC Garage Column: SW Engineer. SES fc = 5 ksi fy = 60 ksi Ag = 4224102 44 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 13.641n ^2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 In lx = 90112 in ^4 e_u = 0.003 in/in Yo = 0.00 in ly = 2.4533e+007104 Beta 1 = 0.8 Clear spacing = 11.78 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 W -3q 13:20:51 Licensed to: Coughlin Porter Lundeen, Inc. SW -7_top 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. %jJ `L( O vi/ c / UU . .. . ...... .. i.-.. �... 13:20:51 Licensed to: Coughlin Porter Lundeen, Inc. General Information: # 3 # 6 # 9 # 14 File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f`c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betel = 0.8 Section: Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 in Ix = 90112 in Xo = 0 in Reinforcement: = Rebar Database: ASTM A615 Size Diam (in) Area (in "2) Size Diam (in) Area (in Size Diam (in) Area (in * 2) 1 0.38 0.11 # 4 0.50 0.75 0.44 # 7 0.88 1.13 1.00 # 10 1.27 1.69 2.25 # 18 2.26 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 13.64 in at 0.32% Top Bottom Left Right Bars 22 # 5 22 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy No. kip k -ft 0.0 1500.0 7777.3 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Iy = 2.4533e +007 in Yo = 0 in fMny k -ft fMn /Mu 5.185 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 SW -7_top 0.31 0.79 1.56 264 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:19:56 pcaColumn 4.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: \\Server5\structural\Southcenter Design -Build Garages1ENG1Analysis \Shear Walls\PC Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 4224 in/2 44 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 26.401E02 Rho = 0.63% fc = 4.25 ksi fc = 425 ksi Xo = 0.00 in Ix = 90112 inA4 e_u = 0.003 inAn Yo = 0.00 in ly = 2.4533e +007 W4 Beta1 = 0.8 Clear spacing = 11.50 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Us/.4y/Jo - ...r ..... ......... �.. -�.... _`�_ - 13:19:53 Licensed to: Coughlin Porter Lundeen, Inc. SW -7 General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 in Ix = 90112 in * 4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.40 in * 2 at 0.638 Top Bottom Left Right Bars 22 # 7 22 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 228.0 12691.0 * ** Program completed as requested( * ** fy = 60 ksi Es = 29000 ksi Iy = 2.4533e +007 in Yo = 0 in 16612.1 1.309 w -9y 0.31 0.79 1.56 504 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered -olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:25:22 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 25000 - (Pmax) -5000 - (Pmin) 160000 My (k -ft) File: UServer54structurallSouthcenter Design -Build Garages\ENGtAnalysis\Shear Walis1PCA4SW -8.col j Project: SC Garage Column: SW Engineer: SES ft= 5 ksi fy = 60 ksi Ag = 8064102 84 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 50.40 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 172032 in ^4 e u = 0.003 infin Yo = 0.00 in ly = 1.70699e+008 in ^4 Beta1 = 0.8 Clear spacing - 11.33 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 w-15- 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. SW -8 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 504 Gross section area, Ag Ix = 172032 in Xo = 0 in Reinforcement: in Depth = 16 in = 8064 in Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Iy = 1.70699e +008 in'4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 # 6 0.75 0.44 # 7 0.88 0.60 # 8 # 9 1.13 1.00 # 10 1.27 1.27 # 11 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 50.40 in at 0.62% Top Bottom Left Right Bars 42 # 7 42 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 405.0 47465.0 59895.6 1.262 * ** Program completed as requested! * ** Design -Build Garages \ENG \Analysis \Shear Walls\ 0.63 1.00 1.41 0.31 0.79 1.56 W - '1 7 SW -8 y 504 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered . type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:26:18 - 160000 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \ \Server51structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCA`SW- 8_top.coiJ Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 8064 in"2 84 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 26.04 in ^2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 172032k e_u = 0.003 in/in Yo = 0.00 in ly = 1.70699e+008 in ^4 Betel = 0.8 Clear spacing = 11.58 in Clear cover = 1.37 in 160000 My (k -ft) 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -8_top 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. SW -8_top General Information: ============== File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f•c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 504 in Depth = 16 in Gross section area, Ag = 8064 in Ix = 172032 in"4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in? Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 in at 0.32% Top Bottom Left Right Bars 42 # 5 42 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _ Pu Muy No. kip k -ft 1 0.0 15951.0 28300.9 * ** Program completed as requested! * ** Iy = 1.70699e +008 in Yo = 0 in fMny k -ft fMn /Mu 1.774 0.31 0.79 1.56 Lv -SO COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Shear Wall 6 Revised Calcs - R.Edl,ScO 6W -G vJelf St;swnl LoucJ$ Project 5C afore, e Project No. TM SiWkR.= 235oa e a - "Game /5oz.k c3 12cvF 50' /o 1l" tbbs l S O0A v' 1522 - M = 61, 000 k Y = t3 Z'3&s''g 2 f a cotAt4bAn.r4 DEX%GI h i Mc 40 /41 Client a5 12 9 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343 -0460 • E 206/343.5691 COUGHLINPORTERLUNDEE W STRUCTURAL • CIVIL • SEISMIC ENGINEERING K4aaaeo to t-UO /wa, e, 12! 111tv. 1tl�.ltl Designed By: $E5 Date: 2.777-o fo Checked By: Sheet R -1 of Shear Wall Vertical Loads FloodRoof DL 105 psr Roof Ll 65 psf Typ. Floor LL 40 psf 4 veneer 45 psf Garage B 12 -e 4 ud wail Atka Loadr Pier SW Level Floor Ht Wall Length Trib Area Wall Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL ( (8) (eq 8 ) (lo) (CPS) (bps) (bps) (khs) (kips) (wPs) (kips) 1 6 Roof 12 50 300 16 32 27 128 152 20 152 20 2nd 18 50 300 16 32 41 180 212 12 363 32 Pier SW Level Floor HI Wall Length Tdb Area Wan Thk Dead Load Veneer Self wt Total DL LL Total DL T (In) (lops) (kips 1'F. 0 • Ps (kips) 2 8 Roof 12 11 zin 28 53 16 63 18 26 r 16 28 9 Pier SW Level Floor Ht all Length Tdb Area Wan Thk Dead Load Veneer Self wt Total DL ( ( On 8 ) M) (kNs) (( (bps) (bps) 3 2 Roof 12 42 1612 12 189 23 76 245 2nd 18 42 1612 - 12 . .189 34 113 283 (kips) 105 64 o DL (kips) 245 528 0*) 105 189 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL ( ( (s9 8) (in) (bps) PCPs) (kips) (SP) (Cps) (bps) (kips) 4 2 Roof 12 42 1812 12 189 23 76 245 105 245 105 2nd 18 42 1812 12 189 34 113 - 283 84 628 169 P'I& SW Level Floor bit Wan Length Tdb Area Wall Thk Dead Load Veneer Self it Total DL LL Total DL Total LL ( ( (s9 8) (lo) PCPs) (CPS) (CPS) (CPS) (CPS) 0*) (CPs) 5 1 Roof 12 34 820 16 85 18 82 147 40 147 40 2nd 18 34 - 820 18 65 28 122 188 25 334 65 Pier SW Level Floor Ht Wan Length TO Area Wall Thk Dead Load Veneer Selfwt Total 0L LL Total DL Total LL (t) ( ( (in) (CPS) (CPS) (CPS) (CPS) (CPS) (CPS) (CPS) 6 1 Roof 12 34 620 16 65 18 82 147 40 147 40 2nd 18 34 620 18 65 28 122 188 25 334 65 Pier SW Level Floor HI Wall Length Tdb Area Wall Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL ( ( ( 8 ) M) ICPs) PCPs) (CPS) (CPS) 0*) (CPS) (CPs) 7 8 Roof 12 42 1550 16 163 23 101 264 101 284 101 2nd 18 42 1550 16 163 34 151 314 62 578 163 Pier SW Level Floor Ht Wall Length Trib Area Wall INC Dead Load Veneer Self wL Total DL LL Total DL Total LL (8) (8) (s9 8 ) (in) (kips) PCPs) (CPS) (kips) PCPs) (bps) (Cps) 8 7 Roof 12 22 920 16 97 12 53 149 60 149 60 2nd 18 22 920 16 97 18 79 176 37 325 97 Shear Wall Footing Pile Design Forces Garage A Pier Shear Wall Length (ft) 1 1 34 2 1 34 3 3 31 4 2 42 5 4 38 6 5 29 7 3 31 8 2 42 Moment (k -in) 256420 90% of M (k -ft) 19232 19232 14089 24468 24510 13773 14081 24468 Dead Load (kips) Live Load (kips) 0.9D + 0.7E Max C Max T (kips) (kips) 336 60 336 60 292 27 355 53 370 81 295 37 292 26 355 53 D +L+ 0.7E Max C Max T (kips) (kips) 367 29 367 29 327 -8 413 -5 402 49 326 6 326 -9 413 -5 Garage B Pier Shear Wall Length Moment 90% of M (ft k -'. -ft 1 6 50 48.8000';':.: 2 6 7x 97.6 3 2 42 .264 ;,: 1 4 2 42 2632'54 19745 5 1 34 24898* 18674 6 1 34 24898 ;_;; 18674 7 8 42 37971,7 ;6 28479 8 7 22 101`522 7614 Live Load ki. s 0.9D + 0.7E Max C Max T • . s ki.$) 31. 316 13 330 55 330 55 388 86 238 4 1.2D + 0.7E Max C ax T ki. (kips 75 -46 375 -46 361 23 361 23 446 29 276 -33 J\560 SW-6 incfec ak Shear Wall Horizontal Reinforcement Date: 2/28/2006 Pc = psi Story Pier Shear Wall ROOF Grg A P1, P2, Grg B P5, P6 SW -1 2ND Grg A P1, P2, Grg B P5, P6 SW -1 2ND Grg A P5 ROOF Grg A P5 2 ROOF psi fy = 0 Eng: i >. - - ea R� Ylsr'I) W4ws!IEAk 4MADS 60 ksi thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) 16 34 1250 554 18.6 16 34 803 554 51.9 2ND Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1528 513 15.7 ROOF Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1113 513 26.6 2ND Grg A P3, P7 SW -3 12 32 981 391 ROOF Grg A P3, P7 SW -3 12 32 490 391 SW-4 16 38 1525 619 SW-4 16 38 1124 619 2ND Grg A P6 SW -5 ROOF Grg A P6 S ; 16_ „29 474 472 16 29 964 472 20.6 122.9 15.9 28.6 22.4 2ND Grg B P1 SW-6 16 50 2380 815 12.1 ROOF Grg B P1 $W-6 16 50 1502 815 27.7 2ND Grg B P8 SW -7 16 22 628 358 31.0 ROOF Grg B P8 SW -7 16 22 123 358 — 2ND Grg B P7 SW-8 16 42 1755 684 14.9 ROOF Grg B P7 SW-8 16 42 1329 684 24.8 R -9 600 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered Aumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:34:36 pcaColumn v3.63 - Licensed to Coughlin Porter Lundeen, Inc. File: P:\Southcenter Design Project: SC Garage Column: SW Pc =5ksi Ec = 4031 ksi fc = 4.25 ksi e u = 0.003 infin /eta1 = 0.8 Confinement: Tied P (kip) 30000 — (Pmax) -5000 — - Build Garages\ENGWnalysis \Shear Walls \PCAtSW- 6_long.col ) Engineer. SES fy = 60 ksi Ag = 9600 in^2 Es = 29000 ksi As = 60.00 inA2 fc = 4.25 ksi Xo = 0.00 in Yo = 0.00 in Clear spacing = 11.30 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 (Pmin) 100 #7 bars Rho = 0.62% Ix = 204800 inA4 ly = 2.88e +008 inA4 Clear cover = 1.38 in I I 250000 My (k -ft) R -5 VA/40/V0 }/a:a\.v+u v3.oa - non- Jffv✓ noo'%.SAtLVly - 12:34:27 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 CO 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other .tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. rayc a SW- 6_long 2 -6 V6 /60 /V0 !, ,ILLL VJ.OJ - Cc/ML WUfl1 ♦.u,vutVl lWOd..SAJ-LWU - 12:34:27 Licensed to: Coughlin Porter Lundeen, Inc. General Information: _ File Name: P: \Southcenter Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation Run Axis: Y -axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 600 in Gross section area, Ag = 9600 in Ix = 204800 in Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in # 3 # 6 # 9 # 14 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 60.00 in at 0.62% Top Bottom Left Right Bars 50 # 7 50 # 7 0 6 0 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy No. kip k -ft 1 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 254.0 61000.0 80126.7 * ** Program completed as requested! * ** Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW -6 long.col Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 2.88e +008 in Yo = 0 in 0.50 0.88 1.27 2.26 fMny k -ft fMn /Mu 1.314 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Size Diam (in) Area (in 0.63 1.00 1.41 ray= SW- 6_long "-7 0.31 0.79 1.56 y 600 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slendemess: Not considered Jlumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:35:57 pcaColumn v3.63 - Licensed o• Coughlin Porter Lundeen, Inc. Project: SC Garage Column: SW fc = 5 ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 in/in Jetat = 0.8 Confinement: Tied - 250000 P (kip) 30000 — (Pmax) -5000 — File: P:\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls1PCA�SW- 6_long_top.col 250000 (Pmin) My (k -ft) Engineer. SES fy = 60 ksi Ag = 9600 in "2 100 #5 bars Es = 29000 ksi As = 31.00 in "2 Rho = 0.32% fc = 4.25 ksi Xo = 0.00 in Ix = 204800 inA4 Yo = 0.00 in ly = 2.88e +008 ink; Clear spacing = 11.55 in Clear cover = 1.37 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 UL /Lb /Ub pcauoiumn VS. b.1 - YVKS'LANL C1'I NE AbbULJA IVN rage 12:35:54 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) s s Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW- 6_long_to vz;so /vo yvaa.vau,ma v3.o. - rvmslAnom t.nrna.a eaaova.anaavav - 12:35:54 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P: \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls \PCA \SW- 6_long_top. Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: ________ Rectangular: Width = 600 in Gross section area, Ag = 9600 in Ix = 204800 in - 4 Xo = 0 in Reinforcement: # 3 # 6 # 9 # 14 1 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Pu Muy No. kip k -ft 0.0 18000.0 40103.9 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 2.88e +008 in Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in' Size Diam (in) Area (in Confinement: Tied; #3 ties with *10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 31.00 in"2 at 0.32% Top Bottom Left Right Bars 50 # 5 50 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 fMny k -ft fMn /Mu 2.228 rays z SW- 6_1ong_to 0.31 0.79 1.56 K- I o COUGHLINPORTERLUNDEEN A CONSULTING SiRLKTLRtAL AND CIVIL ENGINEERING CORPORA Miscellaneous Calculations BrL147G E ES'n MAC$ tU11.9144 A. 1301I-9*J B wi cog 24' WW1 30 SPPJ 6 S SPva 1 15 As Zo4o ?r /4 = wfS Cr C 1r£t -I M tbsEo 1-4t0S G0.417-0t5 Stet Br no 1.5 c< 4 3W 2yL cc+ac. Tval•r, IA), c 40 1- ZS } S : 7O r C NIMQ c9emi 11 e w� = 7.5 ` (AO r. \ L4t,t.PI x I,(os /06 ?IC- W, = 7.S (5 t 50 4 ta) = 5103r fL /' I .Z c 05 pI c beetA w, 1450 r ( L. r N ` (1.45s �(2t3) z` 14Z �` Project Project No. So o-n/ c ennte- Client 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • R 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Designed By: T M Date: Z- Checked By Sheet - I of COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Sti;E cw -vr-e Fob W I Z s Tr-Y q - Mc o4.t ZOO Plr Mg IC Le...07.1 - 7SL 5 EJ ENS '(Z= syz •_ I y �, t wsCo`a.9n� b ` o.g1 Cs\(1o) z orn 4 271 r V For_ - (z= 5" G ' ✓ Gam,- 21q > I�z EQk=27'1 za ,9 ;it x,.l z 22 sTUOS ✓ Vse T � r Z. 4 p E roc tretenu$ T Tp 1.440 in IS x(44 r6 Ri IC (s +5o +3 = 637o t3C0 = 1016 rC fur: Y (2.045 t.., = foto ° toedFrt e A3Z < VJ4foKle{Z s 708 =9 w= is L ID�s 70.-Ir Proj € ct Project No. So ..), -tore rret— Client Designed B Checked By: TAM 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343.0460 • F. 206/343-5691 Date: 2- ze - 0 co Sheet -m of 'Sleet 'roject No. u��nse� Client 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL SEISMIC ENGINEERING "Tents. ‘otij •Eb Mle._ J,,Jr Aft, SIbu.1 2S M (Sc- S M.= !i5 DF-C-v- Sb En4 a twnE-t- 13 t JEt4nr uh_ 224S&r r7lysf tc.o vc c.5 C14G)L eo Granry Wrcawr c W a 1 W5 = 13 to 4 PI I.ES = yo IL -H Ylt Fs S - 77 K ` -A CA. 45° Designed By: Checked By: T P-m Date: 2-2 ^ C- Sheet M _3 of COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION • Structural Calculations 0.44■ M *Mk I 5 for the fie^ .,.. knit No. Westfield Southcenter Parking Structures FSI Architects 3 -2 -2006 S05- 1622 -01 Prepared by: Tim Mealy, P.E. Seth Stapleton Brian MacRae REVIEWED FOR CODECOMPLIANCE Ann•'. MAY 11 2006 r Cit ty y Of Tukwila RI ITLfTNC nnRSTON MY OF La MAR 0 6 2006 PERMIT CENTER PoU COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL BVQNEERING CORPORATION Westfield Southcenter Parking Structures Structural Calculations Table of Contents Criteria C -1- C- 2 Pile Gravity Design G -1- G- 7 Grade Beam Design B-1- B- 35 Seismic Pile Design Criteria 1)- 1 - D- 18 Seismic Criteria S-1- S- 4 Lateral Analysis L- 1 - L- 18 Pile Seismic Design P -1- P- 31 Pile Cap Seismic Design V -1- V- 4 Shear Wall Design W -1- W- 50 Shear Wall 6 Revised Calculations R -1- R- 10 Misc. Structural Calculations M- 1 - M- 3 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Criteria Structural Occupancy Category II (IBC Table 1604.5) Fin: Code: Wind: 2003 IBC, 85 mph, Exposure B I = 1.00 Type Lk and IB FR (S-2 occupancy) per IBC Section 406.3.3 and 406.3.5 Ramp access open parking garage per IBC Section 406.3 Required separation between 5 levels must be 2 - hour per IBC Table 601 IBC Table 720.1(1) Required PT cover = 1 3/4" @ ext. spans 1" @ int. spans Seismic. 2003 IBC, Seismic Use Group I, Seismic Design Category D Seismic Use Group I (IBC Section 1616.2) Seismic Design Category D Rigid concrete shear walls I = 1.00 Ss = 1.42 S = 0.49 SD5 = 0.85 Std = 0.78 R = 5.0 na =2.5 Cd = 3.5 Soils: Based on Soils Report 05 -200 by PAN GEO dated February 9, 2006 Allowable Soil Bearing Pressure = N/A psf Footing depth =18 inches exterior, 12 inches interior (minimum) Friction coefficient = N/A Static Passive Earth Pressure = N/A pcf Active Lateral Earth Pressure (Unrestrained)= N/A At -Rest Lateral Earth Pressure (Restrained)= N/A Traffic Surcharge = N/A Hydrostatic Pressure = N/A Seismic Site Class = E Augercast Pile Capacity (comp /tens /lateral) = 450 /350 /40 Kips Steel Pipe Pile Capacity (comp /tens /lateral) = 450 /300 /40 Kips Page 1 of 2 COUGHLIN PORTERLUNDEEN Print Date: 3/2/2006 L�l Criteria: Southcenter Garage Deflection Criteria (Wood or Steel Framing) For all Beams U.O.N.: d mae use = L/240 Roof Beams: Perimeter Roof Beams: Interior Roof Beams: COUGHLIN PORTERLUNDEEN Superimposed i +d = L/360 or 3/4" = I/360 Floor Beams: Perimeter Floor Beams: Superimposed d +d oc cc ° IJ360 or V2" (confirm with Arch'I Joint Detailing) Floor Beams which directly support brick veneer: d 1, = L/600 or 3/8" (confirm with Arch't Joint Detailing) Roof Loadings Live Load Snow (Drift Loading Not Applicable) 25 psf Post - tensioned Level Loading Live Load (Reducible U.O.N.) Garage (Reference Table 1607.1 and Section 1607.9.1.2) 40 psf Corridors/Stairs 100 psf Dead Load Parking (Sprinkler and Misc.) 10 psf Interiors (not including slab weight) Floor Finish Allowance 2.0 psf Sprinklers & Misc. 8.0 psf Exteriors Wall Dead Load Exterior Walls with 8" Masonry Veneer Exterior Walls with 4" Masonry Veneer Page 2 of 2 10 psf 85 psf (surface area) 45 psf (surface area) Print Date: 3/2/2006 LIZ Pile Gravity Design Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness Not considered --t olumn type: Structural Bars: ASTM A615 Date: 03/02/06 Time: 08:53:36 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) 1600 (Pmax) -600 (Pmin) File: P:\Southcenter Design -Build Garages\ENG \Concrete \Columns\Typ 24x24.col Project Southcenter Garage Column: Typ 24x24 Engineer. BRM fc = 4 ksi fy = 60 ksi Ag = 576 inA2 8 #8 bars Ec = 3605 ksi Es = 29000 ksi As = 6.32 in ^2 Rho = 1.10% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 27648 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 27648 inA4 ..,"Beta1 = 0.85 Clear spacing = 8.63 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 600 Mx (k -ft) 1\1 P i 4 t„ co teat rJ G - 1 fy - 60 ksi Es - 29000 ksi Iy - 27648 111"4 Yo - 0 in Page 2 Typ 24x24 Rebar Database: ASTM A615 Size Diam (in) Area (in "2) Size Diam (in) Area (in "2) Size Diam (in) Area (in"2) Pu Mux No. kip k -ft 1 775.0 300.0 * ** Program completed as requested! * ** fMnx k -ft fMn /Mu 421.6 1.405 Seth Stapleton Seth, Piles installed to the tip elevations shown on Figure 7 of S&W's report of Oct. 27, 2005, would have the following Notes. 1. Pile Capacities for South Center Parking garages are based on S&W report of October 27, 2005, with all piles installed to minimum tip elevations shown on Figure 7 of the S&W report 2. Two 20" diameter augercast piles were load tested to 720 kips, the maximum of the testing equipment, without a failure of the pile. The maximum tested load is Less that the 900 kip ultimate load assigned for these piles by S&W. 3. Seven 18" diameter steel pipe piles were dynamically tested during a combination of initial drive and restike condition. The total average ultimate capacity under restrike conditions was about 820 kips, which is less than the 900 kip ultimate load assigned for these piles by S&W. Please call with any questions. W. Paul Grant, P.E. Principal From: Seth Stapleton [mailto:SethS @cplinc.com] Sent: Monday, January 09, 2006 9:22 AM To: Paul Grant; Jim Coughlin Cc: Brian MacRae; Tim Mealy Subject: Southcenter Garage Paul, From: Paul Grant [pgrant©pangeoinc.com] Sent: Monday, January 09, 2006 11:42 AM To: Seth Stapleton; Jim Coughlin Cc: Brian MacRae; Tim Mealy; O'Leary, Martin Subject: RE: Southcenter Garage 1/9/2006 Page 1 of 2 '.x.:.x.w:,:•18.5k..w.]mNn', 3n1 2nd 151 99 99 7 32 0 7.2 10.6 150 150 28 28 16 15 58 123 134 9 13 13 88 138 147 69 147 180 14 21 21 83 169 182 3W 2a1 151 99 99 67 32 0 7.R 10.8 740 740 39 39 16 15 127 282 273 42 88 68 169 323 338 I 153 314 327 67 106 106 220 419 432 3rd 99 67 0 470 j 27 6 80 27 108 96 43 1 ]8 2nd 99 32 7.2 470 27 8 186 42 206 200 67 266 tat 10.8 177 42 219 212 87 279 99 57 0 875 87 50 137 104 60 184 251 99 32 7.2 876 480 78 268 217 I 126 341 1H 10.8 191 78 289 230 125 364 t i t Ord 132 67 0 480 14 12 87 26 119 104 42 148 2nd 132 32 7.2 180 9 12 178 41 277 211 I 55 275 161 10.8 186 41 227 224 66 289 0 1190 26 143 88 211 171 109 280 20d 99 32 72 1190 25 293 108 399 961 159 521 1st 10.8 304 108 410 384 169 534 '"tK!�94199 :'•'1 391 99 67 1100 37 148 63 209 176 100 276 2nd 99 32 72 1100 37 299 98 397 359 167 615 ist 10.8 310 98 408 372 157 628 :. '.7 1650 37 190 88 270 229 141 370 208 99 32 72 7560 37 388 198 186 221 538 1N 70.8 999 198 637 479 221 699 Southcsnt.r Oan0e Building B Column Loads COL. ID LEVEL DL (Pan LL (Os0 CoI. S.W. AREA (65 P. (11W) P Mw) Pn Odin) Pu (kb6) P MPS) Pm (IdPs) Pu NOM Prot MPt)I P (kips) Pu(kips) P,,(Idps)I 3rd 99 67 0 2nd 99 32 7.2 1st 10.8 3rd 99 67 0 2nd 99 32 7.2 iat 10.8 3rd 99 57 0 2nd 99 32 72 1st 10.8 310 310 3b 99 57 0 2nd 99 32 7.2 1st 10.8 485 485 5 I 51 27 78 I 61 42 104 5 109 41 151 131 64 197 120 41 181 144 68 210 a 5 ' ' 'fats ASN6C7$4,e, ; 3b 99 57 0 2nd 99 32 7.2 1st 10.9 620 620 10 I /1 35 107 I 66 10 150 56 205 180 181 55 218 193 57 80 88 142 268 281 r k1 , ; 3rd 99 2nd 99 1st 67 32 0 7.2 0. 10.5 1240 1240 I 123 263 264 71 110 110 193 i 147 383 303 374 316 113 177 177 280 480 493 3rd 116 67 0 2nd 116 32 7.2 1st 10.8 1550 1550 45 42 I 223 451 482 88 138 138 312 I 268 u1 66/ 141 221 221 409 I 762 776 2nd 1st 99 99 67 32 0 7.2 10.8 1550 1550 22 22 1 175 88 284 I 211 358 138 607 130 369 138 443 141 221 221 362 I 160 683 880 880 3d 120 67 0 1100 2nd 132 92 7.2 1100 161 10.8 41 I 173 63 236 I 208 100 308 41 386 98 464 440 157 696 377 98 475• 453 157 609 R4.i t :,:x ' 3rd 99 2nd 99 1st 57 32 0 7.2 10.8 1100 1100 19 19 I 128 63 191 1 153 263 98 361 316 274 98 372 329 100 157 167 264 472 455 520 520 16 16 CO1044n 4-M Malt Gtdrop -ca Load. 609 4 900 lc k t& € (L) Psbt CAP t 2- 6i 5 -L , 2,5 -G, 5 -M 31 89 79 18 28 28 I 87 50 181 78 192 78 48 I 37 96 62 107 96 137 I 105 260 218 271 231 67 30 97 81 142 46 188 I 171 153 48 199 184 28 44 44 BO 125 125 41 74 74 G - 9 66 126 139 185 343 356 128 246 298 SOuthcenter flange Building A Column Loads COL. ID LEVEL DL (Psi) LL (Per) Col. S.W. AREA(8 P IMPS) Pu INP8) Pa 844) Pu(ldpe) Pa 119140 l Pia IMP.) Pu (MW) Pror(pW)I P Ildp.) Au. (MP) PmA81W 3rd 99 57 0 230 2nd 99 32 72 230 1et 10.8 3r0 99 67 0 485 2nd 136 32 7.2 485 141 10.8 111 99 57 0 2nd 99 32 7.2 10.8 1550 1550 3M 99 57 0 1550 2nd 99 32 7.2 1550 1st 10.8 3rd 99 57 0 2nd 99 32 7.2 1st 10.8 1100 1100 391 99 57 0 250 2nd 149 32 7.2 250 iN 10.8 TRANSFER TRANSFER MISC. MISC. Clad 14 7 108 35 141 212 55 257 223 55 278 127 67 184 254 88 343 267 es 358 3r1 99 67 0 2nd 99 32 72 141 10.8 230 230 12 I 35 13 48 42 21 12 77 20 97 I 92 33 88 20 108 105 33 53 125 135 3W 99 57 0 On 99 32 7.2 1st 10.8 1240 1240 123 71 193 147 113 260 253 110 383 303 177 480 264 110 374 315 177 493 33 33 22 22 27 27 5 61 27 78 81 42 104 5 I 126 41 168 I 152 58 218 137 41 179 185 e8 231 t,sf (z Owe CAP e 2 -m, 2,5-5) 2.15 -L) 2,5 -C SERVICE 1 ULTIMATE 37 13 60 I 44 21 66 74 20 94 88 33 121 85 20 105 101 33 134 189 88 275 I 224 141 366 380 138 459 221 177 391 138 469 221 590 175 88 ZW 211 141 352 358 138 /9Q� 430 221 130 369 138 ( 607 ) 443 221 653 am 99 57 0 390 2nd 99 32 7.2 390 Lt 10.8 7 I 45 22 67 I 54 36 90 7 97 35 132 117 86 172 108 35 143 130 68 186 3rd 99 57 0 2nd 99 32 7.2 1M 10.8 880 880 87 50 137 I 105 80 185 181 78 260 218 126 343 192 78 271 231 128 358 138 63 199 279 98 377 290 98 388 153 100 283 336 157 491 348 157 504 4 -w "r'."a 4'.41'gC.;v %. "+:� a➢ 3rd 00 57 0 1100 2nd 99 32 7.2 1100 in 10.8 19 19 128 63 191 I 153 100 254 263 98 381 316 167 472 274 98 372 329 167 495 25 14 39 30 23 53 89 22 91 I 83 36 119 80 22 102 96 36 132 G -5 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING GraAVITY Pk,C (4? : (7-) Vii,tS Mw 949 k I ""- = 0,50 on/e -bJk'l C tAfa- •• l ce1 -.•, S-M IS' c = 2+" k- IN= It" "' d = o,Go USING F14. /3-J) of CRS! 2AOz 4 \I - D,75 (6/6) a000 (do")(YO) = %3 115-14- k = 0,1'7 2- A es re ter � >x -rc (J 5) - 0.9 (0.9) ASS = /44S 45 = M,. O - A) S r cv/ 9(9 ()') 7,9 in Z (/ O .ea--s P1 5 @ Project Se GARACi Client Designed By Sj;S Checked By 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P. 206/343-0460 • F. 206/343 -5691 Date: / - 23 -06 Sheet G - h of Mr 3r of �1- :e as Me a 'To '.b v� = (- — 2.5 ( d + 2500pw ( I ) ] u u <10f' v (gj[ - 25 . M + 0. f� � ( 1 < 10 Eq. 13 -2 12 11 10 9 8 3 2 1 0 v = k d =0.11 u •. � ♦ M I U LMu _1.0 , V u d V S (3)[3.5 - 2.5 i t [1.9 of h+ 0.1 4.-6 (t)] S lot 1 1 1 I 1 1 1 I I I Figure 13 -11 Derivation of Allowable Shear, v , for One -Way Deep Beam Sections, w/d < 1.0 MEN 0.1 0.2 0.3 0.4 0.5 0 6 0.7 0.8 0.9 1 1.1 1 2 w/d 67 For visual solutions of Eq. 13 -2, see Fig. 13 -11. Note again that the equation hermits reaching the mmwim„rm COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CM_ ENGINEERING CORPORATION • Grade Beam Design ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:19:23 AM File: N- S_grade beam 1 PROJECT TITLE SC garage 1.1 DESIGN STRIP 20' grade beam 2 - MEMBER ELEVATIO [ft] ` // ��) 20.00 Q 30.00 9 20.00 O 20.00 9 20.00 (1 ) 30.00 Q 20.00 O I I I I I I I I 1 I I I I 1 I I I I 1 1 1 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected • 32#7X8'0' 7 tf.nWu 111#7X6'0" 151#7x8'p' ®217/030' 232#7X9'6' -0 �+ 1 #7X3 a .. x176' 02#7x1411' 0267X10.0* o 1o +93#7x12'6' ®3#7x14'8'®1 #7 x3'0' ' ®1 #7x15'0• ®2#7x+60' 1 F1oro' +7 ' 19' 10167X90" yo' ®2#7x14 r ®2#7X16'0' ®2#7X16'0' ®267x+68' +2 x170' +9 2#7X141 ®1#7X120* ®267/08 ®2#7x17•0' 6 - REQUIRED & PROVIDED 6.1 Top Bars max BARS 2.74 3.00 1.95 1.76 2.39 2.70 2.33 r 61 eq /'` J I J 11 L �I provided tlI 1I III I 1 I_i o. +r fill 1 II r II Z _ . I f 6.2 Bottom Bars m 2 ' 4 max 179 227 1A0 1.44 1.40 2.31 1.92 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs' 2 Spacing [In] ' J I I I7 • sr.»�rwn�w�s.ays...a� _r - - - - 7.2 User - selected Bar Size # Legs: 02 7.3 Required co ired area c [in of /ft] o . 0. 24 - .24 24 .24 24 24 24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI G = 3 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Reber Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES D - I 1 1. tg 44 44x4:: ...1 a :2 a 1s :11 a a dddiddd 11 it 1 IA, :1 22 2 4 442 " 1 &I& Y 11 11 } `1 ; 1 :1I y ! 1 I11 13 : 11 1 111 111 1 1! 1 444 444 14 k 33 11 :: 114 442 :44 4 :2 :a: 411 11: 444 444 32. .1. .a. dal ael 1 a^cial 1121 :1 6 e 1 1 • 1, : :2 1 1 ... l&i :•I 14:2:: 1:111:1 221 2222 :X:212: iii:i2i 4444: XXXXXXX 1 I __ &i 2/ 1 :I 1 1:12224 : ::X... n 2 5i a5 L iiii iiii Ho 3333 555555:5:5000050 di 141111 :i :1:: :: 2:1a22a2'7•d22:aa2:a: : :2: : : : :: ::3 :iii . .. ^' ..... 222222 :5 :iii1: : ::::::::s : :: 27:22222222 .4111.... .. 444111: :4444444 ^2: Minn I 1111111 dd. 2227 ...... 1:1:.4..44114 8 ;;;111411 2 2122 212 3222102222 222 02222252' :222 222 :33 22222 222x222•: dada :212:21;: 22222224 P. SO PM E{ 3: 1: OM OA 1I a3 • Pc 2 2 1 2 21221: 212: i :511: 1244'1331 3 1 .2 x1 • 331333313 3321233333 ,1482222 :48: • 2 SP az 11. t. 550 0515115 255 1 ../ ..... ttt ....... ail 121 . :S2SA1?:11:4:4;:11 1 ;1? ?111; : 11;1;;;;114......4 : ":3 = E$ ' " 2 27:2222 111::11;11::: :11:14 2227 .............. 22 2 ;:::; 2::1188 2222222 2222:22 $ 533 ? ••• It mitt 9 H 3313333 1 2222 11.1'1' d 1 Mil 3 11111 aa; 1;1 ;4;1414444 :11 : ......88: 222: 2222 . ,. :E : :: 22022 :::2 11133 5aaa22a2222 d 252 1 • 1 : a 4 a a IS as 2225 ............. „ :4 :4 : :: ::1131:42 ::: , .::a:1 :11 : .. a la 44 410: ::2:: : ::: 2:2212:: : :1: 22222 551 :8 2 1 22222E : iii tit 111 333 22 4 .:.::3321 2 22: Hi 3 333 31 3 222 1115 ; :2::28:2: •� 222 ...... 2222 . 331333222222322322222 , 22222222.1 S $ . 221:1° 4 44 4 4 11::14 1 4 1; . 2 11;02 0 8 2 40 3 0 1 : ;2 : 5 0 335333 ::2222 2x::77 , : : 2 it i E 1 1 ' a 2 3 02 1 1 1 Inn Ur On In ha a Inn ner Inn a' la /11 Inonne n•• annon• Kama Mania Inn nor lava 111 Wan anna nan la a a Dana ..nn Canna anal annan ann an; an Annan • ntna yea* in Oral • fa for. • nada Inn In Ian li• Inn in One nn• inn la Inn lit On. In• SSSSS 31.1150 151t =boa n 4.1.40•Mint. ti 11 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 lime: 10:20:20 AM File: E- W_grade_beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATION [ft] 42.00 GV- I 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected Qortna 3.4 ADAPT selected O4#rX15'0' 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected re pi y Owner 0 ' 6 - REQUIRED & PROVIDED 6.1 Top Bars min BARS 4.03 1 hi 2.1- required I I 1 I , provided ac 1.e- I 3. 6.2 Bottom Bars m ax 3.29 7 - SHEAR STIRRUPS 7.1 ADAPT seg. #4 Legs: Size #4 Legs: 2 Spacing [in] 7.2 User-selected Bar Size # Legs: 02. V IG . . to / 7.3 Required area 0 . 1 (ln2] 0.12 o. am) .24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI r = 3 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES 13-& a 1 1 t, 1 11 11 1 IAS I 1 1 i 1!. 1111 i 1 111 1 i ' gi i III . i 1 1 3 li i I • I I - ii I II I II h ill ; ll i i 1 i lill 1111 :d RA /2 is .za 1 I : 11 g a • I 1 1 1 1 ! ; :1 4 1 13-7 1 1 i i t i r 1 iiii i' :5 8 1 L t 9 :CCi •::::: iiiii t : C s� FC " t " 'iiiiii` a Ti i F 11 ..iiLiLiCLLLLiEiiiii !i t R 111/1 iii:iiiiiihisii '"iii .L • pr €� 111�� to ! eR 99; ra x g R" 'ii xi q 1p '7 It t C' i . t : 1 S i L 1 r t E - ^YSZiaLaFF:e5te3ie i':iiFiiitzii'siieFii i iiiiii 121511111 ii CCCCCCC +.y+ FQC CLI 111 111111111 i 1!1 WHIM 5 SC SS it ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:21:16 AM File: E- W_grade beam 3 span 1 PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATION /1 [ft] 42.00 42.00 9 26.00 9 42.00 X I I &Old Gt t?' 'V 078 ) —L. i i i 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected • 0 X56 • 0 02e7xe0• CI re- : to pt '4#/x12'6• (73%7xt4tr 0 - 15 sroxtz6• T • ®s 2mxlso• 13 X19'0• Qzon 0 t spxee6• ®21/7X250' 6 - REQUIRED & PROVIDED max 6.1 Top Bars BARS 3.52 2.73 2.79 (1n9 • t. provided I I [ i � � I provided O. 1.2- 6.2 Bottom Bars m 2'4 ax 237 0.44 236 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] I i If /Fo.I X c X' Kt ii X - X ii i > - )?, " ✓ .O x 7.2 User - selected Bar Size If Legs: 02 7.3 Required area ° or (ln o. 0.0 .24 24 24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI ?© = 3 ksi fy = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNERS NOTES at g s 1 Ea 11 i 5 a 1 • • #5 : 1 1 11 11 1 1.1: :s s ; ;:: ! ge �3 = i gi§ :i :i • '. 11 11 :1:1 =i1 @9 :11 :E � E i l i i iji a 1 1ii 11 .a: 1;: air" e::: 1 1 1 aa - l 11 .1 1 1 1 i 1 i i ::S .dd 2252;; iii iiiii iiiii 111 11111 33333 ;:4:0:20 • 3 a, 44444:aai:a:4a Y sssae3ssssassas . st sa5aaasaseens 2 i i fl „xe ix:: ::: 1 i;: i:a : fl : :SS 1 SP ;zsx;sz;:zzs:z;;:;x t lx S::a:a :::F:Si :FS: : s t di :g Ed • x s :::s • l' rd:Z1S.'.a: ^:sass :ZSi: .a • iZSii SS " " "SSSSZ SZZ • .x a;i:: :::,i :iSii .. . ;idddxixxi4l: ii i :: ?........5 /i:Silli ! igii :e • i gi i 5757 :,; list ^s -a ty i � M t a t x sa z - -;sxs EA i .:a: :ala assea e. . x dig ^dcdc.::. 2:::::::::::::::::::# 2aa::z:szss;::Si a ;saa ii S•SZS . x ::;::::t:1::: is di: %7;2 ttrs= 3 i 4 iii 222222 333 Hill a : ] a a 1 1. : 1 t •i $4:11; a- 1444 /114 4 lc` In. In 4 14441 )114• • 1 Or 4 OM CC I Or (MI 11•• , 4414411•7• 71 411 Ice 111441.1104044■141 77 IC TIT Pt owner -Cal Imyystpi 2W=44) Oa 1.01414nW1 4• 44 •4 • II Mi•n Ansa 1.4 •■• Inc • 4 4 44141144 p avow cyciei MCP 7 DC/WM 1. 0 1 1 1 1 1 1 1 1 1 1 1 1 4 1 1 1 ADAPT - STRUCTURAL. CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:23:06 AM File: E- W_grade beam both fixed 1 PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATIOIO [ft] 42.00 A , 01(5 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected Owns 07• 3.4 ADAPT selected 0 3 # 7 x 126• 0307x76• 5 BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected ®° # 5.4 ADAPT selected ®� ^ °�'O 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 3.29 in9 required provided —� o 6.2 Bottom Bars m ax 2.37 7 - SHEAR STIRRUPS • 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing (in] II / - X is .. is t-- - X �, 7.2 User-selected Bar Size it Legs: 0.24 7.3 Required area 0.18- [in2 /R] o.t2� o.ce 0.00 24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI ff = 3 ksl f = 60 ksl (longitudinal) f = 60 ksi (shear) 9.2 Reber Cover: Top = 1.5 in Bottom = 6 In Reber Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES 3 -13 5 11 ii t 11 11 KY I : a 1 a , s, 1 111 ' S 11 , • • 1112 1 1!2 Is 11 x x 212 11 i# : ] ;,: '1 it tlx � #a 1 1 i a • e 9 K e 1 K! 5gg !1 1 1 �19 113 El a 2 C I 4 su $ 1j • 11 q a q 44:4:444444444:1 23 1333x:24 ' iiii i 1' 1111 1 s :4::1x414 :41:4:4 4114:::::::1::::: 4444:444 :4411:::: .44.4 i Ala 1 t a 13 :1 :4 4444 1 1 1 1 ; JJj f lt�at a 614 a 1 13 -1.S ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 2/4/2006 Time: 12:19:35 PM File: skewed grade_beam bldgB 1 PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATIOt0 [ft] 26.00 Q 3a 9 roo Q 3s.00 Q X CA B4 GI Q-6. 603- 7 003 -4 i i i 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected . © zr rx,or Q2x7x3zo' 041//xerr ( 3#rx,rs ®31/1x358' O4xrxs6• ®1#rx-ter 22tax,rr , zzxrx,ss• Oz#/x,9.0' ®3#7x250" 0347X24'0" 6 - REQUIRED & PROVIDED 6.1 Top Bars max BARS 2/3 2.73 2/3 4.29 [ ini 3. required 2. 71 r provided ,.z- �ii�...,�iil�� I 0.0 ' iiiiii '�'(� . , Imo' I i Irl"i � 6.2 Bottom Bars m ax ,.ss / 261 0.00 2.61 7 - SHEAR STIRRUPS : i i i 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] 7.2 User-selected Bar Size # Legs: o °. 1 7.3 Required area ° Pn2nt] 0., o. : 0.0 24 24 24 24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI ti = 3 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 3 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES 5 -]6 _ ■ _ |., ||. 1 1 1 & | | 1 | 3333 1411 , r ] � ] § ) "1 1 122 .,; .1 2 22 2 22 2: .. 1 | ,... ,... ! .... 21 11 • | 1 ,. 2. J. S. ,, 1 | | ...i .... . :: 11 ...... " 1 | t 1 ( 1 t .5 , , , :I |' 1 Er 17 it „a. lair ! E 1 r-r:r SYiiii: :i Xi[ii c:2.: Sliiii:2: a• 2 te ii pe • iLk -S S ia: ii.. CC 2122x2.2. `rgrgera iiikkaki1 ::ikk 22222.2.:C • 1111 " liil:ii::aakia e C ax:aa :i: aikii. : :i :'siui 1 OOMO 9P WY MO c2. is :r WWWW eeee i .s: grit kaki: tCtt kilo: 22ii: IEI !? 1 sills ?! • li5x. :kg: Erg: ::b5 8 - 522::221 LLS:LSCL:LCg .22..2S� - : : :: :iCiik: : ••.• r :rrxx: r. 2rrrrrr:a:4 ai . Cr 2 ! ! ! kkii': 1 • i i ..:: •! s 11111 2.i 11111 11111 I - aflu .1 2 1 4 Y 5 • • • a 1 :iii iii: 1 1 ! ! ! i t Y 'J 222222 ps 115555 R aC g • Y r g aI 4 . i C. 4:4:2x; 353941E 2x;::24 {2222 ;x 24:44:4 24;;;2; 4;:4::4 2424 % ;3.3333 .2 222 2 2222222 2 2222 ._. ..1.4255 1 . 444.4. 442 2 ! 5....... 4 2222 5555;.......,;_4444 444 Y 4 4 ;4 5 1 4144 _ 2 ;22 ; 2 2:222::: x 4 42;x: gni 3 *3335999 3 ' 00339 2213 x 2 42441245 4 2 5 4:5; 4 T 444 2 1 22.42 _ :444 4 4 44 ;4414; ; ; 42224 2x22 4 2 21222222 2 2 2.222 11 :: : 2 4: :44 ::: 1 4 :4;45 22222422 2 2 22222 1 I ;s t i 'so ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:27:27 AM File: CMU_support double Cant. 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP CMU wall support 2 - MEMBER ELEVATION'1 O `// ��� \) [ft] ' 24.00 Q 4.00 x 1 1 G 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 01#7xe6• 01#7x61 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 0257x26.6• 5.4 ADAPT selected 02#7x30'5' 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars uoo 0.07 0.13 0.07 may- 1 1 � [in required I I 05- provided 1s 1.e- 6.2 Bottom Bars max 0.00 2.35 0.00 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [In] I 1 10 10 7.2 User - selected Bar Size # Legs: 024 7.3 Required area o.1 Un2/tt] o.oe- 6.66- o.oc [ o .2 0 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fc = 3 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES G `7.ra 1, 1Y •, E s ; YY _ 4 is 2 1. 0 : a1 11 11 1 11 11 31 ' 13 , .. 1 rrg 1 3 a 0 i 1 1 Y 1 =z 1 1 111 YY A11 1st 1 0 s 1, 1' r 1 • a1 1.e 6 -21 1 Pi Li 1 c s: :: fl �g S S S? aSSASAaaaSAAi Aa STTT... SSSS:S: SSSSSSS :SEES SS SSA ? 1 sa. ?......? AA SS IN 3 1 AAaaaAa.:a :.1.122: a :a 90 = =A: M444444444144? c4: 4 4:41: cc?csA ?as:assaaac 1z 1 ty S si. t, Ss a :::aaa.a..aaa:ac _::ace a • : :: :: 5,,, ,_ SSE S::S?? :s:: , ar.,aa:?? ?q? :::: ::: ?s ?s::::::: s :S : ::A: .... . : „: :: ...... .?'? a 1 1 1 :S 4414 $141 • 1 S 1 r 1131 1111 a l 1 {T :9 tams 5-7-2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:28:25 AM File: Corner_grade_beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP GIr d NJ G ((a.ro'6 A 2 - MEMBER ELEVATION [ft] 24.00 26.00 , 30.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected T 26 Q2 K7x1f0• Q2#7Xtvr cumin* 921f7x113e (D Q27/7x1e0' 0167X1757 Q+><7xt o gamin. Q1xrx2oro 6 - REQUIRED & PROVIDED 6.1 Top Bars m 2 4 BARS 1.76 2.01 1.82 required o.c [IIIII ,, ,,,., 11 III 111111i , „iill,'r 1..6- 6.2 Bottom Bars m ax 0.36 2.47 0.74 / 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in) 7.2 User - selected Bar Size # Legs: 024 ' j i i i n - X A . A, 7 7 A .Y 7.3 Required area 07E- M tJ 0.42 0.06- - 0.0C 0 24 24 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI Y = 3 kst f = 60 ksi (longitudinal) f = 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 6 In Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES B-23 121 xt 1 1 1 f 12 i1 1 h i +i 1 II 7 I 7 13 2 22 5 1 ; xt 1 1177 x22 a , 222 :i a: � x=22 1 i ^ ... is YY 6i a9 1 i 91 j' C :1 5 22 811 221 •f :1 e :In 1 St • 1 1 vi 1 1 2 m 11: _ . 1444 iia elltee 551 aaa f .a As :1ESSF2 •EFiatAA i '! 8888 SEE ::11411 4 4.1 c3 ?F , 4411:411441 E :i : : ::t:1 22a:8a288r ' +2 :32811 :3 i• 2232' " 4itiE1i11i11i1344M4 :nag ,1 4 :: :::4E ,,A1A1313333 ▪ a. 6�§ • • as is 22 1i 41 }} ft' a .2.222: 1 2.2.2.2.... 2:2:• :•.2 :2: : : :::: a1 ::2: :at ifi4EE44i 333 :3 : :a» ;mum! i:4 :a 1 q :.1222 2. :111 :44::4E A "! :1•:1.11 41 "••4:19 11111 ,: 4;;;;111444; :2:.821 I ma a 222 :1111: .......... 111i1E:a ti 13-25" 1 1 1 1 1 1 1 1 WS I Sr Inc l•r 13517•71 71 areal fl• Onl•tap imago) a. saran. SS ass •..2 1.4 Watt • at AlaT•a• Fagan ...masa Miura s•Calial 000.1 A 1 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:33:10 AM File: Interior_CMU_grade_beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP 20' grade beam 2 - MEMBER ELEVATION (ft] ` 20.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected • 01%7X1120' 0207X20o' 6 - REQUIRED & PROVIDED max 6.1 Top Bars BARS 0.00 in9 o. required ' I II provided 1.0- 1 6.2 Bottom Bars m ax 1.48 7 - SHEAR STIRRUPS ' • 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing Uri _ n N ° A x ,Y / 7.2 User - selected Bar Size # Legs: o. 1 7 .3 Required area 0 . [Irk /fy o. o. o. . 12 B - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI f, = 3 ksl f = 60 ksi (longitudinal) f = 60 ksl (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES 3 -27 ( j 1 1 t, 1 ; 5 1 A 8 1, 1 I: al 1 a I I : 1 1 1 1 a 1 t as :1 A3 :1 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:53:22 AM File: Grid M intior CMU wall support 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATION° )ft) 22.00 Q 6.00 9 X I 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected ®1#2xre• 3.4 ADAPT selected ti1#rxr•s' 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected • • ®1##x4.0' Q1nxeio xse' Dews- 6 - REQUIRED & PROVIDED 6.1 Top Bars max BARS 0.68 0.81 in os- required 0.E- provided 0.- II I I I I V I I I 0.30- ORO I I 1 1 1 6.2 Bottom Bars aX max oss 0.00 i 7 - SHEAR STIRRUPS ' • 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in) A - 11 , - l 1- Il A .1 J I 7.2 User-selected Bar Size # Legs: 0.12 7.3 Required area oos (ln2/t) ooF o.00- 0.0c .12 12 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI f = 3 ksi f = 60 ksi (longitudinal) f = 60 Ks' (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 10 - DESIGNER'S NOTES 3-30 a : eei ;;; ii: i 1 itt • 1 1 1 1 fi fq e ! 13 11 • 1 a 5 S: 1 a1 : 1 J 1 11 11 1 141 i : i i ; 3 11 if VD 0 .e e • b i 1; = :a u i9 ;a 1a9 gs, "1 '! i 1 1 1 is e 1 ! 3 f, 3 ^d at ' Ai 9 a y E • ga. • i a - 34 111 14 4: as R1 a 2 4 w -4 ii. 1 .11 SS 11 3 R So : 8::111 f 1 2222 11 1 :a C , a ....... 344434'444 a e? OOF:OOCCS2C2* *C2: I. 3 ai i.: 1 1442222C:12 Z, „-3 Ow ::4::1:::4444:444 !Q 11 41233322442 1 5 � 3333133113111 #3 : 3i 1 ^ - 1 1:41:14411111:::14114 33 *2:33.1233331/3x222 1 2. 4 11 1 .1=1111:1 1 *11 8.1 11 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/2/2006 Time: 12:58:23 PM File: Interior CMU_grade beam_elevator_pit 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP Grade Beam at Elevator Pit 2 - MEMBER ELEVATION9 MI 15.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected OUPX37 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected ®unxwer 5.4 ADAPT selected 0757317'6' 010734V i. 6- REQUIRED & PROVIDED BARS max 6.1 Top Bars ex* 0.37 I in21. 0.30- 0.0G required 4 1 provided 1.71- 1.5- 2.0 6.2 Bottom Bars Ma% 1.40 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in) 7.2 User-selected Bar S # Legs' 024 7.3 Required area 0.15-- 0.12- [111 0.00 2 4 8- LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI r = 3 ksl f = 60 ksl (longitudinal) f = 60 ksl (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Reber Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES B-33 0. t, °s asa a. 11 1 "4 :: : : i 1 i :a: i�t: Ft 5; _ "' t CA :A : a 3 1E' is :: t, 1 I g A a AA E: as 6 23 3 13-39 x COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CNIL ENGINEERING CORPORATION Seismic Pile Design Criteria • AtL -PLE 2041 CHIT.* SOP.P wsealidt WYSS b Mir. Ms P-KEO D (z) PILE PROPERTIES Ground -ft —0 Depth Wdth-in Area-In2 Per.-in I -In4 E- kipfn2 W -kipMt - 0.0 18 27.489 58.548 1053.2 29000 0.093 —25 —50 — 75 — 100 —125 — 150 130.0 Batter Mgle =0 V PILE PROFILE & SOIL CONDITIONS M (Pile diameter not to scale) Surface Mgle =0 Southcener Parking Parages (2) Area C - 18" Steel Piles SOIL PROPERTIES RECEIVED DEC 2 0 2005 Coughlin Porter Lundeen, Inc. Figure Depth r -lb813 1 C- kipfll2 k-lbfin3 e50 -% Nspt 0.0 120 33 0 90 10 Sand 12.0 57.6 33 0 60 10 Sand 20.0 37.6 29 0 10 10 Sand Elevation from Ground -ft 27 = 2 — -48— -73 .. ._ 2 . _.- -_. ... -._ - 120.0 82.6 35 0 80 10 — Sand 98 -123 — ALL-PILE 2003 <With 6Mlr. ovachfilmlutant Upwind b MIMS Xis Pan EO a 40 36 32 '28 D. 24 a. a 18 20 12 8 4 0 r [ [ 0.72 0.81 0.90 0 20 40 60 80 1001 120 140 160 180 Max. Moment in Single Pile, Mmax -kip -ft Figure 1 200 W ALL-PILE 2&O CMTW Sobs* w'adJM1Jtwn Owned le Mines Yam P-AEO . from (2) Pi e Top-ft —0 —25 — 50 —75 — 100 — 125 -0.50 Pile Tip .. Yt= -0.000 St= 0.000000 DEFLECTION. yt - In 0 Head Yt=0.312 Max Yt =0.312 Head St= -0.000090 yt=0 at 11.1 -ft St=0 at 16.8 -ft +0.50 ✓ V -100 Head Moment =0.0 Max Moment=79.5 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT - kip -ft 0 +100 -50 SHEAR -kip 0 Head Shear=20.4 Max Shear -20.4 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P= 20kips +50 - E- kipAn2 :29000 I - F4 =1053 y -Ib/t3 + C- kipAl2 k -Ibhn3 e50 -% fElev rom ation 120 33 0 90 Pile Top -ft Sand 23 57.6 33 0 60 Sand 37.8 29 0 10 Sand 62.6 35 0 80 Sand Figure 1 -2 -27 -52 -77 -102 — 150 -127 ALL-PEE 20C3 CNRW &A re wadatecitcora UMnMb tied aM PM3EO Depth (z) from Pile Top-ft — 0 V S —25 — 50 — 75 — 100 — 125 — 150 -1.00 Pile Tip Yt=0.000 sr= 0.000000 DEFLECTION, yt 4n 0 Heed Y1=0.587 Max Yt=0.587 Head St=- 0.000179 y1=0 at 11.7 -ft 51=0 at 17.8 -ft +1.00 V -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT - klp - ft 0 Head Moment=0.0 Max Moment=131.7 +200 -50 SHEAR - kip 0 Head Shear=30.6 Max Shear=30.8 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P =30kips +50 E- ldpin2 =29000 I- In4•1053 7 -IbM3 C -kipM2 lc-Iban3 e50 -% Elevaum Oon 120 33 0 90 Pile Top -ft Sand 23 — 57.8 33 0 80 — Sand — 37.6 29 0 10 Sand - -2 — -27 — 82.8 35 0 80 Sand Figure -52 — - 102 — -127 — t Ikeatlb Michael .Yw p -qEo ro at 122-ft St=0 at 18.0 -ft +1.00 -200 MOMENT -kip -ft 0 PILE DEFLECTION & FORCE vs DEPTH _.._ ._. ._..._ __.. Pile,below Digpnd Head Moment=0.0 Max Monte 1 +200 -50 SHEAR -kip 0 Head Shear-40.9 Max Shear -40.9 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P= 40kips +50 - E- kiprtn2 =29000 I- n4.1053 y 4brtt3 $ C- kiprtt2 k -Ibrtn3 e50 -% 120 33 0 90 Sand 57.8 33 0 60 Sand 37.6 29 0 Sand Figure Elevation from Pile Top-ft 23 — -2 — -52 — -77 — t 82.8 35 0 80 - Sand - -102 — -127 — [ L 0.24 0.27 0.30 0 20 40 60 80 100 120 140 160 180 Max. Moment In Single P11e. Mmax alp-ft Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P= 40kips Figure 200 It [ t t i R•PLE aw CFM.. Wee waritchllbe1team titan' b Mk'S IUw P•o0E0 Depth (z) PI a Top-ft —0 — 25 —50 —75 —100 —125 —150 1 -0.10 Pile Tip Yt=o.000 St =0.000000 DEFLECTION, yt -In 0 Head Vt -0.088 Max Yt=0.086 Head St=- 0.000038 yt=0 at 13.0 -ft S1=0 at 19.0 -ft `0.10 V -100 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT - kip-ft 0 . ._ Head Sheer -20.0 Max Moms t =79.4 Max Shear=20.0 Head Moment=79.4 SHEAR -kip +100 -20 0 II IIII Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P =20kips I I III II +20 E- kip/In2•29000 I- k11a1053 y abdt3 4 C- kip/fl2 k- Ibfin3 e50 -% 120 33 0 90 Sand 57.8 33 0 80 Sand 37.8 29 0 10 Sand 3 .. _. __.,. ...... 82.8 35 0 80 Sand Figure Elevation Pile Top-ft 23 — -2 — -52 — -102 — -127 — NLVlE 2001 CMT.th Satan ■InVetenialeltee Ikwel b ektad )W p=AEO . from (z) Pile Top-ft — 0 — 25 — 50 — 75 — 100 —125 -020 Pile Tip - -. Yt=0.000 St- 0.000000 DEFLECT ON, yt4n 0 . _ Head Yt=0.159 Max Yt=0.159 Head St=- 0.000073 yt=0 at 13.6 -ft St=0 at 19.5 -ft +0.20 9 -200 PILE DEFLECTION & FORCE vs DEPTH MOMENT - kip-ft 0 Head Moment= -130.0 Max Moment=130.0 +200 -50 SHEAR -kip 0 Head Shear -30.0 Max Sheal=30.0 Pile below Ground +50 E- kipin2 =29000 I dn4 =1053 Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P =30kips Figure y - IbM3 4 C -kipM from k -Ibfin3 e50 -% f on from 120 33 0 90 Pile Top -ft Sand 23 — 57.6 33 0 60 Sand 37.6 29 0 10 Sand 62.6 . 35 ..._ 0 ._ ._. 80 _ Sand -2 -52 — -77 — -102 — -127 — •a-PIE aa, CHITagtheoftwe wvteNeMk_m lkwNb MkMA•w PweEO Depth (2) Pile Top -ft — 0 — 25 — 50 — 75 —100 — 125 — 150 -0.50 Plle Tip vt=0.000 St= 0.000000 DEFLECTION, yt -In 0 yt=0 at 13.9 -f St=O at 19.8 4t .. ._ _ Head Yt=0.24 4 Max Yt =0.244 Head St=- 0.000115 +0.50 V -200 I I Pile below Ground IA I +50 - - 120 33 0 90 E- kipM2.29000 1- In4.1058 62.6 35 0 80 Sand y -IbM3 4 C -kipfi2 k -IbAn3 e50 -% Sand 57.8 33 0 60 Sand Southcener Parking Parages (2) Area C -18" Steel Piles, Fixed Head, P= 40kips Figure I Elevation from Pile Top-ft 23 — 37.8 29 0 _ 10 - Sand - -2 — -27 — -52 — -77 — -102 — -127 — r t s M.LFl. X03 CMff.d PYIrn - Pae1MiNmm lkwtlb Michael PU- P-Oe0 Depth (z) PILE PROPERTIES Ground -ft — 0 - Depth WIdt -in Area-1n2 Per.-in I-in4 E adpRn2 W -kipM 0.0 20 3142 62.83 7854 3000 0.33 — - 15 — - 30 — 45 — 60 — 75 70.0 Batter Mgle =o PILE PROFILE & SOIL CONDITIONS (Pile diameter not to scale) Surface Mgle =0 Southcener Parking Parages (2) Area D - 20" Augercast Piles SOIL PROPERTIES Depth y-IbM3 f C -kipM2 k -IbAn3 e50 -% Nspt 0.0 120 33 0 90 15 Sand 10.0 57.6 33 0 60 Sand 15 - o 12 — 29 0 10 Sand 50,0 82.8 35 0 - 80 Sand RECEIVED DEC 2 0 2005 Coughlin Porter Lundeen, Inc. Figure 15 25 Elevation from Ground -ft 27 — -3 — -18 — -33 — -48— — 90 -63 _. t LATERAL LOAD vs DEFLECTION & MAX. MOMENT a.. :r SII • • 00 02 04 06 08 10 1.2 14 16 18 Head Deflection, yt -In 40 36 32 28 24 20 18 12 e 4 0 II all It II Ea 111 II IIM In II NM E 11110 11. 20 0 20 40 60 80 100 120 140 180 180 Max. Moment In Single Pile, Mmax -kip-ft Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 40kips Figure 200 I $ [ Depth (z) - Pi e Top-ft — o — 15 —30 — 45 — 60 —90 iJ -0.50 [ € [ ALL-PILE 3N C Wien a,a..e INVsWnn,a,wn Ika•,de Wald au, PwGEo DEFLECTION, yt -in 0 P yt=0 at 9.0-ft St=0 at 152 -ft +0.50 -100 _ - Pile Tip - 11=0.000 Head Yt =0.345 Head Moment=0.0 - St=0.000000 Max Yt=0.345 Max Moment=73.5 — 75 Head St=0.000167 MOMENT -klp -ft 0 PILE DEFLECTION & FORCE vs DEPTH __ Pile below Ground +100 -50 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P =20kips SHEAR •kip 0 • Head Shear=20.4 Max Shear =20.4 +50 E- ItlpM2.3000 I - in4.7854 y -IbM3 4 C- kip/02 k -Ibrin3 e50 -% 120 33 0 90 Sand 57.6 33 0 60 Sand 37.6 29 0 10 Sand 626 35 0 80 Sand Figure Elevation from Pile Top -ft 23 — 8— -22 — -37 — -52 — -87 — t iu.nea e C Wroth e.a.,e w.,wwe.mn Limn/ r Ui 1X. PriGEO • Depth (4 Pie Top-ft —0 = - 1s — - 30 — 45 — 60 — 75 —90 C W -1.00 Pile Tip - Yt=0.000 St DEFLECTION, yt -In 0 P yt=0 at 10.5 -ft Head Yt= .872 Max Yt=0.672 Heed St=0.000524 St =0 at 16.0 -ft +1.00 _v -200 MOMENT - kip Head Moment=0.0 Max Moment=122.5 PILE DEFLECTION & FORCE vs DEPTH _.. _ Pile below Ground +200 -50 SHEAR -klp 0 Head Shear =30.8 Max Shear -30.8 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P =30kips 7 abf3 0 C- kiptft2 k -Ibfn3 e50 -% +50 120 33 0 90 Sand E- kipnn2000 I - k14 =7854 57.6 33 0 60 Sand 37.8 29 0 10 Sand _. 3 .. . ._ 828 35 0 Sand Figure Elevation from Pile Top -ft 23 — s_ -7 — -22 — -52 — -67 — ALL-PIE AW CIATUd, Saffron wxttlNa,dtc.n lienal Muted Xu, Pw3E0 Depth (z) from Pile Top -ft — 0 — 15 — 30 — 45 — 60 Pile Tip _ yr- =0.000 — St =0.000000 75 — - 90 -2.00 [ DEFLECTION, yt -In 0 Head Yt= .050 Max Yt =1.050 Head St=0.001048 yt=0 at 11.2 -0 Stet) at 18.7 - +2.00 _9. -200 PILE DEFLECTION & FORCE vs DEPTH MOMENT -kip -ft 0 Head Moment =0.0 Max Moment =175.0 +200 -50 SHEAR alp 0 Head Shear =41.2 Max Shear =41.2 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P= 40kips Pile below Ground + 50 E -IdpM2 =3000 I- M=7854 57.6 -- - -- 0 - -- Sand y -lb/f13 + C- kipAl2 k -IbAn3 e50 -% 120 33 0 90 Sand 37.6 29 0 10 Sand 62.8 35 0 80 Sand Figure Elevation from Pile Top-ft 23 — 8 -7 -22 — -37 -52 — -67 — NLPtE ltm CMTSd Sabra wctlJlY*an licensed b MlclrlXis P.O aE ( 40 38 32 28 24 20 16 12 6 4 0 0.00 0.03 0.08 0.09 0.12 0.15 0,18 0.21 0.24 0.27 Head Deflection, yt4n LATERAL LOAD vs DEFLECTION & MAX. MOMENT 40 36 . 32 28 24 20 16 12 8 4 0 flaunts, II NW II II WA II I Wm II II II NE a FA II EVA II ma II .......... 0.30 0 20 40 60 80 100 120 140 160 180 Max. Moment In Single Pile, Mmax -kip -ft Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 40kips Figure 200 I DEFLECTION, yt -In 0 Head Yt=0.095 Max Yt=0.095 Head Sr0.000174 yt=0 at 12.4 -ft St at 17.8 -ft +0.10 -100 MOMENT -kip -ft 0 Head Moment =75.0 Max Moment=75.0 +100 -20 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground SHEAR -kip 0 +20 - Head Shear -20.0 Max Shear =20.0 E- IdpTn2=3000 t -in4 -7854 y -lb/t3 + C- kip/ft2 k- IbIin3 e50 -% 120 33 0 90 Sand 57.8 33 0 80 Sand 37.6 29 0 10 Sand 82.8 35 ..._. (land Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 20kips Figure Elevation from Pile Top -ft 23 — 8— -22 — 47 — -52 -87 — - DEFLECTION, yt-In 0 Head Yt =0.175 Max Yte0.175 Head St=0.000362 Leaned MMlaa lie PanGEO yt=0 at 13.0-ft St+O at 18.4-ft +0.20 V -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip-ft 0 Head Moment = -121.7 Max Moment+121.7 +200 -50 SHEAR -kip 0 Head Shear =30.0 Max Shear=30.0 +50 - E- ldpM2e3000 1 -h4 =7854 y -IbM3 4 C -kipM2 k -IbAn3 e50 -% 120 33 0 90 Sand 57.8 33 0 80 Sand 97.8 29 0 10 Sand 82.8 35 0 80 Sand Southcener Parking Parages (2) Area D - 20 Augercast Piles, Fixed Head, P= 30kips Figure Elevation from Pile Top -ft 23 — 8— -22 — -37— -52 — -87 — I Abell 2CO3 OMTM seer. wfstendleseltcon Y[wM b Michel X PK,EO Depth r (2) Pile Top-ft — o —15 — 30 — 45 — 60 —75 —90 04 -0.50 Pile lip Yt=0.000 St=0.000000 DEFLECTION, yt do 0 Head Yt=0.280 Max Yt=0.280 Head St=0.000683 yt=0 at 13.8 -ft St=0 at 19.1 -ft +0.50 -200 PILE DEFLECTION & FORCE vs DEPTH ... _. _ _._.. ._....._ _. _... -__ Pile below Ground MOMENT - kip-ft 0 Head Moment= -174.2 Max Moment=1742 +200 -50 SHEAR -kip 0 Head Shear =40.0 Max Shear=40.0 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P= 40kips y -IbM3 $ C- kipl02 k -Ibfn3 e50 -% +50 _ 120 33 0 90 Sand E- kiphn2K4000 I -k14 =7854 57.6 33 0 Sand 37.8 29 0 Sand 10 82.8 35 0 80 Sand Figure Elevation from Pile Top -ft 23 — 8— -22 — -37 —, -67 — COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Seismic Criteria Site class Spectral Acceleration at 0 sec. (g.0 ) Ss Spectral Acceleration at 1 sec. (g) Si site Coefficients Design Spectral Ttesp onse. Parameters Central Periods (sec (sec) Design PGA (SDs/2.5) F FT , Sys SDI T o Ti E 1.42 0.49 0.9 2.4 0.85 0.78 0.18 0.92 0.34 Seth Stapleton Seth, We are working on the lateral pile info and hope to get you results by tomorrow. The following recommended seismic parameters agree with values from the S &W GT report: Thanks, W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantOpangeoinc.com Direct / Cell 206 - 406 -4036 Office: 206 - 262 -0370 Fax: 206 - 262 -0374 From: Seth Stapleton [mailto:SethS @cplinc.com] Sent: Friday, December 09, 2005 1:02 PM To: Paul Grant Cc: Jim Coughlin; Tim Mealy Subject: RE: Southcenter Garages Paul, From: Paul Grant [pgrant ©pangeoinc.com] Sent: Wednesday, December 14, 2005 12:46 PM To: Seth Stapleton Cc: Jim Coughlin; Tim Mealy Subject: RE: Southcenter Garages Attachments: oledata.mso; image001.emz Let me know if you need a copy of our plans. 12/14/2005 Page l of 3 , In our plans dated 11 -01 -05, there are a total of 114 augercast piles at Garage A, and 112 driven steel piles at Garage B. Concerning your question about the pile lengths, I think JTM should be able to address your question. COUGHLINPORTERLUNDEEN A CONSUCING STRUCTURAL AND CML ENGINEERING CORPORATION INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.4.1) GROUND MOTION PARAMETERS Ss - h 4 Fig. 9.4.1.1(a) pg. 110-111 Larger map distributed for Puget Sound or use USGS website zip code lookup as check 0. 9'9 Fig. 9.4.1.1(6) pg. 112 -113 (9.4.121) SITE CLASS DEFINITION SDS- 0434 Sm 6,75 Eq. 9.4.1.2.5-1 pg. 129 Eq. 9.4.1.2.5-2 pg. 129 (IBC 16161) SEISMIC USE GROUP & OCCUPANCY IMPORTANCE FACTORS (IBC Table 1604.5 pg. 272) Nature of Occupancy PARR I Al t SA/ Category Seismic Factor Is = l• Snow Factor Is - Wind Factor Iw - • O (9.4.2) SEISMIC DESIGN CATEGORY Seismic Use Group Z SDC - t � SDC (Choose most severe. See exception of IBC 1616.3 pg. 326) Projert Nn: Client: Table 9.13 pg. 96 (Occupancy Category per IBC Table 16043) Table 9.421(a) pg. 131 Table 9.4.2.1(b) pg. 132 :enlace &WTA CENTER (,�' ARA&f 4+ B Designed By: SF$ Date 1 Checked By: Sheet of S -2 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343 -0460 • Fax (206) 343 -5691 COUGHLINPORTERLUNDEEN A CONSIA.TING STRUCTURAL AND avlL ENGINEERING CORPORATION 413 Pine Street • Suite 300 • Seattle. WA • Phone (206) 343 -0460 • Fax (206) 343 - 5691 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND am_ ENGINEERING CORPORATION ` INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.5.2.5.1) ANALYSIS PROCEDURES (Table 9.5.2.5.1 pg. 140) MODAL ANA1 :1SAS PROCEDIAR E (9.5.2.4) REDUNDANCY F _ /,50 (9.5.2.8) DEFLECTION & DRIFT UMfITS Allowable Story Drift A. in (9.5.5) EQUIVALENT LATERAL FORCE PROCEDURE Response Modification Coefficient R - Overstrength Factor LI•- Deflection Amplification Factor Ce- Height Limitation - (See modifications of IBC 1617.6.1.1 pg. 332) Approximate Fundamental period Seismic Response Coefficient Design Base Shear Torsional Amplification Factor rnject• 3C- GARAGE- Ak 13 Project No• Client: 0 Ta - C.- v Ax 5£G• 91.5.6 Asc, 7 -02 95.2.4 pg. 138. See modification of IBC 1617.2.1 Table 9528 pg. 145 Basic Seismic Force Resisting System BSACL44 et INCA 14 S/Cl A : SKCIAL P40Jr. &NC, NEA .WALLS 5 2.5 3,5 /do 0,26 Sec, 0,170 SEE MOM- A141.YCIS NVA Table 9.5.2.2 pg. 133 -135 Table 9.5.2.2 pg. 133 -135 Table 9.5.2.2 pg. 133 -135 Table 9.5.2.2 pg. 133 -135 Eq. 9.5.53.2 -1 pg. 147 Eq. 9.5.5.2.1-1 through 4 pg.146 Eq. 9.5324 pg. 146 Eq. 95552 pg. 148 Designed By: 565 hate 0.-•29 - Checked By: Sheet of S H 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343 -0460 • Fax (206) 343 -5691 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Lateral Analysis Building Weight Take -off South Center Garage A 2nd Level Item Concrete Shear walls: Concrete Columns: Perimeter 8" CMU Walls: (AA., V * C J) Perimeter 6" Precast Panels Ramp Walls and Stair /Elevator Walls Total Additional Weight: Total Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Roof Level Item Concrete Shear walls: Concrete Columns: Perimeter 8" CMU Walls: f4.J, yraw4•J) Perimeter 6" Precast Panels Ramp Walls and Stair /Elevator Walls Total Additional Weight: Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: ConSttvo vt S :aie *litre_ a St-tat f. E i&ra tl CCo kAk far rat c, 4 ach+a, r 4 *Ater Weer ZOO Coyle ieS •ATYP. AT 131.oct R 8 Date: 1/9/2006 Designer: SES Weight 3 klf Weight 9 kips 1.3 klf 0.5 klf 2692 kips 72312 sq ft 71240 sq ft ETABS input floor weight 144 psf 37 psf 105 psf (including 10 psf misc.) 142 psf 10285 klps 3 Mt 5 kips 1.4 klf 0.5 klf Quantity 283 It 84 565 ft 505 ft 84 565 ft 505 ft Sub Total 849 kips 756 kips 735 kips 253 kips 100 kips Quantity Sub Total 283 ft 849 kips 420 kips 791 kips 253 kips 100 kips 2413 kips 72312 sq ft 71240 sq ft ETABS input floor weight 140 psf 33 psf 105 psf (including 10 psf misc.) 138 psf 10005 kips L- South Center Garage A Date: 1/12/2006 Designer: SES Weight (kips) 3rd 10005 2nd 10285 Sum = 20290 Static Base Shear Sds = Sdl = Ta = R= Cs = 0.170 Vbase = 3449 kips 0.85 * Vbase = 2932 kips height (ft) vx % ,31(00 k� S raw, e3 Y % 31 (Sds /R) *I = 0.170 (Sd1/TR) *I = 0.600 0.044Sds *I = 0.037 w *h Cvx Story Force Story Shear (kip -ft) (kips) (kips) 300157.8 0.619 2133 2133 185125.7 0.381 1316 3449 485283.5 MODAL ANALYSIS ETABS P7 12" P8 Ia" P6 ETABS v8.5.0 - File: Grg_A_1 -12 -06 - January 12,2006 13:33 Plan View - ROOF - Elevation 360 - Kip -in Units PI GA clIE A P cv s /6" P5 P2, 1t" Coughlin Porter Lundeen, Inc. P3 P4 I2" 12" 2nd Level Item Concrete Shear walls: Concrete Columns: Perimeter 8" CMU Walls: Perimeter 6" Precast Panels Ramp Walls and Stair /Elevator Walls Total Additional Weight: Total Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Roof Level Item Concrete Shear walls: Concrete Columns: Perimeter 8" CMU Walls: Perimeter 6" Precast Panels Ramp Walls and Stair/Elevator Walls Total Additional Weight: Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Date: 1/12/2006 Weight 3 klf 9 kips 1.3 klf 0.5 klf 5 kips 1.4 klt 0.5 klf 2395 kips Designer: SES Quantity Sub Total 283 ft 849 kips 84 570 ft 455 ft 2674 kips 68060 sq ft 67975 sq ft ETABS input floor weight: 144 psf 39 psf 105 psf (including 10 psf misc.) 144 psf 9820 kips Weight Quantity Sub Total t 3 klf 283 ft 849 kips 84 570 ft 455 ft 68060 sq ft 67975 sq ft ETABS input floor weight: 140 psf 35 psf 105 psf (including 10 psf misc.) 140 psf 9541 kips 756 kips 741 kips 228 kips 100 kips 420 kips 798 kips 228 kips 100 kips L - South Center Garage B Date: 1/12/2006 Designer: SES 3rd 2nd Static Base Shear Sds = Sd1 = Ta = R I = Cs = Vbase = 0.85*Vbase = WM St z Weight (kips) 9541 9820 Sum = 19361 0.170 3291 kips 2798 kips '4 = 3065 Ici c 3o91 ic:f : O. skc. height %eh (ft) (kip-ft) 286224 j 176756.4 462980.4 (Sds/Ryl= 0.170 (Sd1/TR)*1 = 0.600 0.044Sdel = 0.037 Cvx Story Force Story Shear (kips) 0.618 (kips) 0.382 1257 3291 L- ETABS ETABS v8.5.0 - File: Grg_B_12 -29 -05 - January 12,2006 13:33 Plan View - STORY1 - Elevation 216 - Kip -in Units 6401- 13 PIERS Coughlin Porter Lundeen, Inc. ETABS ETABS v8.5.0 - Flle: Grg A_1 -12 -06 - February 7,2006 7:58 3-D View - Kip-in Units Coughlin Porter Lundeen, Inc Program ETABS Version 8.4.1.0 File:Grg_A 1- 12-06.LOG R E S PONS E- S P E C T R U M ANALYSIS L- 8 � 1.16E -14 3 1.44E -14 8.05E -15 5.18E -15 1.98E -14 1.84E -14 1.73E -14 4 1.24E -18 5.33E -14 8.17E -15 8.99E -15 8.09E -15 4.58E -14 5 1.38E -14 1.21E -16 1.03E -15 2.73E -15 8.25E -15 1.01E -14 6 1.40E -14 6.52E -15 4.25E -15 6.57E -15 9.91E -15 4.31E -14 SPEC FX FY FZ MX MY MZ XSPEC 2.96E -14 2.25E -17 1.91E -14 1.72E -14 2.01E -14 1.16E -14 YSPEC 1.65E -18 3.14E -14 2.29E -15 5.54E -16 2.99E -15 2.52E -14 E L E M E N T J O I N T - F O R C E O U T P U T 15:31:32 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E LEMENT OUTPUT 15:31:33 2 = 32 2 A N A L Y S I S COMPLETE 2006/01/12 15:31:33 Program ETABS Version 8.4.1.0 Fi1e:Grg_A 1- 12-06.LOG B E G I N A N A L Y S I S 2006/01/12 15:31:34 MAXIMUM MEMORY BLOCK SIZE (BYTES) E L E M E N T F O R M A T I O N 15:31:34 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED L O A D R E- S O L U T I O N 15:31:34 NUMBER OF STATIC LOAD CASES 15.938 MB 2 0 E L E M E N T J O I N T - F O R C E O U T P U T 15:31:35 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED 4 2 = 32 A N A L Y S IS C O M P L E T E 2006/01/12 15:31:35 L -)O • 42 A g ^ a2 .. a °s a I a € e ° ° °° .o ° ° S2 s ° p a ° II s tlxcs 11 g a • 1 a . F I . ° .i f 4 . •• 0 :l '1 g ...:a .a sssa:a - 1 - °- . ... o. 1 9 i$ 11 111111 i � 9 iiiiii i ° 9 111111 / _l € i li 2 C I " C I " "CI .1 !PI e ag !P2 PI ?I 6:g F . :a e a e . » E _ :a:a . °a :a " a :a:a :a " oa • i 3 2 !PI !PI !PI !PI Egg !PI a gog 3 8g "It 3"s "sg Y agog ages Y"s ° a o "a !PI :aka ea a as °a a as . a !PI . ^ !PI °Lfl eaa =a a ease oa a oa !PI !VI !VI EVI : l !VI ^g . ^ :g !VI .gag 421 !VI VI !VI eI :B !VI �5 �a .:a .:a.a !VI SE'S :a s =g !VI e xg e gag egag !VI aYCg o 1sg qg.g !VI e gsg agag a 4.4 ° » °a °a "a °a °a °a a °a °a^a ^5 ^a ^a " °a 'a�a °a °a a °a ^ eel e e 1 41 14 ij 114 44 44 44 44 4 44 T1 area frI ! I 5' i 3 3. i.i. i 3 3 6 3 3 y .' x i. x32 3 3 3 a i i Jib ii:i i';i • :• .i s " s8 fl 8 WI MI 1111 alai :d>8 dod fled Sdsd eda3 101 Sd>d SA>d I ' 3322 nil 3gg7 gg17 ig77 3371 fill 371 gin gig/ gig/ gill gill gig/ gggi f. . a 9 9 4 1 40 4 40 SA S :ASE :e 44 4:1 PE 11eg ag 5 .aia as 2 2 2 x 6222 2 2 2 ` I a 2 2 2 s 3 o _ :,:, §| WI !§■| aw.| ! \ 6 222242 F§ • • ............ : [ 2222 : : : . . .. E , : , | : \ \ \ \ \\ \ \\ i § | . . \ | , :._:: : :: | 1 | 32;555555 : 554004 | 1111|| 111111 \ : � :| | 1111|! , mill 7.-i |1|||!||Pin | :5N § ||§|11.= | ETABS ETABS v8.5.0 - File: Grg_B_1 -12-06 - February 7,2006 7:54 3-13 View - Kip-In Units Coughlin Porter Lundeen, Inc. Program ETABS Version 8.4.1.0 File:Grg_B_1- 12-06.LOG B E G I N A N A L Y S I S 2006/01/12 14:36:11 MAXIMUM MEMORY BLOCK SIZE (BYTES) E L E M E N T F O R M A T I O N 14:36:11 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED NUMBER OF SHELL ELEMENTS FORMED NUMBER OF CONSTRAINTS FORMED E Q U A T I O N S O L U T I O N 14:36:11 E I G E N A N A L Y S I S 14:36:12 NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED = 15.938 MB 2 0 16 2 REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION = 6 COUPLED CONSTRAINT /RESTRAINT MASTER DOF = 0 CONSTRAINT MASTER DOF AFTER REDUCTION = 6 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 150 APPROXIMATE "EFFECTIVE" BAND WIDTH = 12 NUMBER OF EQUATION STORAGE BLOCKS = 1 MAXIMUM BLOCK SIZE (8 -BYTE TERMS) = 1929 SIZE OF STIFFNESS FILE(S) (BYTES) = 15.672 KB NUMBER OF EQUATIONS TO SOLVE = 150 NUMBER OF STATIC LOAD CASES = 4 NUMBER OF ACCELERATION LOADS = 6 NUMBER OF NONLINEAR DEFORMATION LOADS = 0 NUMBER OF STIFFNESS DEGREES OF FREEDOM = 150 NUMBER OF MASS DEGREES OF FREEDOM = 6 NUMBER OF EIGEN MODES SOUGHT = 6 NUMBER OF RESIDUAL -MASS MODES SOUGHT = 0 NUMBER OF SUBSPACE VECTORS USED = 6 RELATIVE CONVERGENCE TOLERANCE = 1.00E -07 FREQUENCY SHIFT (CENTER) (CYC /TIME) = .000000 FREQUENCY CUTOFF (RADIUS) (CYC /TIME) = .000000 6 = 1 R E S P O N S E - S P E C T R U M A N A L Y S I S L-19 14:36:12 NUMBER OF SPEC ANALYSES PERFORMED 2 J O I N T OUTPUT 14:36:12 G L O B A L F O R C E B A L A N C E R E L A T I V E ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY F2 MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 1.14E -14 1.86E -14 2.90E -14 1.32E -14 5.51E -15 7.69E -15 YSPEC 1.14E -14 1.86E -14 2.90E -14 1.32E -14 5.51E -15 7.69E -15 MODE FX FY FZ MX MY MZ 1 7.04E -15 8.21E -16 8.21E -16 2.80E -15 9.59E -15 2.80E -14 2 3.67E -16 2.22E -14 2.32E -14 1.16E -14 3.64E -15 1.40E -14 3 7.89E -15 2.47E -14 9.23E -15 4.45E -15 9.32E -15 2.31E -15 4 1.05E -14 7.85E -17 2.21E -14 1.54E -14 2.38E -14 1.91E -15 5 4.05E -18 1.33E -14 1.52E -14 8.23E -15 7.30E -15 2.35E -14 6 2.46E -15 5.92E -15 2.19E -14 1.14E -14 3.50E -15 3.09E -14 SPEC FX FY FZ MX MY MZ XSPEC 7.04E -15 8.64E -16 1.46E -15 2.95E -15 9.69E -15 2.80E -14 YSPEC 3.98E -16 2.22E -14 2.32E -14 1.15E -14 3.63E -15 1.41E -14 E L E M E N T J O I N T - F O R C E OUTPUT 14:36:12 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E LEMENT OUTPUT 14:36:12 2 16 ANALYSIS COMPLETE 2006/01/12 14:36:12 L-)5 r 1 :eee :3 n °° s...2o ■2 ° 35 ? Y. ...,. • 22 :1 191 ID I 1 O O Y ° g s O ° O F 4 88° 5 . ` eSe 9 . +` g 11 23R B ^ Yq A 82 in"; § 0 5 33 ,78:'' 3 u� y ^� iii iii °8 555221 2 0 5 ...... °1 Y „ Y Fg OO al = e ° e ° 11 1 JIM E 1 717371 I .E @ l nun 2 2 22 x:2 22:2 2222 2221 22E2 MI 2lc2 3222 x2 "s X 22 2221 ax "Se x x 3 ° sa "s ak A agog axac oats a v. ct: :e: :2 t.:2 vat: 1tc nn:Y aa:c c:S ° :n 2 a ^ !PI ° �a e °a e:!I Sae !PI e 1 � .... ea °a�a !II el!I a 9. aapt °Y y. aP WI :Sea eaa WI WI WI WI a „ . xxax ax ^ j2 5 :E35 .2�a a ?e e Sac 32:1 2x2 3122 eg g 8212 2222 x et a 313 ^ t�:a ta:a :sea :Pa 311 m ate :18C 22jC :rem 3,94E ;Sea ea „ Saes eaea eaea eaea eaea 222E ex Susx e2 2 es.x es s -n °: °e•a Y °a Y °a °1 °° °n °2 °n I F !VI !PI !PI !III !PI PI ! PI !PI !PI !PI !PI 411 TI !PI !PA F a 3 3 3 3 3 Jill lib 3 3 3 3 3 3 3.3 3 3.3 33 3° 131b "s 218 1C >� Jill lib "s d�1 A� 1a1i 1a1i Gd'd 1212 1i11 1118 Sd1a 1811 11 11 € 2212 2321 3317 322! 3311 3212 2371 2217 3311 3311 3311 3311 1111 2222 2122 33 2 2 2 2 2 2 •^ Q g y g a i sss t4.464.42 .. : • p t C 1 i ? 9 1 E ii iiiiiii3ii133333ililll$ 392222222 S Id n S 11 R COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL ANDCIVILENGINEERINGCORPORATION Pile Seismic Design Foundation Design Forces Garage A SES Hz- o6 Garage B P-I ETABS P7 5w-3 PS 5■-2 Pout spAT1o>\I Desk,■ ' s-oes •C QE PI 514- I ETABS v8.5.0 - File: Grg_A_1 -12 -06 - January 12,2006 15:55 Plan View - 2ND - Elevation 216 - Kip -in Units G4r1246cCne P. 95 sw 565 / P2 sw -I Coughlin Porter Lundeen, Inc. P4 S ETABS P8 Sw -7 1 Sw- ' °vs. Pvt101.1 Deswi Fc>Rc F 6#42AGG I.o Q PC, Sh, -I ETABS v8.5.0 - File: Grg_B_1 -12 -06 - January 12,2006 15:55 Plan View - 2ND - Elevation 216 - Kip -in Units 5E5 (42-0 P5 5w - I Coughlin Porter Lundeen, Inc. Ste F 15 caN-cS 6 1 Sw S LAB Deis ,4T S11 i2 DJl}Ll. ( A-r SA-o,4-t') At e--w S 4 04. Id/mks 44A t Goo* geA+vl ec tc.E ¢d - O,'75 (z) ;oee (4 ") ( /r +' - 3.94 `` cI. k 440 *VS ` Qtlts)Co,a∎-) Co.7r)(oo) z 9, " / Pi- (r /ee/ or /y G BSS LcC�JAT4• 4O' 4 3 / 2 It (conkere rate ea .4 RM•X GraDr0 3CAcm- 'ktJSioN : ( ► - 2 ? k (fe -F.. -. groo4 lea -) ' C 159 stre.% ✓ f� fA. L = G.3/ /` Case : Svv- $ Q Gq./l31G€ g 'i;,„- 1IZoj` 4 v re %l J tb ■Jear w - // Corn. Iv slab s 533"` teb1y/11 of'- AronSfer ° 3'9 # / 94V ,s het r I4 ✓✓ (dew..t(t) Al., ' /$,4 ki�i- ( 600 ? co Z j ' f �" I✓l„eerk Svl - G P _ („ e‘./a 5 e 13 Mane g rade Hearn Cr e e = 5t3*` (l- e..stb.,) Of) it " r.etfci 6 1 - Aar wdfl - /oce 51-16 WNW L IGCM = l Vr, re 4, = 20,9 i` c.1 CTaa +„S I-U^5 Ac! Aes eiev �.fr / IT v + V1, = 2 0, 9 /` /F +VA rim c..." flee She A,/ o ►c wc,.19 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1` + 401 =I s8. - 'roject Designed By: Sts Date: 2-4-06 , Project No. Client Checked By: Sheet P- LI of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 2061343 -0460 • F. 206/343-5691 Shear Wall Vertical Loads Floor/Root DL Roof LL Typ. Floor U. 4' veneer Garage A 105 paf 65 psf 40 pat 45 pat P- 4 2 Root 12 42 1612 12 169 23 78 245 105 245 105 2nd 18 42 1612 12 169 34 113 283 64 528 189 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (se ft) (in) (hips) (hips) (hips) (hips) (hies) (hips) (kips) 6 1 Roof 12 34 620 16 85 18 82 147 40 147 40 2nd 18 34 620 16 85 28 122 188 25 334 65 Pier SW Level Floor lit Wall Length Trib Area Wan Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (s9 ft) M) (hips) (hips) (hips) (hips) (hies) (MP) (kips) 6 1 Roof 12 34 820 16 65 18 82 147 40 147 40 2nd 16 34 820 16 65 28 122 188 25 334 85 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (s9 ft) (in) (hips) (kips) (hies) (kips) (hies) (hips) (hies) 7 8 Roof 12 42 1550 16 183 23 101 284 101 284 101 2nd 18 42 1550 18 163 34 151 314 62 578 183 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (s9 ft) (n) (hips) (kips) (hips) (hi0s) (hies) (hips) (hips) 8 7 Roof 12 22 920 18 97 12 53 148 60 149 60 2nd 18 22 920 18 97 18 79 178 37 325 97 ? - 6 Garage B Pier Shear Wall Footing Pile Design Forces Shear Wall atm-- Als.// Garage A 0.9D + 0.7E D+L+0.7E Pier Shear Wall Length Moment 90% of M Dead Load Live Load Max C Max T Max C Max T (ft) (k-in) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips) 1 1 34 P;;251542:91 19232 336 60 367 29 2 1 34 r :` 256420Y 19232 612 65 336 60 367 29 3 3 31 1' 187851 ::: 14089 589 61 292 27 327 -8 4 2 42 1 :.: 325242; 24468 672 163 355 53 413 -5 5 4 38 I" 326'.7*:' 24510 642 65 370 81 402 49 6 5 29 n - 483037 13773 574 65 295 37 326 6 7 3 31 1!1-187751::;: 14081 589 81 292 26 326 -9 8 2 42 lr :326243; 24468 672 163 355 53 413 -5 Length Moment 90% of M ft 44 (k-ft 38 - - . ` 29199 6 20 V :' 95968 , 1 7198 2 42 :;, 263 19745 2 42 263264 19745 5 1 34 r;,248989? 18674 6 1 34 1412(0989 ' : 18674 7 8 42 379 7 28479 22 101522 ...)-, 7614 P M 4 (c) piLe5 (z) flues r Asce 7-02,-, 4c, 9. 5.6. 10 Dead Load (kips) T.1.- t C. ka.A.de s -coo Via) e'4 rote hear, /oar Live Load (kips 0.9D + 0.7E 1.2D + 0.7E Max C Max T Max C Max ki s (kips) kips) (kips) _413 , , 25 7 10 12 259 -7 316 13 3 316 13 375 -46 330 55 361 23 330 55 361 23 388 86 446 29 238 4 276 -33 sa P-EVISED 2%1.-6 CALCS I litoject No. troject I&' SftEL P ASS. 1 rA-e- ace si/eAtZ, ' 3o27 "` 9T4L /4t', of PILES = Ito AVERAC# PILE LATEML LcAD = 23,2 (um rr 51 2 wAu. AO) a,-PAV"Tx/ P hie S i 4ssuM €O Ta IAA% atv1E sr/FFNCSS (F►XED.- 11C-A TYPI P1 LE 440 ,¢7 eat-um dvs ort sW 1, L17frt4ArE ut rimAre (itL..1iMATE 0.5 RotA -n/n w� F LP S-2 rina.tu -0_1 vaLes ASS Ib S� (RAM-(4 MAX 6044/12•ESf/otJ = x137 (Au -t3ce) MAX 1146 04 c•./•r s l2 I 1 ` Cu�tl nmos) MAX T$hjS) 6N = /2S k (MAD wAel,C3 (5W only) TEAS /on /r 115 _ - r . Coly!>aeS /on/= 6;;7 ' _ pw ('1oMEtJT C 9, 1 Pn ' 91* K 51M„ - 45ow' °1 4- 9 = 0,51 c I.o + -El ^ (-6-\(121\ J /7- 0.42 c) o,E l )k s 0 4 " 96S. Client Checked By: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343 -0460 • F: 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING (cow.p 're sS I'o n) ( +en Sidr+ Sheet P - S of o% raneireema Designed By: Si5 Date: 7-24-C6 project /vLAX tAPj,I F-r -T 115 ( ul MAX - L shear = ( /c I , Conne% SASS (Ae - le— W 0I-1) S -trr"*" = 254;n t* ,= 12.1' l u.. ' 2-Cit7- 5,72 "llA f : O,so tt c7 L t ttisE 7 /i, WELD (KIN It&t w%) 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343.0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING OR St4eor wale Only . /7S As „to 6. t,llo s ap (ea) = 9.24 0Z. s /S` t ZC's s 3a'' (S) 3 4” D2 L'S AT 1yficn. P►tt S use 4 a 2 - 0,-- = O910 , z a, (n,0(6d) use N a , tees L = 56,5 „ '3, I v ' / I " A a$3 Designed By: SES Date: / -24 Project No. Client Checked Br Sheet 2 -9 of ,0 0 0 0 0 o 0 y O - x O O O o o O O O 20 x 20 in Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness Not considered column type: Structural Bars: ASTM A615 Date: 02/02/06 Time: 13:54:43 -400 pcaColumn v3.63 - Licensed o• Coughlin Porter Lundeen, Inc. P (kip) 1200 (Pmax) -400 (Pmin) File: \ \Servers \structural \Southcenter Design -Build Garages \ENG\ Analysis \Foundation\PCA\Steel_Pile_at SW.col Project: SC Garage Column: Pile @ SW Engineer: SES fc = 4 ksi fy = 60 ksi Ag = 400102 16 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 7.04 inA2 Rho = 1.76% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 13333.3104 e_u = 0.003 in/in Yo = 0.00 in ly = 13333.3 inA4 !Beta1 = 0.85 Clear spacing = 3.38 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P114 CiW conJNEU7o)V (9 frk i2 ws1u ) P —Icy 02/02/06 pcaColumn V3.63 - PORTLAND CMMENl' ASSDCJATSUN - 13:43:51 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections = == === ===== _= = = = = == _ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. P -)1 ray= J. Steel_Pile_a 02/02/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - rage 2 13:43:51 Licensed to: Coughlin Porter Lundeen, Inc. Steel_Pile_a General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Foundation \P Project: SC Garage • � Column: Pile ® SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered • Run Axis: X -axis Column Type: Structural Material Properties: == Rebar Database: ASTM A615 Size Diam (in) Area (in & 2) Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 # 6 0.75 # 9 1.13 # 14 1.69 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 7.04 in at 1.76% 16 #6 Cover = 1 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux No. kip k -ft 1 470.0 2 -175.0 0.11 # 4 0.50 0.44 # 7 0.88 1.00 # 10 1.27 2.25 # 18 2.26 121.0 121.0 * ** Program completed as requested! * ** fMnx k -ft fMn /Mu 298.8 2.470 148.6 1.229 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 P - 12. 0.31 0.79 1.56 20 x 20 in Code: AC1318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness Not considered .:olumn type: Structural Bars: ASTM A615 Date: 02/02/06 Time: 14:02:34 pcaColumn v3.63 - Licensed to' Coughlin Porter Lundeen, Inc. STEEL. P /tX (AP P (kip) File: \ \Server5\structural\Southcenter Design -Build Garages \ENG\Analysis\Foundat...\ Project: SC Garage Column: Pile @ SW Engineer: SES fc =4ksi fy =60ksi Ag= 400in ^2 Ec = 3605 ksi Es = 29000 ksi As = 3.52 in ^2 fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in e_u = 0.003 in /n Yo = 0.00 in Betel = 0.85 Clear spacing = 7.50 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Steel_Pile_at_gravitycolumn.col 8 #6 bars Rho = 0.88% Ix = 13333.3 ink; ly = 13333.3 in^4 Clear cover = 1.38 in CeAlN& v (rye,) P-)3 UZ /UZ /Ub pcacolumn VO.b4 - YVKILANU LLmnpa1 AbbVLiAl1VIV - 14:02:24 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections rage 1 Steel_Pile_a UL /UL /Vb pcaLciumn VS.b0 - rVKLLANL LCPION1 AbblJUJJW VN 14:02:24 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Foundation \P Project: SC Garage # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 3.52 in at 0.88% 8 #6 Cover = 1 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux fMnx No. kip k -ft k -ft fMn /Mu 1 2 470.0 121.0 100.0 121.0 * ** Program completed as requested! * ** 243.8 2.015 204.2 1.688 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 rage A Steel_Pile_a 0.31 0.79 1.56 P- IS ' Project No. MAX calP,CEsriVE Gib a Sit/ = 934 450 MAX rrn/S/ory ' bRCt @ S _ /25 dc 300 MoMC-niT @ Sr✓ P/t, -E = 160 k' (c;14 heJ 413 PINE STREET • SURE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 2e AVA RCA T P11* Rr✓1NfoaCEMENT Tor,4-t. BASE 31$3 ►` `C6Tq -t No, OP PIuEg f 20 AY6aA& ) c pica CA1t AL LO p( = 2615 Ic Cu�•TrnA ere) — SFIENt Wad- PIL£ DGSIG• 1-Am IFL L4Ap : 3 I' (u LT mon) o h. 6„.\10waLb1e) 0 k (0. \1 nAtAit) VtA. ) - P114c siear fva/1r are e%s�Jhee/ Cr an in env oj'eI ;Cite clu 9e � s kFA erl ill -Pt piles w5t Col kw.fS. fPI crkf- P /tES uMOE2 C+oL A.NA S : »$4• Co/Nen -e s/ re 1 : 390 k ' 45o k o k (cAL.34 \t) MA* Mo•MttJT = 115 it 1 (u l l t d e) (G'ee o r C-Reo Designed By SE-S Date: /- I+ -0 Client Checked By: Sheet P -16 of Project No. Project Sc U ACA G Client 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 44!A1, l2 2/. 4.4 Qs s x 0,12 (4o0o)/ - 4o) orxx� `Y ASP `f (0,0 s 2v. s 4, (tit - _ IQ 01 Mp 703 k- W ► ttl MP : 250 e dc-- (1")(1°S) , C k (Q Sw P1L- s y : (Z� : 62C (e of nu- ) t 115 J - 0/7512-) 4 4600 Tr (199 / 6 G el DV = f (nD) 4 3 6,40 (6ots)00 _ 5..7 'I s C7 k Q. 00S s. ICE Se//tAL PircI 4 o G 4 AnA)t • SPACING. 1- (, Pi Ire DIA, of 'Top < lie Designed By:5e S Checked By: Date: /- 23- 04 Sheet P -17 of • • • Project No. 21.1.1 re% j over o r Rein P. per 2.1,4A.1 21.44.3 fro T oc Client COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 5 x pile ctta. ' €5 G ;# C-ow. p oV2l Designed By: SCS Checked By: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 2061343 -5691 7% ,ile dta= li -gu Date: 1'2-0 Sheet P- I $ of fIlQ gi hf aal s } 0 0 0 X 0 0 0 20 in diam. Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness Not considered bolumn type: Structural Bars: ASTM A615 Date: 01/14/06 Time: 09:34:02 pcaCoiumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) File: \\Server5\structural\Southcenter Design -Build Garages\ENG\ Analysis \Foundation\PCA\Pile_at_SW.col Project: SC Garage Column: Pile @ SW Engineer: SES fc =4ksi fy =60ksi Ag = 314.159 inA2 9#9 bars Ec = 3605 ksi Es = 29000 ksi As = 9.00 inA2 Rho = 2.86% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 7853.98 ine4 e_u = 0.003 in/in Yo = 0.00 in ly = 7853.98 inA4 Beta1 = 0.85 Clear spacing = 3.02 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Vi /14 /Vb pcaLosumn V.3.04 - CVAILMOL Lbrina. nao.a.snalval - 09:33:59 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) aa.. = = = a = = = = = . . . . . . = = = = = = . . . . . . = = = = = = = = = = = = = = 30 3 Computer program for the Strength Design of Reinforced Concrete Sections IIII ====== ne IIc = ============== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. P -1v ra Pile at SW Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 # 6 # 9 # 14 No. 0.38 0.75 1.13 1.69 Factored Loads and Moments Pu kip 1 470.0 2 -175.0 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Mux k -ft * ** Program completed as requested! * ** 0.50 0.88 1.27 2.26 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 9.00 in at 2.86% 9 #9 Cover = 3 in with Corresponding Capacities: (see user's manual for notation) 158.0 180.9 158.0 160.3 x === == se = = = == fMn k - ft fMn /Mu 1.145 1.014 0.20 # 5 0.60 # 8 1.27 # 11 4.00 ray= Pile at SW 0.63 0.31 1.00 0.79 1.41 1.56 0 0 0 0 +" 0 O O 0 0 20 in diam. Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered lolumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:14:29 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. Engineer: SES P (kip) 1800 (Pmax) ,3 Nr / fs =0 fs =0.5fy -350 350 Mx (k -ft) -800 (Pmin) File: 1\Server5 )structural\Southcenter Design -Build Garages \ENGWnalysis\ Foundation \PCA \Pile Project: SC Garage Column: Pile @ SW fc = 4 ksi fy = 75 ksi Ag = 314.159 inA2 9 #9 bars Ec = 3605 ksi Es — 0 0 ksi As = 9.00 inA2 Rho = 2.86% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 7853.98 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 7853.98 inA4 Betel = 0.85 / Clear ipacing = 3.02 in Clear cover = 3.38 in Confinement: Other ( phi(a) = 1, phi(b) = 1, phi(c) = 1 ■ V 1/ Aa/ vo yeaLusumil v.,. oa - :Vasa-..'s y . 10:14:25 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. P-23 Pile_at_SW_M Vl /L. /UO yeaLusuuul V.I.O., - C tsnmau ..near n,UVI.snilvly 10:14:25 Licensed to: Coughlin Porter Lundeen, Inc. ray= Pile_at_SW_M 0 o 0 y O -f-x O 0 0 20 in diam. Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness' Not considered column type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:07:21 Tyi& Pat' @ -180 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 900 (Pmax) -300 (Pmin) 180 Mx (k -ft) File: \ \Server5\structural \Southcenter Design -Build Garages \ENG\Analysis\ Foundation \PCA \Pile_at_gravitycolumn.col Project: SC Garage Column: Pile Q SW Engineer: SES fc = 4 ksi fy = 60 ksi Ag = 314.159102 8 #7 bars Ec = 3605 ksi Es = 29000 ksi As = 4.80102 Rho = 1.53% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 7853.98 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 7853.98 inA4 ' Beta1 = 0.85 Clear spacing = 3.86 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 U1/23 /UD peaLuimms VO.OD - rvac ♦uruu l.ua•aaua u �ay.. 10:07:07 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 000 0000 00 00 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. a_ � Pile_at_grav ! 0 o O y O O 0 20 in diam. Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered ,olumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:13:07 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) File: \ \Server5 \structural \Southcenter Design -Build Garages \ENG\ Analysis\ Foundati.. .\Pile_at_gravitycolumn_Mpr.col Project: SC Garage Column: Pile @ SW Engineer: SES f c = 4 ksi fy = 75 ksi / Ag = 314.159 inA2 8 #7 bars Ec = 3605 ksi Es_�2900(0 ksi As = 4.80 inA2 Rho = 1.53% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in lx = 7853.98 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 7853.98 inA4 Betel = 0.85 _ _s ' " - Olear spacing = 3.86 in Clear cover = 3.38 in Confinement: Other phi(a) phi(b) = 1, phi(c) = 1 Ul /LS /Ub pCaLusuuuI va.03 - rvnaueuv✓ .,ca -.u.•a .ay.. 10:12:24 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) E Z == = = = E u = = = 3 Computer program for the Strength Design of Reinforced Concrete Sections = _ - - - -_ _____ _ ___ =_ - -- Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. P-11 - Pile_at_grav V1 /63 /Ub peaLusuimt V3.03 - rVnssnAV” v y • rm u'e ..sn ivw 10:12:24 Licensed to: Coughlin Porter Lundeen, Inc. File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Foundation \P Project: SC Garage j Column: Pile ® SW Engineer: SES Code: ACI 318 -02 Units: English Material Properties: = f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Circular: Diameter = 20 in Reinforcement: fy = 75 ksi Es = 29000 ksi Gross section area, Ag = 314.159 in Ix = 7853.98 in Iy = 7853.98 in Xo = 0 in Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: User - defined; #3 ties with #10 bars, #4 with larger bars. phi (a) = 1, phi (b) = 1, phi (c) = 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 4.80 in at 1.53% 8 #7 Cover = 3 in Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load fPn fMnx N.A. depth No. kip k -ft in 1 470.0 246.5 10.49 * ** Program completed as requested! * ** Pile_at_grav 0.31 0.79 1.56 Project No. asp (6 0 4 45 o, 90 (Co Ka') ) As' A Z i n t > 0.0 33 43 2 - 4 ELL r Client or 533 ►n COUGHLIPIPORTERLUWDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Since itties = l g$ psi 4 0 . 2 f se - Cl eo; 41 fi'•e re1 /s of 2/4.4, — zi 3 ri a &e i ore c , cot -'tR by calw,4"" .e - tir.I-r • Sp u: sk 0Jf ne> exceecA l6) di, Designed Br se 5 Checked Br 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • P 206/343.5691 Date: 2 -15 -o6 Sheet P -3( of COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Pile Cap Seismic Design COUGHLINPORTERLUNDEEN Project No. Client Checked By: Sheet \J - I of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 2061343 -5691 SNEAS WMA. P I L CAPS 4 t CI ?. Pt I e /c ° a 75 (z ) ( 3Cao (k " ) &o) _ /97 4V nc d - 5)4-)97 = 31 vs Av € •d 0,73 440 5 5 5 Av = of 8 (0) 464 tees Crud_ 14" . ¢Vzfr 3i •1 �Vn = /9 >< 3z-o = 51'/ k �I t~ - 514K v v an L 1, o a n it Project $6 4M 4.016 Project No. 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P•. 206/343-0460 • F. 206/343 -5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 320 oR ( &) #4 L'EGs @ 6 3t oc LonDi/ tibteJ -Site/ z `7) 41, B{M-S MP 4 Sot. Designed By: ‹e 5 Date: J-/J- Q Client Checked By: Sheet V - 2. of y x 60 x 48 in Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered Jolumn type: Structural Bars: ASTM A615 Date: 01/13/06 Time: 15:09:42 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) File: untitled.col Project: SC garage Column: Pile Cap Engineer. SES Pc = 3 ksi fy = 60 ksi Ag = 2880 inA2 14 #9 bars Ec = 3122 ksi Es = 29000 ksi As = 14.00 102 Rho = 0.49% fc = 2.55 ksi fc = 2.55 ksi Xo = 0.00 in Ix = 552960 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 864000 inA4 Beta1 = 0.85 Clear spacing = 7.23 in Clear cover = 4.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 VJ - v1 /10 /v0 pl:alvtuuua VJ.0J - rvnswnsJ \.nClana nao..o.SnSiva. - 15:09:26 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: untitled.col Project: SC garage Column: Pile Cap Code: ACI 318 -02 Run Option: Investigation Run Axis: X -axis Material Properties: f'c = 3 ksi Ec = 3122.02 ksi Ultimate strain = 0.003 in /in Beta]. - 0.85 Section: Rectangular: Width - 60 in Gross section area, Ag = 2880 in * 2 Ix - 552960 in Xo = 0 in - Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 # 6 0.75 0.44 # 7 0.88 0.60 # 8 # 9 1.13 1.00 # 10 1.27 1.27 # 11 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 phi(a) = 0.8, phi(b) = 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 14.00 in * 2 at 0.49% Top Bottom Left Right Load No. Bars Cover(in) 1 kip 7 # 9 4 Axial Load and Corresponding 7 # 9 4 fPn fMnx N.A. depth k -ft in 1.0 1330.8 4.14 * ** Program completed as requested! * ** Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 48 in Iy = 864000 in Yo = 0 in rayo a untitled Size Diam (in) Area (in * 2) Size Diam (in) Area (in"2) with larger bars. 0 # 3 0 # 3 4 4 0:63 0.31 1.00 0.79 1.41 1.56 Moment Capacities: (see user's manual for notation) .. COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Shear Wall Design Shear Wall Design Forces Garage A Garage B ?= 1.50 Shear Wall Vertical Loads Garage A Shear Wall Vertical Loads Flo0dRoof DL 105 psf Roof LL 85 psf Typ. Floor LL 40 psf 4'veneer 45 psf W-3 ETABS SIIFA2 WAU- DECIG,ty 'cgL€S 6A01.6 e. A SW - I 1 250 U. 31,053 ono = 234" 651._. 433 ETABS v8.5.0 - File: Grg_A_1 -9 -06 - January 24,2006 9:55 Plan View - STORYI - Elevation 216 - Kip -in Units P2 Sw- I 1256 uN /` , ms 32, 010 = 234" I.2Dt0.5L= 433 Coughlin Porter Lundeen, Inc. P4- sw -2 P3 w S l-21 - -o - C w - ETABS Coughlin Porter Lundeen, Inc. ETABS v8.5.0 - File: Grg_B 1 -12 -06 - January 24,2006 9:56 Plan View - 2ND - Elevation 216 - Kip-in Units ) Shear Wall Horizontal Reinforcement Date: 1/24/2006 Eng: psi fy = 60 ksi ))0) ))). Story Pier Shear Wall thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW-1 16 34 1250 554 13.1' 2ND Grg A P1, P2, Grg B P5, P6 SW-1 16 34 803 554 36.6 2ND Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1528 513 11.1 ROOF Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1113 513 18.8 2ND Grg A P3, P7 SW-3 12 32 981 391 14.5 ROOF Grg A P3, P7 SW-3 12 32 490 391 86.6 2ND Grg A P5 SW-4 16 38 1525 619 112 ROOF Grg A P5 SW-4 16 38 1124 619 20.2 2ND Grg A P6 SW-5 16 29 964 472 15.8 ROOF Grg A P6 SW-5 16 29 474 472 2ND Grg B P1 SW-6 16 39 1779 635 9.1 ROOF Grg B P1 SW-6 16 39 1394 635 13.8 2ND Grg B P2 SW-6 16 20 601 326 19.5 ROOF Grg B P2 SW-6 16 20 108 326 2ND Grg B P8 SW-7 16 22 628 358 21.9 ROOF Grg B P8 SW-7 16 22 123 358 2ND Grg B P7 SW-8 16 42 1755 684 10.5 ROOF Grg B P7 SW-8 16 42 1329 684 17.4 RSINF r Thow..5 Fort byktit, N 17 viA-W 45 e 12cc 15 e lowoc 1.4 —6 Shear Wall Horizontal Reinforcement 2ND Grg B P2 SW-6 16 20 601 326 27.6 ROOF Grg B P2 SW-6 16 20 108 326 2ND Grg B P8 SW-7 16 22 628 358 31.0 ROOF Grg B P8 SW-7 16 22 123 358 2ND Grg B P7 SW-8 16 42 1755 684 14.9 ROOF Grg B P7 SW-8 16 42 1329 684 24.8 y 408 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered .�.olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:50:18 u ,i - 120000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 20000 — (Pmax) -4000 — (Pmin) File: 1 \ Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCAISW -1.col Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 6528102 68 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 40.80 inA2 Rho = 0.62% fc = 4.25 ksi fc = 425 ksi Xo = 0.00 In lx = 139264 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 9.05564e +007 inA4 Beta1 = 0.8 Clear spacing = 11.38 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 120000 My (k -ft) - '3 • 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 rd9C 1 SW -1 V11St /VO pccp-vsumu1 V.J.O. - CVLl1LAADIV 1.8L•,8LY1 nCO1/4".1M11VLY 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. W -� rage z SW -1 0.31 0.79 1.56 y 1 x r e /2eG 408 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered .olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:02:42 - 100000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 20000 — (Pmax) -2000 — (Pmin) File: \ \Server5\structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCA{ W- 1_top.col7 Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 6528 InA2 68 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 21.08 in ^2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 139264 in^4 e_u = 0.003 in /in Yo = 0.00 in ly = 9.05564e +007 in^4 j Beta1 = 0.8 Clear spacing = 11.63 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 100000 My (k -ft) -il vi /Lx /moo rca..USuuua V.a.w - rvnsunam ..ua•,u,aa nuuvvanaava. - 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program.. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -1_top General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 1 # 14 1.69 2.25 # 18 2.26 - 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 21.08 in at 0.32% Top Bottom Left Right Bars 34 # 5 34 # 5 0# 6 0# 6 Cover(in) 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ____ _ ______ Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 103.0 10000.0 20153.3 * ** Program completed as requested! * ** 2.015 rayc a SW -1_top W"13 l y 4G 12`�oU 504 x 12 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered Jolumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:09:58 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 20000 (Pmax) I I I I 1 I I (' I I I - 120000 120000 -2000- (Pmin) File: \ \Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCA Project: SC Garage Column: SW Engineer: SES f'c =5ksi fy =60ksi Ag= 6048inA2 Ec = 4031 ksi Es = 29000 ksi As = 36.96 inA2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in lx = 72576 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.28024e +008 inA4 Beta1 = 0.8 Clear spacing = 7.75 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 My (k -ft) t4 -14 U1 /LY /UO pLa.Usumn VJ.OJ - CVAl11HpL LfI'ILLY1 neov.- snisvY - 12:09:48 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. �a - 15 racy. s SW -2 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 36.96 in * 2 at 0.61% Top Bottom Left Right Factored No. Bars 42 # 6 42 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny ===============__===== == kip k -ft k -ft fMn /Mu 1 361.0 40780.0 45112.7 1.106 * ** Program completed as requested! * ** 1.0 rdye SW -2 y ory 504 x 12 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered .olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:10:52 - 120000 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. P (kip) 18000 — (Pmax) -2000 — (Pmin) File: \ \Server51structural \Southcenter Design -Build Garages \ENG1Analysis \Shear Walls \PCAfSW- 2_top.coi , Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 6048 in ^2 — 84 #b bars Ec = 4031 ksi Es = 29000 ksi As = 26.04 in ^2 Rho = 0.43% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in lx = 72576104 e_u = 0.003 in/in Yo = 0.00 in ly = 1.28024e+008104 Beta1 = 0.8 Clear spacing = 8.00 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 120000 My (k -fl) -i7 raye i SW -2_top us /Ls/VV iI 11LL1 VJ.VJ 12:10:48 Licensed to: Coughlin Porter Lundeen, Inc. ▪ General Information: - CV1l1L411W %./Z.1•41.1411 • n4.7. tJl.1M11 V11 File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage ▪ Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: •+ f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.8 ✓ Section: Rectangular: Width = 504 in Depth = 12 in 3 Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 0.0 13400.0 27924.0 * ** Program completed as requested! * ** 2.084 (-0 y 6 eaLc 384 x 12 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:16:05 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 14000 (Pmax) fs =0 fs =0.5fy -70000 -2000 (Pmin) SW -3.col File: \ \Servers\structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PC Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 4608 in ^2 Ec = 4031 ksi Es = 29000 ksi As = 28.16 inA2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in ly = 5.66231e+007 inA4 Beta1 = 0.8 Clear spacing = 7.75 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 64 #6 bars Rho = 0.61% lx = 55296 inA4 I I 70000 My (k -ft) ■ us/das/uu yLoA -usumn VO.0J - ryntlan ss ‘MMM.NS I%JJVLSM11VSY - 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. Computer program for the Strength Design of Reinforced Concrete Sections ray. SW -3 Section: Rectangular: Width = 384 in Depth = 12 in Gross section area, Ag = 4608 in Ix = 55296 in Iy = 5.66231e +007 in Xo = 0 in Yo = 0 in Reinforcement: = Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 ▪ Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 28.16 in at 0.61% Top Bottom Left Right Bars 32 # 6 32 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy No. kip k -ft 1 211.0 23469.0 25363.7 * ** Program completed as requested! * ** fMny k -ft fMn /Mu 1.081 raga 4 SW -3 0.20 # 5 0.63 0.31 0.60 # 8 1.00 0.79 1.27 # 11 1.41 1.56 4.00 y 384 x 12 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness' Not considered olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:42:42 -70000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 14000 (Pmax) (Pmin) File: \ \Server5\structural \Southcenter Design -Build Garages \ENG1Analysis \Shear Walls ■PCAfSW- 3_top.col1 Project: SC Garage Column: SW Engineer: SES fc =5ksi fy =60ksi Ag= 4608inA2 Ec = 4031 ksi Es = 29000 ksi As = 19.84 inA2 fc = 425 ksi fc = 4.25 ksi Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in ly = 5.66231e+007 inA4 I Beta1 = 0.8 Clear spacing = 8.00 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 64 #5 bars Rho = 0.43% Ix = 55296 inA4 70000 My (k -ft) w -f3 12:42:39 Licensed to: Coughlin Porter Lundeen, Inc. SW -3_top Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 1 /i1 /VV - y '.IYVLL]��L n.o.f.snsswa 12:42:39 Licensed to: Coughlin Porter Lundeen, Inc. # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 • Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 19.84 in at 0.43% Top Bottom Left Right Bars 32 # 5 32 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy No. kip k -ft 1 0.0 6000.0 16219.2 * ** Program completed as requested! * ** fMny k -ft fMn /Mu 2.703 rayc a SW -3_top 0.31 0.79 1.56 y 47 € tfoc, 956 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered C olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:53:28 - 140000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \ \Server5\structural\Southcenter Design -Build Garages \ENG1Analysis \Shear Walls\PCAISW -4.col Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 7296 inA2 76 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 45.60 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 In Ix - 155648 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.26425e +008 inA4 i Beta1 = 0.8 Clear spacing = 11.35 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I I 140000 My (k -ft) w -2& V1 /L4 /VV iJ 1 VJ.VJ - CW=1==S.L 1. L fi 1 OJV M b.111V1\ - 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. Computer program for the Strength Design of Reinforced Concrete Sections W - ray= 1 SW -4 File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage ==================== f'c - 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.8 • vi /&s /vv y..>■.viuuua V.,.va - cvwa„cu.✓ ..uvuvs r.✓vv..a. -.ay.. 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Section: Rectangular: Width = 456 in Depth = 16 in Gross section area, Ag = 7296 in Ix = 155648 in Iy = 1.26425e +008 in Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 45.60 in at 0.62% Top Bottom Left Right Bars 38 # 7 38 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) 1 Pu Muy No. kip k -ft 251.0 40850.0 47235.7 * ** Program completed as requested! * ** _ fMny k -ft fMn /Mu 1.156 a SW -4 Size Diam (in) Area (in Size Diam (in) Area (in 0.31 0.79 1.56 y Es € 12 tot: 956 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:55:03 - 120000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \ \Server5\structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCA \SW- 4_top.col Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 7296102 76 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 23.56102 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 155648 inA4 e_u = 0.003 In/in Yo = 0.00 in ly = 1.26425e +008 inA4 Beta1 = 0.8 Clear spacing = 11.60 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 w - 21 120000 My (k -ft) 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -4_top y 4i e'' 348 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness: Not considered L 'olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:01:35 pcaColumn v3.63 - Licensed o• Coughlin Porter Lundeen, Inc. P (kip) File: \ \Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PC4SW .coil Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 5568 in ^2 58 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 34.80 in ^2 Rho = 0.63% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 118784 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 5.61923e +007 in ^4 Beta1 = 0.8 Clear spacing = 11.43 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 W -fl Ul /LY/U0 1J1.:61.V1 U%tUL VD.OA - t'1l1LlLLVL \.u,•tavVl L J a,p 11 - 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. — a3 rayc s SW -5 U1/4"2/V0 yucrk- vsumu1 VO.OJ - ryns.0 LLYL L.8VLt.SYl IlOO J..1N11VM - 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. General Information: y Project: SC Garage Column: SW fc = 5 ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 in/in 'Beta1 =0.8 Confinement: Tied t- x #5 e 120 398 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered i:Ioiumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:02:33 -70000 pcaColumn v3.63 - Licensed to Coughlin Porter Lundeen, Inc. P (kip) 18000 — -2000 — Engineer: SES fy = 60 ksi Ag = 5568 in ^2 Es = 29000 ksi As = 17.98102 fc = 4.25 ksi Xo = 0.00 in Yo = 0.00 in Clear spacing = 11.68 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 (Pmax) (Pmin) File: \ \Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCAASW- 5_top.col 1 58 #5 bars Rho = 0.32% Ix = 118784 inA4 ly = 5.61923e +007 in ^4 Clear cover = 1.37 in 70000 My (k -ft) V1'L4 /VV 1JL.4VWSUMAI VJ•VJ — LflLIL \.lal "GLV1 LlJJVI.1L111VLY — 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. raye 1. SW -5_top s • r .r. ... .. .. . -.ay.. 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: ==================== f'c = 5 ksi = fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.8 Section: Rectangular: Width = 348 in Depth = 16 in Gross section area, Ag = 5568 in Ix = 118784 in"4 Xo = 0 in # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 Iy = 5.61923e +007 in"4 Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in Size Diam (in) Area (in Size Diam (in) Area (in 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 17.98 in at 0.32% Top Bottom Left Right Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Bars 29 # 5 29 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 No. 1 = = = = ===== Pu kip k -ft 0.0 5700.0 13502.4 * ** Program completed as requested) * ** fMny k -ft fMn /Mu 2.369 r¢c - SW -5_top LO 0.31 0.79 1.56 y e 12u dt 468 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness Not considered ..olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:10:42 - 140000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. Project: SC Garage Column: SW fc =5ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 in/in )Beta1 =0.8 Confinement: Tied P (kip) 25000 (Pmax) -5000 (Pmin) File: \ \Server5\structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PC4W- 6_Iong.col Engineer: SES fy = 60 ksi Ag = 7488 in ^2 78 #7 bars Es = 29000 ksi As = 46.80 inA2 Rho = 0.62% fc = 4.25 ksi Xo = 0.00 in Ix = 159744 in ^4 Yo = 0.00 in ly = 1 .36671 a +008 in ^4 Clear spacing = 11.35 in Clear cover = 1.38 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 V 1 140000 My (k -ft) y 264 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:20:54 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. File: \ \Server5\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCP4SW- 7_top.col1 Project: SC Garage Column: SW Engineer: SES Pc = 5 ksi fy = 60 ksi Ag = 4224 inA2 44 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 13.64 inA2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 90112104 e_u = 0.003 in/in Yo = 0.00 in ly = 2.4533e +007 inA4 Beta1 = 0.8 Clear spacing = 11.78 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 LO -39 SW -7_top General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Code: ACI 318 -02 Run Option: Investigation ■+ Run Axis: Y -axis Material Properties: =_ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 Betal = 0.8 Section: ======== Rectangular: Width = 264 in Gross Ix = Xo = Reinforcement: ==_ == ========= Rebar Database: ASTM A615 Size Diam (in) Area (in # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 Bars 22 # 5 22 # 5 section area, 90112 in 0 in Confinement: Tied; #3 phi(a) = 0.8, phi(b) Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 13.64 in * 2 at 0.32% Top Bottom Left Right Cover(in) Factored Loads and Moments No. 1 =a = === Pu kip in /in Ag = 4224 0.11 0.44 1.00 2.25 = =a Muy k -ft Size Diam (in) Area (in Size Diam (in) Area (in in 1 1 * ** Program completed as requested! * ** Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es a 29000 ksi Depth = 16 in Iy = 2.4533e +007 in Yo = 0 in 0.50 0.88 1.27 2.26 0.0 1500.0 7777.3 0 # 6 0 # 6 1 1 fMny k -ft fMn /Mu 5.185 0.20 0.60 1.27 4.00 ties with #10 bars, #4 with larger bars. = 0.9, phi(c) = 0.65 0.63 1.00 1.41 rage 4 SW -7_top 0.31 0.79 1.56 with Corresponding Capacities: (see user's manual for notation) y 264 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered e.olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:19:56 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. Project: SC Garage Column: SW fc =5ksi Ec = 4031 ksi fc= 4.25ksi e u = 0.003 in /in Beta1 = 0.8 Confinement: Tied P (kip) 14000 — -2000 (Pmax) (Pmin) File: 1 \Servers\structural\Southcenter Design -Build Garages \ENG\Analysis \Shear Walls1PCAJSW -7.col Engineer: SES fy = 60 ksi Ag = 4224 inA2 44 #7 bars Es = 29000 ksi As = 26.40 in"2 Rho = 0.63% fc = 4.25 ksi Xo = 0.00 in Ix = 90112 inA4 Yo = 0.00 in ly = 2.4533e +007 inA4 Clear spacing = 11.50 in Clear cover = 1.38 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 U1/L4 /Ub pcacosucil V.1.b4 - YUXILHWL Lenny's JODULintsuV - 13:19:53 Licensed to: Coughlin Porter Lundeen, Inc. fy = 60 ksi Es = 29000 ksi Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 228.0 12691.0 16612.1 1.309 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 raw < SW -7 0.31 0.79 1.56 504 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered -olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:25:22 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \ \Server5\structural \Southcenter Design -Build Garages \ENG\Analysis \Shear Walls \PC Project: SC Garage Column: SW Engineer: SES f c = 5 ksi fy = 60 ksi Ag = 8064102 84 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 50.40 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 172032 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.70699e +008 inA4 Beta1 = 0.8 Clear spacing = 11.33 in Clear cover = 1.38 in 160000 My (k -ft) 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. SW -8 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. SW -8 General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318 -02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y -axis Column Type: Structural Material Properties: Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _____ = == === == == = = ==== = = = == = Pu Muy fMny No. kip k - k -ft fMn /Mu 1 405.0 47465.0 59895.6 1.262 * ** Program completed as requested! * ** go 0.31 0.79 1.56 w-9 y 504 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered -.column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:26:18 - 160000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. P (kip) 25000 — (Pmax) -5000 — (Pmin) File: \ \Server5lstructural\Southcenter Design -Build Garages \ENG\Analysis \Shear WalIs1PCA`SW- 8_top.col) Project: SC Garage Column: SW Engineer. SES fc = 5 ksi fy = 60 ksi Ag = 8064102 84 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 26.04102 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 172032 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.70699e +008 inA4 Betel = 0.8 Clear spacing = 11.58 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 160000 My (k -ft) 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. SW -8_top 00000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00 0 0 00 0 0 0000000 00 00 00 00 0 000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 00000 00 0 00000 00000 0 000 0 ( TM) _______ ==--=========== = = = == Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. SW -8_top General Information: File Name: \ \Server5 \structural \Southcenter Design -Build Garages \ENG \Analysis \Shear Walls\ Project: SC Garage 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 in at 0.32% Top Bottom Left Right Bars 42 # 5 42 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) 1 Pu Muy No. kip k -ft 0.0 15951.0 * ** Program completed as requested! * ** fMny k -ft fMn /Mu 28300.9 1.774 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CNIL ENGINEERING CORPORATION Shear Wall 6 Revised Calcs REV/S5 6w-G tYCal_ 5 23 8ok e 2 ^d fcoo,c K4ua+ —o turves iwu uolw4 e„ /502...k c R I t s o % /N= 15,000X V • t%o2 ,n= 61,000X V 23%O - - -) Z3 &3" 878 l Li LI Li Zs ZS� fort {%tsiu,J bP n aNl DeC c. , l Mc 40 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 12. 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F. 206/343 -5691 Designed By: St S Date: 2.7,1-0C Client Checked By: Sheet I2.,-1 of Pier SW Level Floor Ht Wall Length Tdb Area Wall Thk Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (sq ft) (in) (Ides) (kips) OOP) (kips) OOP) (kips) (Ides) 8 7 Roof 12 22 920 16 97 12 53 149 80 149 80 2nd 18 22 920 16 97 18 79 176 37 325 97 1 t t 1 Shear Wall Footing Pile Design Forces Garage A Pier Shear Wall Length Moment 90% of M (ft) (k-in) (k-ft) 1 1 34 rIgeT2ri 19232 2 1 34 ,, 256420 ;:; 19232 3 3 31 ` 1878514 14089 4 2 42 326242 ' 24468 5 4 38 P +326794'? 24510 6 5 29 183637, : 13773 7 3 31 187751; :; 14081 8 2 42 . 32624:3'c` 24468 Dead Load (kips) 0.9D + 0.7E Live Load Max C Max T (kips) (kips) (kips) 336 60 336 60 292 27 355 53 370 81 295 37 292 26 355 53 D +L+ 0.7E Max C Max T (kips) (kips) 367 29 367 29 327 -8 413 -5 402 49 326 6 326 -9 413 -5 Garage B Pier Shear Wall Length Moment 90% of M (ft -ft 42 • 264-, 1 4 2 42 263264 19745 5 1 34 ' 248989 18674 6 1 34 , 248989 18674 7 8 42 379717 r 28479 8 7 22 F 101'522 7614 '1A560 SW -6 Dead Load ki Live Load ki 0.9D + 0.7E Max C Max T s 1 316 13 330 55 330 55 388 86 238 4 1.2D + 0.7E MaxC axT ki •s 5 375 -46 361 23 361 23 446 29 276 -33 24 inrJtgfY- Eng: f'r = psi fy = Av = rcrr 4 inA2 Ms?, rigaR 2ND Grg A P3, P7 SW-3 Shear Wall Horizontal Reinforcement 2ND ROOF 2 ROOF Date 2/28/2006 60 ksi Story Pier Shear Wall thk Length rho Vx phi Vcx reg'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW-1 16 34 1250 554 18.6 2ND Grg A P1, P2, Grg B P5, P6 SW-1 16 34 803 554 51.9 2ND Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1528 513 15.7 ROOF Grg A P4, P8, Grg B P4, P3 SW-2 12 42 1113 513 26.6 12 32 981 391 12 32 490 391 RENIISEI> Nu-511mA LaA ©S 20.6 122.9 SW-4 16 38 1525 619 15.9 SW-4 16 38 1124 619 28.6 22.4 2ND Grg B P1 SW-6 16 50 2380 815 12.1 ROOF Grg B P1 SW-6 16 50 1502 815 27. 600 x 16 in Code: ACI 318-02 Units: English Run axis: About Y -axis Run option: Investigation Slenderness Not considered .,lumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:34:36 pcaColumn v3.63 - Licensed o• Coughlin Porter Lundeen, Inc. P (kip) 30000 — (Pmax) -5000 — (Pmin) File: PASouthcenter Design -Build Garages \ENG\Analysis \Shear Walls \PCA�SW- 6_long.col ) Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 9600102 100 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 60.00102 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 In Ix = 204800 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 2.88e +008 inA4 1eta1 = 0.8 Clear spacing = 11.30 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 250000 My (k -ft) R -5 02/28/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:34:27 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW- 6_long R -6 02/28/06 pcacolumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:34:27 Licensed to: Coughlin Porter Lundeen, Inc. Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) fMn = = = °=_____== No. kip k -ft k -ft fMn /Mu 1 254.0 61000.0 * ** Program completed as requested! * ** fy = 60 ksi Es = 29000 ksi Depth = 16 in 80126.7 1.314 Page 2 SW- 6_long 7 600 x 16 in Code: ACI 318 -02 Units: English Run axis: About Y -axis Run option: Investigation Slendemess: Not considered ilumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:35:57 - 250000 pcaColumn v3.63 - Licensed o: Coughlin Porter Lundeen, Inc. (Pmax) P (kip) 30000 — -5000 — 250000 (Pmin) My (k -ft) File: P:\Southcenter Design -Build Garages\ENG\Analysis \Shear Walls \PCAIl SW- 6_long_top.col 1 Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 9600102 100 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 31.00 inA2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 204800 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 2.88e +008 inA4 Jeta1 = 0.8 Clear spacing = 11.55 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 IZ 02/28/06 pcacolumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 1 12:35:54 Licensed to: Coughlin Porter Lundeen, Inc. SW- 6_long_to R -� 04;48;00 pcacolumn V3 . b3 - YUWfl RNU UtAI N'1 Ab ULIATION - Page 2 12:35:54 Licensed to: Coughlin Porter Lundeen, Inc. SW- 6_long_to ) Iy = 2.B8e +008 in"4 Yo = 0 in # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 31.00 in at 0.32% Top Bottom Left Right Bars 50 # 5 50 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn /Mu 1 0.0 18000.0 40103.9 * ** Program completed as requested) * ** 2.228 0.31 0.79 1.56 R- I 0 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL. AND CIVIL ENGINEERING CORPORATION Miscellaneous Calculations p roject Bo% esTMmEs 15.u11.4211-„AA A- Bu`uJ*Jy 8 W�rh '14 W`vni 30 59, g S ` .QP M - 75 1 A= eo4o Qr A r 2.7-4S C . S u(E,G n4 fOSES2 l4PrO5 ` eo.477-o4 I So i •rrrC- ENZ'E . COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Siff DEa 3 v4 A" 4 caw t.l e TO Ps'- IN c 40 r 25 t c c '70 r t C MJn4 sPnn1 11 Le Se- L14 = '7.SA0, W,e 7 ,1 6 °4i'Y.p`t 1,(0 .= 78op11- W,= 7.S +50 +c 51o3 r 1.2 675 pi / w 1455 ` ,L IV„ e s (1.4'-3 )(W) t 143 4roject No. Client Checked By: Sheet M -1 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • R 206/343-0460 • F: 206/343 -5691 Designed By: - r�-an Date: Z- ze -OC. Project Cat C 1znn6 -a Fo(.- WIZs 1R Tr-t A =1� ASSUME ZOO etc Thus 1s 1 Lehtit1.4 '751 S 4.01- Epp So. mc.Cnrtct_ COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 'tat: SYt'- lit c €, E y • Z7'I r #1/4 ID t o.t.(9 )(90) z all a.j Fat Yt 6" G � ✓ Z 142 e E- t 27q N = x- 1 z Zt s1UO3 ✓ Use 77; = Z. - pte rot s n.q T7rA -1. l.eaw \ W�= I$ le (4o rA )` °175 pit W Is (s +so +3) =870 r3oo= /076 r(L (2.o4S (.S)t= tato lose F 12 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343.0460 • F. 206/343 -5691 S -' e.L[3S c A3Z -5 VJ`kDKIla Sx =7ot �y kit i-I . 1 �(s L vus Designed By r # Date: 2 -te -0 co Wroject No. Client Checked By Sheet M of Mroject No. AR.reirry w 6r+T c. W = 22.15 134 G � j05 Client Los �fb <4474 ZS MIse- Dec K 5b ti titset.- 13 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING W 13 to WEI4n'r V.“ 2•245 x 11 yst c 1(e0 "roj ct t n1e.ct-sre. _ Designed By: V =a.5 (Ic.o')c e0" S- -4 PIL ` ZOO p1LES s. /• tIMw` 415-o TG� 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343 -0460 • F: 206/343 - 5691 Date: •t-z e -a 4 Checked By: Sheet /i -3 of 05 -07 -2007 PATRICK BURNS 633 SOUTHCENTER MALL SEATTLE WA 98188 RE: Permit No. D06-073 633 SOUTHCENTER MALL TUKW Dear Permit Holder: Thank you for your cooperation in this matter. Sincerely, Ter Marshall, Permit Technician xc: Permit File No. 006 -073 Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writine and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 06/11/2007 , your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 Reid iddleton April 21, 2006 File No. 262006.005/00302 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Westfield Southcenter Garage -B (D06 -073) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 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. Individual revised sheets were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: S1.1 and S2.0B. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, dated February 9, 2006. The following is a summary: 1. Site excavation and grading. 2. Installation of driven steel pipe piles. 3. Verification of driven steel pipe pile capacities. 4. Placement of structural fill and soil compaction at the slab -on -grade floors. 5. Placement and compaction of grade beam and pile cap backfill. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Installation and testing of driven steel pipe piles: Continuous. 2. Concrete placement at concrete construction, including concrete slab -on -grade (see Plan Note #1, Sheet S2.0B): Continuous. 3. Reinforcement at concrete construction, including concrete slab -on -grade (see Plan Note #1, Sheet S2.0B): Periodic. RECEIVED APR 2 4 2006 PERMIT CENTER Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila April 21, 2006 File No. 262006.005/00302 Page 2 4. Fabrication and erection of structural steel: Periodic. 5. Structural welding of structural steel for single -pass fillet welds 5 5/16 -inch: Periodic. 6. Structural welding of structural steel, other than single -pass fillet welds 55/16 -inch, where applicable: Continuous. Enclosed are one set of the revised structural and architectural drawings, one set of the revised structural sheets, and correspondence from the geotechnical engineer and structural engineer for your records. We are retaining the structural calculations and geotechnical report for our use in reviewing the next phase of the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Mid= eton, Inc. Philip B '= i l, P.E., S.E. Senior Engineer Enclosures cc: Martin O'Leary, JTM Construction (by surface mail) James Coughlin, CPL (by surface mail) dop:\ doc \26 \planrevw \tukwila \06\t003r2. doc \prb Reid iddleton April 21, 2006 Martin O'Leary 1730 Minor Av, Ste 1120 Seattle, WA 98101 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 to Correction Letter #1 Development Permit Applications D06 -072 & 073 Westfield, Parking Garage A (Foundation Only) — 633 Southcenter Mall Westfield, Parking Garage B (Foundation Only) — 633 Southcenter Mall Dear Mr. O'Leary: This letter is to inform you that your resubmittal received at the City of Tukwila Permit Center on April 14, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department(s) needs to be addressed: Buildine Department: Ken Nelsen, at 206 431 -3677, if you have any questions concerning the attached comments. Enclosures 1. Itens 2 and 3 from the previous Correction Letter #1 dated March 22, 2006 are incomplete, not addressed. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted throueh the mail or by a messenger service If you have any questions, please contact me at the Permit Center at (206) 433 - 7165. Sincerely, File: Permit D06 -072 & 073 P:VenniferUncomplete Letters \2006V306-072 & 073 Inc Ltr #1 to Corr #I.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 April 13, 2006 Mr. Ken Nelsen City of Tukwila Department of Community Development 6300 Southcenter Blvd.; Suite #100 Tukwila, WA 98188 -2544 Dear Ken, PROJECT: Westfield — Parking Garages A & B (Foundation Only) RE: Phase I Permit Correction Comments PERMIT #D06 -072 (Garage A) PERMIT #D06 -073 (Garage B) matt CONSTRUCTION Southcenter Parking Garages — Tukwila, WA This letter responds to the City of Tukwila Correction Letters #1 dated March 22, 2006 and Reid Middleton letters dated April 4 2006 for the Westfield Garage A & B (Foundation Only) Phase I Permit Submittals. • The attached FSI Architects memos dated April 10, 2006 address the City of Tukwila Correction Letters dated March 22, 2006. Note that the under slab plumbing drawings will be submitted for permit through King County on or about April 26, 2006 but all slab -on -grade floor drain locations and underground wet utility locations and stub -outs have been coordinated with the Architectural and Structural Design and locations of such are correctly shown on the Architectural Drawings. • The attached CPL letters dated April 11, 2006 address the Reid Middleton correction letters dated April 4 2006. Copies of the CPL letter, revised drawings and structural calculations have been transmitted directly to Reid Middleton with copies included with this transmittal. • Regarding required geotechnical inspections, Westfield has hired Shannon & Wilson to perform these services. • Regarding structural special inspections, Westfield has hired Mayes Testing to perform these services. We apologize for the tardy response to the Phase I Permit submittal correction comments but we needed to fully coordinate slab -on -grade elevations with the Westfield Mall expansion Civil Engineer to ensure we were submitting a coordinated and accurate set of revised permit drawings for the entire redevelopment project. This process took longer than originally anticipated. CORRECTION LTR# , JTM CONSTRUCTION TEL 206.587.4000 METROPOLITAN PARK EAST FAX 206.587.4003 1730 MINOR AVENUE, SUITE 1120 SEATTLE, WASHINGTON 98101 W W W.ITM40NSTRUCTION.COM RECEIVED APR 14 2006 PERMIT CENTEH De* - 01 April 13,2006 Mr. Ken Nelsen City of Tukwila Page Two PROJECT: RE: Sincerely, Martin O'Leary Project Manger File: 16001/Permits Westfield — Parking Garages A & B (Foundation Only) Phase I Pernrit City of Tukwila Correction Comments PERMIT #D06 -072 (Garage A) PERMIT #D06 -073 (Garage B) Cc: John Hayduk/JTM Larry Allen/Allen & Associates Pat Bums/Westfield Corporation /TM CONSTRUCTION METROPOLITAN PARR EAST 1730 MINOR AVENUE, SUITE 1120 SEATTLE, WASHINGTON 98101 CONSTRUCTION As we move forward, I thought I would list below some schedule milestones that we are tracking towards, with your cooperation, with respect to the permitting and construction schedules for the Parking Garages: • We are hoping to receive a Phase I Permit for Garage A & B Foundations and Slab -On -Grade work by 4/28/06 and no later than May 5, 2006. • We are hoping to receive the Temporary Sears Loading Dock permit on or about April 28, 2006 (Ref. Permit #D06 -112). • We are planning on submitting Phase II Permit Documents on April 18, 2006 with a (6) week turn- around on permit issuance, as based on JIM and our design team responding to any correction comments within (1) week of receipt. If you have any questions, please do not hesitate to contact me at 206-587-4000 or Larry Allen of Allen & Associates at 206 -914 -5820. TSL 206.587.4000 FAX 206.587.4003 WW W.ITM•CONSTRUCTION.COM Jr COUGHLIN PORTER LUNDEEN April 11, 2006 Philip Brazil Reid Middleton, Inc. 728134th Street SW Everett, WA 98204 RE: Westfield Southcenter Garage B Building Permit Plan Review - Foundation Submittal (1306 -073) Dear Mr. Brazil: We have the following responses to the structural plan check review comments for this project. Structural General 1. See General Structural Note 13 on sheet 81.1 for special inspection requirements. 2. See General Structural Note 2 on sheet S1.1 of full permit documents. 3. See General Structural Note 2 on sheet S1.1 of full permit documents. 4. See General Structural Note 2 on sheet S1.1 of full permit documents. Foundation 5. The shear walls have been designed for a conservative redundancy factor of 1.5. The redundancy factor is not included in the foundation design. The IBC 2003 contains no language to suggest that the redundancy factor should be applied to foundation design. Although this building is redundant, the redundancy factor is greater than 1.0 due to the large floor area of the building, which is not the intent of the building code. In fact this problem has been addressed in the newest version of the ASCE Minimum Design Loads for Buildings and Other Structures. Per ASCE 7 -05 Section 12.3.4.2.b the redundancy factor equals 1.0 for this building (see additional calculations, Page A -1). Also note that the calculated design base shear for this building is the same whether determined by ASCE 7 -02 or ASCE 7-05. 6. All T - beam analyses have been performed using an effective flange width per ACI 318 Section &10. For example, see calculations on page B section 2.1.3 where the effective flange width is determined. 7. See additional calculations on page A -2, which includes the vertical component of the seismic load per ASCE 7 -02 section 9.5.2.7. These calculations also include the extra pile(s) provided at the mid - span of each shear wall (except SW - 7 at Garage B). These new calculated maximum compressive and tensile pile forces are less than the forces previously used in CORRECTION TR# 1_ RECEIVED APR 14 2006 PERMIT CENTER Flo 413 PINE STREET • SUITE 300 . SEATTLE, WA 98101 • P :206/343 -0460 E 206/343 -5691 Philip Brazil Tim Mealy, P.E. 2 April 11, 2006 calculations dated 3 -2 -06. In calculations dated 3 -2-06 on page P -7 the computed maximum pile forces had been determined assuming only (4) piles under each shear wall. No changes to drawings are required. 8. The slab on grade has been designed as a rigid structural diaphragm to distribute the base shear to all piles. Slab on grade reinforcement has been revised to meet the requirements of ACI 318-02 Section 21.9.5. See plan note 1 on S2.0B of full permit documents. 9. All piles are assumed to be fixed to grade beams or pile caps, and the slab -on -grade has been designed as a rigid diaphragm. Since all piles have the same load- displacement relationship based on the referenced geotechnical report, load is distributed equally to all piles. The tie beams and grade beams act as drag struts to transfer the load through the diaphragm and into the piles. 10. For ramp wall design, see additional calculations, pages A -3 thru A-6. 11. See notes 1 and 2 on S3.6 for information regarding footing dowels for shear walls. Vertical 12. No comments. Lateral 13. Column loads are provided for the design of piles only. Column design will be included in the full permit submittal. 14. See column design calculations included in full permit submittaL Section 21.4.4.5 applies to columns supporting reactions from discontinued stiff members, such as walls. Columns in shear walls are not used as boundary elements and are ignored in shear wall design calculations. There is no requirement to extend transverse reinforcement of the gravity columns into footings or pile caps. Sincerely, COUGHLIN PORTER LUNDEEN, INC. I EXPIRES 7/25/07 1 April 11, 2006 File No. 05 -200 Mr. John Hayduk JTM Construction 1730 Minor Avenue #1120 Seattle, Washington 98101 Re: Response to Plan Review Comments Southcenter Parking Garages Tukwila, Washington Dear Mr. Hayduk, This letter responds to the April 4, 2006, comments from Reid Middleton, acting on behalf of the City of Tukwila Building Department, regarding their review of the geotechnical aspects of the plans for the Westfield Southcenter Parking Garages A and B. The following responds to the comments from Reid Middleton that are applicable to both garages: 1. Geotechnical Special Inspection — No comment 2. Factors of Safety for Passive Resistance on Grade Beams and Pile Caps — We believe that the foundation piles have been designed to resist all lateral loads from the parking structures and that passive resistance of the grade beams and pile caps is not relied upon. However, the passive resistance values provided in Section 4.4 of the February 9, 2006, Geotechnical Report are displacement compatible values. The ultimate passive resistance values for compacted structural fill and nominally compacted existing site soils are 1,000 and 500 pcf, respectively. We recommend use of a factor of safety of 2 be used for these values in Allowable Stress Design (ASD) We appreciate the opportunity to work with you and your design team on this project. Please call if you have any questions. Sincerely, W. Paul Grant, P.E. Principal 3414 N.E. 55 Street Seattle, WA 98105 (2061262 -0370 FAX (206) 262 -0374 COUGHLINP&TERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Additional Structural Calculations -Submitted with Foundation Permit Plan Review Responses- for the Westfield Southcenter Parking Structures FSI Architects 4 -11 -06 S05- 1622 -01 I EXPIRES 7/25/07 1 Prepared by: Tim Mealy Seth Stapleton Lateral Ferceneelsang Element Regalement Braced Frames Removal of an individual brace, or connection thereto, would not result in more than • 33% reduction in story strength, nor does the resulting system have an extreme torsional irregularity (horizontal structural irregularity type Ib). Moment Frames Loss of moment resistance at the beam- to-eolumu connections at both ends of a single beam would not result in more than t 33% reduction in story strength, nor does We resulting system have an extreme torsional Irregularity (horizontal structural hregularity Type 1b). Shear Walls or Wall Pier with a height -to- length ratio of greater than 1.0 _ _ _ -_ __ _ _ ...._have Removal of a shear wall or wall pier with • height -to- length ratio greater than 1.0 within any story, or collector connections thereto, would not result in mom than a 33% reduction in story strength, nor does We resulting system an ettremetorsioml inegnlari (horizontal structural irregularity Type Ib). Cantilever Columns Loss of moment resistance at the base connections of any single cantilever column would not result in mom than a 33% reducdon in story strength, not does the resulting system have an extreme torsional irregularity (horizontal structural irregularity Type ib). Other No requirements 12.3.4.1 Conditions Where Value of p 1.0. The value of pis permitted to equal 1.0 for the following: 1. Structures assigned to Seismic Design Category B or C. 2. Drift calculation and P -delta effects. 3. Design of nonstructural components. 4. Design of nonbuilding structures that are not similar to buildings. 5. Design of collector elements, *dices, and their connections for which the load combinations with overstrength factor of Section 12.4.3.2 are used. 6. Design of members or connections where the load combi- nations with overstrength of Section 12.4.3.2 are required for design. 7. Diaphragm loads determined using Eq. 12.10 -1. 8. Structures with damping systems designed in accordance with Section 18. 12.3.42 Redundancy Factor, p, for Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E, or F, p shall equal 1.3 unless one of the following two conditions is met, whereby p is permitted to be taken as 1.0: a. Each story resisting more than 35 percent of the base shear • the direction of interest shalt comply with Table 12.3 -3. b. Structures that are regular in plan at all evels provided that the seismic force - resisting systems consist of at least two bays of seismic force - resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35 percent of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height for light- framed construction. TABLE 12.3 -3 REQUIREMENTS FOR EACH STORY RESISTING MORE THAN 35% OF THE BASE SHEAR 126 12.4 SEISMIC LOAD EFFECTS AND COMBINATIONS 12.4.1 Applicability. All members of the structure, including those not part of the seismic force - resisting system, shall be designed using the seismic load effects of Section 12.4 unless otherwise exempted by this standard. Seismic load effects are the axial, shear, and flexural member forces resulting from ap- plication of horizontal and vertical seismic forces as set forth in Section 12.4.2. Where specifically required, seismic load effects . shall be modified to account for system overstrength, as set forth in Section 12.4.3. 12.4.2 Seismic Load Effect The seismic load effect, E, shall be determined in accordance with the following: 1. For use in load combination 5 in Section 2.3.2 or load com- bination 5 and 6 in Section 2.4.1, E shall be determined in accordance with Eq. 12.4 -1 as follows: E= Eh-FE, (12.4 -1) 2. For use in load combination 7 in Section 2.3.2 or load com- bination 8 in Section 2.4.1, E shall be determined in accor- dance with Eq. 12.4 -2 as follows: E = Eh - Ev (12.4 -2) where E = seismic load effect Eh = effect of horizontal seismic forces as defined in Sec- tion 12.4.2.1 E, = effect of vertical seismic forces as defined in Section 12.4.2.2 12.4.2.1 Horizontal Seismic Load Effect. The horizontal seis- mic load effect, Eh, shall be determined in accordance with Eq. 12.4 -3 as follows: Eh = PQa (12.4 -3) where OE = effects of horizontal seismic forces from V or F. Where required in Sections 12.5.3 and 12.5.4, such effects shall: result from application of horizontal forces simultaneously in two directions at right angles to each other. p = redundancy factor, as defined in Section 12.3.4 12.4.2.2 Vertical Seismic Load Effect. Tae vertical seismic load effect, E„ shall be determined in accordance with Eq. 12.4.4, as follows: E, = 0.2SpsD (12.44) + where Sps = design spectral response acceleration parameter at short periods obtained from Section 11.4.4 D = effect of dead load EXCEPT IONS: The vertical seismic load effect, 4. is permitted to be taken as zero for either of the following conditions: 1. In Eqs. 12.4-1, 12.4-2, 12.4-5, and 12.4.6 where Sps is equal to or lest than 0.125. - 2.- 10Eq:i2:42where determining demands on the soil- structure inteds of foundations. 12.413 Seismic Load Combinations. Where the preicri seismic load effect, E, defined in Section 12.4.2 is combined W1tlli the effects of other loads as set forth in Chapter 2, the followiit$ seismic load combinations for structures not subject to flood of/. atmospheric ice loads shall be used in lieu of the seismic lord combinations in either Section 2.3.2 or 2.4.1: A -1 ASCE 7-l5s Dead Load Live Load (kips) (kips) Dead Load (kips) Live Load (kips) INGULD‘S 0.25, D (A *AA..." sec ^l L +0.7E ax C Max T (kips) (kips) 265 -2 265 -2 225 -38 285 -38 295 17 229 -22 225 -38 285 -38 !D +L+ 0.7E , axC MaxT (kips) (kips) 332 29 446 4 246 -79 246 -79 259 -7 259 - 318 -5 302 -60 Shear Wall Footing Pile Design Forces Garage A Pier Shear Wall Length (ft) 1 1 34 2 1 34 3 3 31 4 2 42 5 4 38 6 5 29 7 3 31 8 2 42 Garage B Moment (k -in) Pier Shear Wall Length Moment 90% of M (ft) (k -in) (k -ft) 1 6 50 $ eao 36600 2 6 20 74974 3 2 42 19745 4 2 42 a a 19745 5 1 34 18674 6 1 34 18674 7 8 42 28479 8 7 22 f °e K ^ 7614 V — ?6V1SEO PILE LotA 12kS51U6 J TE-AKoLE FoR—CES PCCnuNT f a. A Mow. of (.5) PILES u,DE(t saen2wau PS 51-tow V — Excen SW -7 (4 piles) t ( P a t s ' 6 1 P ila (z) plies 90 %ofM (k - ft) 19232 19232 14089 24468 24510 13773 14081 24468 0.9D +0.7E D +L +0.7E Max C Max T Max C Max T (kips) (kips) (kips) (kips) 244 60 254 29 244 60 254 29 203 27 215 -8 254 53 273 -5 274 81 285 49 209 37 219 6 203 26 215 -9 254 53 273 -5 0.9D + 0.7E Max C Max T (kips) (kips) 311 92 163.9155 11.9055 215 13 215 13 238 55 238 55 288 86 238 4 4 -S -06 565 + L + 0.7E Max C (kips) 320 170.333 235 235 249 249 307 276 Max (kips) 65 7.167 -46 -46 23 23 29 -33 (i-) . W.1451 cod PILES (1) ce —rEa- Ya) eP Gr'ovi1•y Loa ds (t) CanPa SSio- 011 -6$ ( of Grnr � - over irn. - . con ;ersiJ -tvt. Project CC— Carve. Project No. Client 413 PINE STREET • SUITE 300 • SEATTLE, WA 90101 • P. 206/343-0460 • F 206/343 -5691 COL.eHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING f we// 4 CricJ O € Gras A 6r, ;1 ® @ Cara $ 4 - I „ I „OP •¢_o co IC pc t F Sc p 11- = / t l 310/ b 05 14" s kear Th w. ,1/4 r ei m (a+ `! X e 4 c) it= 0,b- o,ls (60) (1.0) In " Al "at loos° 4 k. 17e = 72" Se edvie 0, 9° 2- % I " t us0A , 1,, o� (2' * 5 Pow4 s. Designed By 56C Date: 4- jd -oc Checked Br Sheet of A-3 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 4/10/2006 Time: 2:38:41 PM File: rampwall 1 PROJECT TITLE SC garage 1.1 DESIGN STRIP ramp wall 2- MEMBER ELEVATION9 (ft] 26.00 (;) I 3 - TOP REBAR 3.1 User selected • • r I 3.2 User selected • 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR , 1 5.1 User selected 5.2 User selected t 5.3 ADAPT selected 0 5.4 ADAPT selected 6- REQUIRED & PROVIDED BARS Max 0.00 04 1 op Bars (1n21 o required I I 111 1 1 I I I I provided 0 H 1 1 6.2 Bottom Bars MaX A s irei lc( 7 SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [In] LI - LI .A , A' , 7.2 User-selected Bar Size # Legs: 0.06C 7.3 Required area - 0260 - 0.040- W/ft] 0.020- 0 000 .06 8 - LEGEND 9- DESIGN PARAMETERS 9.1 Code: ACI f is 3 ksi 4 = 60 •ngitudinal) f IS 60 ksl (shear) 9.2 Rebar Cover Top = 3 In Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) Assw‘u_s A 441 \>eo.n is ■11/4 44. \*colv• citei ceAketed 10 - DESIGNER'S NOTES 1 1 t , O - - 13 d e Ce. it i 3 C R \" I x 1} i s 1 Z a::aaaaaaa d r J , t i 1, . ,t e a e s sassesases a i !E i t ".,t a' e e i ifiie!Fi{( II 4 f ti i q ..;:_A.; 1' e 1 8a t1 a III t i;1 ; i a ll ;; JJ ; ; ; ;444;4;4;1 ;; t� fl t � a` E d F 4:4444x8 t i � e l d 9 t ' • ;; a e 041:"" :" � i "dasa; - 11. S i i i 5p,;i;i;i;ia.;.......; City Correction Comments Date: 04.10.06 Project: Southcenter Parking Garage `B' Permit Application Number D06 -073 Building Division: Planning Division: S cerely, ES1 ARCHITECTS A DIVISION OF FISHER & SONS. INC Please find the responses to the questions and corrections as outlined in your Correction Letter #1, dated March 22, 2006. 1. Completed as Stipulated. Please see cover sheet 2. Completed as Stipulated. Please see Architectural Site Plan 3. Completed as Stipulated. Please see Main Floor Plans 1. Completed as Stipulated. Please see cover sheet. Also full site plans, landscape plans, and pedestrian walkway plans are part of the Civil Set previously submitted and beyond this team's scope of work. Public Works Department: 1. Completed as Stipulated. Please see Architectural Site Plan. Also full site plans, landscape plans, and pedestrian walkway plans are part of the Civil Set previously submitted and beyond this team's scope of work. If you have any questions, please do not hesitate to contact me. Troy dam McOmber, AIA NCARB Principal Architect 625 Fisher Lane, Burlington, WA 98233 www.fishersons.com Ph: 360-7574094 Fax: 360-757-7944 RECEIVED APR 1 2006 PERMIT CENTER CORRECTION GTR# t?O(r013 Reid iddleton April 4, 2006 File No. 262006.005/00301 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Westfield Southcenter Garage -B (D06 -073) Dear Mr. Benedicto: General Geotechnical RECEIVED APR 0 5 IUUU CQn,muror r DEVELOPAIgrr We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the geotechnical engineer and structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, dated February 9, 2006. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Installation of driven steel pipe piles. c. Verification of driven steel pipe pile capacities. d. Placement of structural fill and soil compaction at the slab -on -grade floors. e. Placement and compaction of grade beam and pile cap backfill. 4 -7 -t( Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila April 4, 2006 File No. 262006.005/00301 Page 2 2. The geotechnical report recommends design values for passive lateral earth pressure grade beams and pile caps (see page 4). It is not clear from the report whether these values include a factor of safety. A letter should be submitted recommending factors of safety for their use in the structural design. See IBC Section 1806.1 Architectural 1. No comments. Structural General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Installation and testing of driven steel pipe piles: Continuous, see also Section 1704.8. b. Concrete placement at concrete construction: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. e. Structural welding of structural steel for single -pass fillet welds 5 5/16 -inch: Periodic, see also Section 1704.3. f. Structural welding of structural steel, other than single -pass fillet welds 55/16 -inch, where applicable: Continuous, see also Section 1704.3. 2. The floor live load design data in Section #2 of the structural notes on design loading criteria, Sheet S1.1, should be revised by also specifying for each uniform design load whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607 9 and Table 1607.1. 3. The snow load design data in Section #2 of the structural notes on design loading criteria, Sheet S1.1, should be revised by also specifying the ground snow load (P flat -roof snow load (1 snow exposure factor (C and thermal factor (C,). See IBC Section 1603.1.3. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April 4, 2006 File No. 262006.005/00301 Page 3 4. The earthquake load design data in Section #2 of the structural notes on design loading criteria, Sheet S1.1, should be revised by also specifying the design base shear, seismic response coefficient (Cs), and analysis procedure used See IBC Section 1603.1.5. Foundation 5. On page S -4 of the calculations a redundancy factor of 1.5 is specified. It does not appear that a redundancy factor of 1.5 has been used in any of the foundation calculations. For example, on page P -7 of the calculations, it appears that no redundancy factor is applied when determining the pile loads. An additional example of this is on P -8 of the calculations when determining the pile shears. Please clarify the intended redundancy factor and provide substantiating data if a redundancy factor of less than 1.5 is used in the design. If the intent is to use a redundancy factor of 1.5, the foundation calculations should be revised to take this into account and resubmitted for review. The structural design may need to be changed. Please verify. 6. In the calculations for the design of the pile caps, the slab -on -grade appears to act as the top flange for the T -beam analysis. Typically a flange width of 120 inches is used. This exceeds the effective flange width as defined by ACI 318- 02 Section 8.10. Please clarify the intended flange width, revise the calculations as needed and resubmit them for review. The structural design may need to be changed. Please verify. 7. $ On page P -7 of the calculations the maximum pile compressive loads do not appear to include the vertical component of the earthquake load as defined in ASCE 7 -02 Section 9.5.2.7. The calculations should be revised to include the additional loading as defined in this section. The structural design may need to be changed. Please verify. 8. On page P -8 of the calculations, the total base shear of the building is divided by the total number of piles to attain an average pile load. On page P -4 of the calculations, it appears that some of the load is being transferred from the shear wall pile cap into the slab -on- grade. Is the design intent that the slab -on -grade will act as a structural diaphragm to transfer lateral load to the interior piles? If this is the case, the reinforcement ratio of the slab should be adjusted to comply with ACI 318 -02 Section 21.9.5. Please clarify the intended load transfer mechanism and revise the drawings as needed. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April 4, 2006 File No. 262006.005/00301 Page 4 9. On page P -8 of the calculations, it is stated that all of the piles will have the same stiffness based on a fixed head assumption. The relative stiffness of the piles attached to the pile caps may be greater than the piles attached to the tie beams, which will result in additional load in the piles attached to the pile caps. The distribution of lateral load to the foundation should be based on the relative stiffness of the piles. Substantiating data should be submitted determining the distribution of lateral loads based on relative stiffness and clarifying whether drag struts are required at these locations. The structural design may need to be changed. Please verify. 10. We are unable to find information pertaining to the design of the ramp walls shown in Detail 10/S3.5. Please provide substantiating data for the design of the wall elements. 11. On Sheet S3.7 at the elevation for shear wall #8, there is a note providing instruction for doweling at the column locations but no information is provided for the doweling associated with the wall. The required wall doweling should be specified for review. Vertical 12. No comments. Lateral 13. Transverse reinforcement complying with Section 21.11.3 of ACI 318 -02 is required in the concrete columns unless moments induced in the columns due to design displacements are explicitly evaluated (checked). An evaluation does not appear to be included in the calculations. Based on the column elevations and details, Sheet S3.9, it does not appear that a design complying with Section 21.11.3 is specified. Substantiating data should be submitted determining the moments due to design displacements and their effects on the capacities of the columns. The design of the concrete columns should be revised as required. See IBC Sections 1901.2 and 1910.5.2, and Section 21.11.1 of ACI 318 -02. 14. The concrete column elevations and details, Sheet S3.9, may need to be revised. The transverse reinforcement is required to continue at least 12 inches into the pile caps unless induced moments and shears under design displacements are evaluated and determined to be less than design strengths (see also comment above). It does not appear, however, that the transverse reinforcement extends into the pile caps. An alternative would be to extend the transverse Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April4,2006 File No. 262006.005/00301 Page 5 reinforcement as noted above. See IBC Sections 1901.2 and 1910.5.2, and Sections 21.11.1, 21.11.3 and 21.4.4.5 of ACI 318 -02. Note that Section 21.4.4.5 does not explicitly reference pile caps but the references to footings and mats are contained in what is effectively an exception to the requirement for extension of the transverse reinforcement for the development length of the largest longitudinal bar in the column at the point of termination. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. P ip Brazil, P.E., S.E. Senior Engineer cc: Martin O'Leary, JTM Construction (by surface mail) James Coughlin, CPL (by surface mail) dop:\ doc \26 \planrevw \tukwila \06 \1003r 1.doc \prb Reid iddleton March 22, 2006 Martin O'Leary 1730 Minor Av, Ste 1120 Seattle, WA 98101 Dear Mr. O'Leary encl File No. D06 -073 P:VennifetConection Letters\2006\W6073 Correction Lir M1.DOC iem City of Tukwila Vila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D06 -073 Westfield Parking Garage B (Foundation Only) — 633 Southcenter Mall This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. Building Department: Ken Nelsen, at 206 431 -3677, if you have questions regarding the attached memo. Planning Department: Moira Bradshaw, at 206 431 -3651, if you have questions regarding the attached memo. Public Works Department: L. Jill Mosqueda, at 206 431 -2449, if you have questions regarding the attached memo Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 - 7165. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Building Division Review Memo Date: March 20, 2006 Project Name: Westfield parking garage foundations, permit applications Application #: D06 -072 and D06 -0073 Plan Reviewer: Ken Nelsen, Senior Plans Examiner An initial architectural Building Division plan review has been conducted on the subject permit application. Please address the following comments with revised plans and /or other applicable documentation. 1. On the plan Cover Sheet A -0, general notes must be added regarding the specific Building Code used in the structures design and other building data construction information. The Code references must list the Code editions year and applicable amendments. Additionally, the general building data must show the type of construction, sprinkler systems or not, allowable building areas, etc. 2. The plans must identify the parking structures / foundations physical location and setback in dimensional measurement from the existing Mall buildings, property lines (included privately own anchor stores) and easements. 3. As with item number 2 above, the plans must also establish a benchmark elevation reference. The benchmark must accurately reflect any elevations shown in construction detail. No further comments at this time. Tukwila Building Division Ken Nelsen, Sr. Plan Examiner _ DATE: CONTACT: RE: ADDRESS: March 16,2006 Moira Bradshaw D06 -073 633 Southcenter Mall PLANNING DIVISION COMMENTS Planning Division of DCD has reviewed the application submitted. The application is incomplete and additional information needs to be submitted: 1. Provide a complete site plan with correct scale and/or dimensions. Permit #: D06 -073 Protect Name: Westfield Garage B Review #: 1 Date: 03.16.2006 Reviewer: L. Jill Mosqueda, P.E. CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guide lines and Design and Construction Standards The City Of Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. Please contact me at 206.431.2449, if you have any questions. 1. The plans show the slab for the first level of the garage. Please provide the utilities associated with installation of the slab, particularly the sewer connection(s). Building Division Review Memo Date: March 20, 2006 Project Name: Westfield parking garage foundations, permit applications Application #: D06-072 and D06-0073 Plan Reviewer: Ken Nelsen, Senior Plans Examiner An initial architectural Building Division plan review has been conducted on the subject permit application. Please address the following comments with revised plans and /or other applicable documentation. 1. On the plan Cover Sheet A -0, general notes must be added regarding the specific Building Code used in the structures design and other building data construction information. The Code references must list the Code editions year and applicable amendments. Additionally, the general building data must show the type of construction, sprinkler systems or not, allowable building areas, etc. 2. The plans must identify the parking structures /foundations physical location and setback in dimensional measurement from the existing Mall buildings, property lines (included privately own anchor stores) and easements. 3. As with item number 2 above, the plans must also establish a benchmark elevation reference The benchmark must accurately reflect any elevations shown in construction detail. No further comments at this time. • Page 1 Tukwila Building Division Ken Nelsen, Sr. Plan Examiner March 7, 2006 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Westfield Shoppingtown Southcenter — Parking Garage `B'— D06 -073 633 Southcenter Mall, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, idet Brenda Holt, Permit Coordinator encl xc: Permit File No. D06 -073 City of Tukwila Department of Community Development Steve Lancaster, Director Q:\ Documents\ Structural Consultant \D06-073 - structural review.DOC Page 1 of 1 bh Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product: Supplier. Ticket Number : Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 46 °F Cloudy Concrete Cadman 708733 MixDesign ID : 661281 Sample Temp. Initial Storage Temp. (ASTM C1064) (ASTM C31) 70 °F NR Water/Cement Ratio: [ Slump (ASTM C143)43) 0.384 CONCRETE LABORATORY TEST REPORT FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) Actual NR Sampie(s) Rec'd: 03/08/07 Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water Required Strength: (f'c) Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 Project No: T6109 Issued on: 04/05/07 Sample Set ID: 13122 Permit * (s): D06- 07RECE1VED Original: ;i/I Revised: l APR 0 4 2007 comma (Ty DEVELOP)it Weight (per cu.yd) 552.0 Ibs 1,436.0 lbs 411.0 lbs 1,348.0 Ibs 105.0 Ibs 36.1 oz 252.0 lbs I Placement Location and Notes: ` 5000 psi rg 28 days Set I: PT deck level 2, zone 4 (F.5-N/3.2-6). Sampled at 43 cubic yards near beam at J/6 with 470 cubic yards total placed. 3,000 psi is required to stress. Added 10 of 13 allowable gallons of water onsite. Date Made Sample M Lab!? 03/07/07 110150 -Fd [ 1299 03/07/07 I[ 1300 03/07/07 I [ 0150 ] [ 1301 03/07/0711 0150 ] 1 1302 03/07/07 1 0150 [ 1303 03/07/07 11 0150 11 1304 Remarks: 11 03/09/071[ 2][ x8 1[ 1[ 0.00 I[ 1[ moroII 3 ]CaitiJc _ 1 [03/14/07_] rT] [ 4 x 811_7515111[4 12.69 IL. 5920 I [04/04/07 i [ 2 8 [ 4 x 8 irTD3390 1[4.00 ] [ 12.57 I I . 8230 1 [04/04/0711 ] [_4 x 8 E06876] [ 4.00 11_ 12.57 11 8500 ] 1 04/04/071 [ 28] 4 x 8 1 [ 99605j[ 4,99 ] L 12_57 _I I _ 7930 Inspector(s): Graham, J. Tested by: Gordon, M. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size On) Load (lbs) Dia (in) Surface Lampkin Jr Strength (psi) Reviewed by: Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only lo the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Break Type NA NA V NA NA NA I NA I' . MTE 1050.1C, Ray 2 10/18/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID : 1 Sample Temp. (ASTM C1064) 66 °F [Water /Cement Ratio: 0.384 Placement Location and Notes: Set II: PT deck level 2, zone 4 (F.5- N/3.2 -6). Sampled at 159 cubic yards near U5.2 with 470 cubic yards total placed. 3,000 psi is required to stress. Added 10 of 13 allowable gallons of water onsite. Date Made Sample # Lab # 03/07/07 1 03/07/07 1 03/07/07 1 103/07/07 I 1 03/07/07 [ 03/07/071 Remarks: »151 -FC 1151 -FC 0151 0151 1 0151 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 45 °F Cloudy Concrete Cadman 708747 661281 Initial Storage Temp. (ASTM C31) [Slump (ASTM C143) 7.25" 1305 1 1306 1 1307 1 1308 1310 NR CONCRETE LABORATORY TEST REPORT COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 03/09/07 1 03/10/07 1 03/14/07 1 1 04/04/07 1 1 0151 11 1309 1 04/04/07 1 04/04/07 1 Inspector(s): Graham, J. Tested by: Gordon, M. Entrain Air (ASTM C231) Sample(s) Rec'd: 2 3 171 1281 1 28 1 128 [ FIELD DATA ASTM C31 and C172 Actual J NR 03/08/07 1 4x8 1 1 4x8 1 1 4x8 1 1 4x8 1 4 1 4x8 1 Lampkin Jr [ 89085 1 11017951 I 107040 1 [ 94630 Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water Required Strength: (f c) 5000 psi @ 28 days 1 0.00 1 0.00 1 1 4.02 1 14.001 1 4.00 4.00 1 L0.00 Project No: Issued on: Sample Set ID: 13123 Permit # (s): D06 -073 Original: WI Revised: El 0.00 1 [ 12.69 1 1 12.57__IL 8100 1 12.57 1 12.57 1 8520 1 7530 1 Reviewed b : - Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - 'recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacana Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 04/05/07 RECFIVED APR 0 4 2001 COMMUNITY DEVELOPMENT Weight (per cu.yd) 549.0 1,435.0 414.0 1,352.0 105.0 36.4 251.0 1 7020 Ibs Ibs Ibs Ibs Ibs oz Ibs Break Type 1 NA 1 NA 1 NA 1 NA NA PATE 1050-10, Rev 2, 10118/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor. Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 67 °F Water /Cement Ratio:' 0.386 Placement Location and Notes: 11 Set III: PT deck level 2, zone 4 (F.5- N/3.2 -6). Sampled at 305 cubic yards at K/4.5 with 470 cubic yards total placed. 3,000 psi is required to stress Added 9 of 9 allowable gallons of water onsite. Date Made Sample # Lab # 103/07/07 110152 -FC 1 1311 1 p152 -FC 1 03/07/07 1 03/07/07 0152 1 1 0152 L03/07/07 03/07/0711 01521 03/07/071 Remarks: 0152 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 47 °F Cloudy Concrete Cadman 708798 661281 I Initial Storage Temp. (ASTM C31) Slump (ASTM C143) 1 7' 1 1312 1313 1 1314 1 1315 1316 NR CONCRETE LABORATORY TEST REPORT COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 03/09/07 03/10/07 03/14/07 04/04/07 04/04/07 1 04/04/07 Inspector(s): Graham, J. Tested by: Gordon, M. Entrained Air (ASTM C231) 2 1 3 7 1 28 1 28 28 1 FIELD DATA ASTM C31 and C172 1 Actual NR Sample(s) Rec'd: 03/08/07 4x8 1 4x8 l 1 4x8 4x8 1 4x8 1 4x8 I Lampkin Jr 1 L85620 103015 1 1 1001951 1 96420 1 Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Non Chloride Accelerator Water Required Strength: (f c) 5000 psi @ 28 days 0.00 1 0.00 1 1 4.02 1 1 4.00 4.00 1 1 4.00 1 Reviewed Project No: T6109 Issued on: 04/05/07 Sample Set ID: 13124 Permit # (s): D06 - 073 Original: Revised: RECEIVED 1 0.00 0.00 1 12.69 1 1 12.57 H12.57 1 1 12.57 Strength (psi) 1 1 6750 8200 1 7970 7670 Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing perforated in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma t0029 S. Tacoma Way Suite E -2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 0 4 2001 COMMUNITY DEVELOPMENT Weight (per cu.yd) 498.0 Ibs 1,306.0 Ibs 381.0 Ibs 1,226.0 Ibs 95.0 Ibs 32.9 oz 37.5 oz 229.0 Ibs Break Type 1 NA NA 1_ NA f NA NA MME 1050 -1C. Rev 2, 10/181 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) 68 °F `Water /Cement Ratio: 0.385 [Placement Location and Notes: j Date Made Sample # 03/07/07 03/07/07 0153 -FC 0153 -FC 1 0153 L03/07/07 1 03/07/07 11 0153j 03/07/0 ( Remarks: 1 0153 I 0153 49 °F Cloudy Concrete Cadman 708868 661281 1317 1318 1 1319 1320 1321 1322 1L04/04/07 CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction Initial Storage Temp. (ASTM C31) NR Slump (ASTM C1431 5.75" Set IV: PT deck level 2, zone 4 (F.5- N/3.2 -6). Sampled at 450 cubic yards near M/4 with 470 cubic yards total placed. 3,000 psi is required to stress. Added 9 of 9 allowable gallons of water onsite. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (lbs) Dia (in) 03/09/07 1 03/10/07 03/14/07 I 04/04/07 I 04/04/07 I I 2 3 I I28 I28 128 FIELD DATA ASTM C31 and C172 Actual 1 NR Sample(s) Rec'd: 03/08/07 Required Strength: (fc) 5000 psi ( 28 days 1 4x8 1 4x8 I I 4x8 f 4x8 4x8 I Inspector(s): Graham, J. Lampkin Jr Tested by: Gordon, M. 1 87850 1 114015 I 1 109765 1 1 109110 Mix Proportions: ingredient Cement -Type I & it Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Non Chloride Accelerator Water 1 0.00 0.00 1 4.02 1 4.00 I 1 4.00 I 1 4.00 I Project No: Issued on: Sample Set SD: Permit # (s): D06 -073 Original: Revised: Surface Strength (psi) I 0.00 0.00 1 12.69 I 1 12.57 I 1 12.57 1 1 12.57 I 548.0 1,436.0 416.0 1,359.0 106.0 35.5 41.3 252.0 I 6920 1 I 9070 8730 I 8680 Reviewed n by: F'F De is Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 04/05/07 13125 RECEIVED APR 0 4 2110 COMMUNITY DEVELOPMENT Weight (per cu.yd) lbs lbs lbs lbs lbs 02 02 lbs Break Type NA I NA NA NA NA NA I • PATE 1050 -1C, Rev 2. 10n8/ MAYES TESTING ENGINEERS, INC Project Name: Site Address Client Engineer. Contractor: Air Temperature: Weather. Product: Supplier: Ticket Number MixDesign ID: Sample Temp. (ASTM C1064) 1 Date Made Sample 0 Lab # 03/27/07 03/27/07 03/27/07 1 03/27/07 Remarks: 63 °F 1 0166 1 0166 1 1 0166 0166 1 52 °F Cloudy Concrete Cadman 714461 631081R CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction Initial Storage Temp. (ASTM C31) NR 1 [Water /Cement Ratio: Slump (ASTM C143) 1791 1792 1 1 1793 1 1794 04/03/07 04/24/07 1 04/24/07 04/24/07 Inspector(s): Graham, J. Tested by: Quiring, A. 7 1 28 1 128 I28I FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 0.463 5.5" 03/28/07 Required Strength: (fc) [Placement Location and Notes: ` 5000 psi @ 28 days Level 2: Shear wall at 1/H -J; columns at J.8/1, K/1.2 and H/2, with 16 total cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 1 4x8 1 1 4x8 1 4x8 I 1 4x8 I Actual 78170 Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate Coarse Aggregate Fine Aggregate Fly Ash Glenium Water WRA 4.00 I0.00 0.00 1 [ o.00 Project No: Issued on: Sample Set ID: Permit # (s): D06 original: D06 - 135 RECEIVED ADD n n nnrn Revised: 12.57 1 0.00 0.00 I 0.00 1 6220 I Reviewed by: a � Q, De is Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma War Suite E•2 Tacoma WA 98499 ph 253 584 3720 fax 253.584.3707 T6109 04/03/07 13241 COMMUNITY DEVELOPMENT Weight (per cu.yd) 517.0 Ibs 423.0 Ibs 1,466.0 Ibs 1,368.0 Ibs 86.0 lbs 10.1 oz 279.0 Ibs 27.6 oz Break Type NA 1 NA NA NA FATE 1950.10, Rev 2 101151 'MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 62 °F {Water/Cement Ratio: 0.367 Placement Location and Notes: Date Made Sample* Lab a 02/07/07 02/07/07 1 02/07/07 L02/07/07 02/07/07 1 L02/07/07 [ 02/07/07] Remarks: 0139- FQ1_0612 02/09/07 j b139 -Fd1 0613 1 02/10/07 1 0139 0139 0139 j Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 46 °F Cloudy Concrete Cadman 7701606 661281 I Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 7.5" 0615 ,0139 -Fit x0614 0139 1 0616 L0617 0618 CONCRETE LABORATORY TEST REPORT 02/14/07 03/07/07 03/07/07 1 03/07/07 L03/07/07 1 Inspector(s): Graham, J. Tested by: Quiring, A. L 1 3 1 7 28 1 28 1 X281 1 28 j FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Actual Sample(s) Recd: 02/08/07 4x8 1 4x8 1 4x8 1 1 4x8 1 1 4x8 1 1 4x8 1 Le, Q. 1 45245 45245 82690 r x 8 107885 1 95245 1 1 101725 1 4.00 1 4.00 4.01 Lo.00jL0.00 1 1 4.00 1 4.00 1 1 4.00 1 Project No: Issued on: Sample Set Permit # (s): Original: Revised: Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash HRWRA Water Required Strength: (fc) 5000 psi © 28 days Set III: 2nd floor post tension deck zone 2 (A -F.5 / 3.5-6 ). Sample taken at truck discharged at 315 cubic yards of 388 total cubic yards. Concrete from truck sampled was placed at beam at C / 4. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C817 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 1 12.57 I 12.57 1 12.63 12.57 12.57 T6109 03/08/07 ID: 12941 R<C`c 13600 1 3600 1 6550 1 8590 I 7580 Reviewed by: o r Der> s Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing perforated in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E Tacoma WA 98499 ph 253.5843720 fax 253.584.3707 Weight (per cu.yd) 552.0 Ibs 1,433.0 lbs 412.0 lbs 1,348.0 lbs 105.0 lbs 36.0 oz 241.0 lbs Break Type NA NA 1 NA NA NA 12.57 1 8090 11 NA i' /le MrE 1050 -IC, Rev 2, 1018/ • MAYES Project Name: Site Address: Client: Engineer. Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) 62 °F Water /Cement Ratio: 0.377 {Placement Location and Notes: Set II: 2nd floor post tension deck zone 2 (A -F.5 / 3.5-6 ). Sample taken at truck discharged at 190 cubic yards of 388 total cubic yards. Concrete from truck sampled was placed at deck near B / 5. Date Made Sample # »138 -F 102/07/07 1 -Fd 02/07/07 02/07/07 0138 1 102/07/07 10138 -Fd L02/07/07 0138 02/07/07 1 0138 1 0610) 03/07/07 11_28_1 02/07/07 ] [ 01 1 0611 11 03/07/07 Remarks: Inspector(s): Graham, J. Le, Q. Tested by: Quiring, A 50 °F Cloudy Concrete Cadman 7701533 661281 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 0606 1 0608 1 0607 1 0609 7.5" Tacoma ikt`e,:e(, 40 0te E 2 Tacoma Wav Tacoma WA 98499 ,,, 3 10 M 253 584 3720 CONCRETE LABORATORY TEST REP&la, � � 253.584.3707 TESTING ENGINEERS, INC Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 1 COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 0605 1 i_o2/o9/07] L2-1 4 x 8 11 44470 02/10/07 1 02/14/07 03/07/07 03/07/07 1 Entrained Air (ASTM C231) NR Sample(s) Rec'd: lI 02/08/07 131 17 28 1281 1 28 1 FIELD DATA ASTM C31 and 0172 1 4x8 1 1 4x8 1 1 4x8 1 1 4x8 1 4x8 1 4x8 1 Actual 1 44470 L82205 11 4.011 1 105985 1 1035 1 106300 1 MAR I Mix Proportions: Ingredient Cement –Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash HRWRA Water Project No: T6109 Issued on: 03/08/07 Sample Set ID: 12940 Permit # (s): D06 -073 Original: C Revised: n Required Strength: (fc) 5000 pal © 28 days 4.00 1 1 4.00 1 o.00 1 4.00 1 4.00 1 4.00 12.57 1 12.57 12.63 1 0.00 1 12.57 1 1 12.57 1 12.57 Reviewed by: 3540 3540 1 6510 8430 8240 8460 Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Infonnaion in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 555.0 Ibs 1,435.0 Ibs 417.0 Ibs 1,355.0 Ibs 105.0 Ibs 36.0 oz 249.0 Ibs Break Type NA NA NA 1' ( NA' NA NA J' PATE 1050-1C, Rev 2, 10/181 ' MAYES Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 60 °F Water /Cement Ratio: 1 !Placement Location and Notes: Date Made Sample a L2/07/0710137 -FO 0598 ' 02/09/07 L02/07/07 F37-FO 1 0599_11 02/10/07 _I 1 02/14/07) 1 02/07/07 Remarks: 0.387 1 0137 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 45 °F Overcast Concrete Cadman 7701491 661281 Initial Storage Temp. (ASTM C31) TESTING ENGINEERS, INC NR 7.5" Inspector(s): Graham, J. Tested by: Quiring, A. o opt)). fax 283 .584.72 CONCRETE LABORATORY TEST REPORT I 2 3 I 7 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Slump (ASTM C149 fSample(s) Recd: 02/08/07 Set I: 2nd floor post tension deck zone 2 (A -F.5 / 3.5-6 ). Sample taken at truck discharged at 43 cubic yards of 388 total cubic yards. Concrete from truck sampled was placed at deck near C / 6. 5 gallons of water added. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab • Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 1 4303 J L4.0J L4 x 8 II 4303011 4.00 I 4x8 1 1 4x8 Actual 1 82765 I Tacoma A ' R F 13 O Sce0 9 2.m Tacoa Way (rO� 100, Tacoma WA 98499 Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: [] Revised: ❑ Mix Proportions: Ingredient Cement —Type I & 11 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash HRWRA Water Required Strength: (fc) 5000 psi @ 28 days 1 4.01 12.57 L12.57 I L12.63 1 L02/07/07 f ;0137 -FG 06001L03/07/07 I 128 4 x 8_11 I 0.00 — I 02/07/07 1 0137 I ( 0602 i 03/07/07 11_28_11 4 x 8 11 105765 I L 4 . 0 0 I L 12.57 ] L02/07/07 L0137 ( 0603 1 03/07/07 28 I 4 x 8 1067551 4.00 I x12.57 L2/07/07 II 0137 I Lo604 Ij 03/07/07 128 4 x 8 I 1 111655 114.00 1 0.00 12.57 I 3420 I 3420 6550 8420 8500 I 8890 Le, O. Reviewed by: P y Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTMS except C -31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. T6109 03/08/07 12939 Weight (per cu.yd) 551.0 Ibs 1,437.0 Ibs 412.0 Ibs 1,349.0 Ibs 108.0 Ibs 36.0 oz 255.0 Ibs Break Type NA I' NA NA NA 1 NA NA NA I • • • • • • MTE 1050-IC, Rev 2. 10118/ MAYES TESTING ENGINEERS, INC Project Name: Site Address Client Engineer. Contractor. Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID: Sample Temp. ` (ASTM C1064) 1 1 [Water/Cement Ratio: 0.472 [Placement Location and Notes: II Date Made Sample N 03/19/07 1 03/19/07 1 03/19/07 Remarks: 63 °F 1 01 1- 0161 1 Southcenter Mall Parking Garage B 633 Southcenter Mali Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 55 °F Rain Concrete Cadman 712124 581081R Initial Storage Temp. (ASTM C31) l Slump (ASTM C143) 4.75" 1 1592 1593 NR 10029 S. Tacoma Way Suite E-2 Tacoma WA 90499 COMMUNITY fe 253.584.3707 CONCRETE LABORATORY TEST REP JR fOPMENT 03/26/07 L04/16/07 1 103/19/07 11 0161 11 1594 117) 1 0161 11 1595 ( 04/16/07 1 Inspector(s): Graham, J. Tested by Gordon, M. 171 1 28 1 1 28 28 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) Actual NR Sample(s) Rec'd: 03/20/07 COMPRESSION TEST RESULTS (ASTM C39, 01231, and 0617 when applicable) Lab 1 Date Tested Age Size (in) Load (Ms 1 4x8 1 4x8 1 4x8 1 4x8 1 1 74830 1 RECEIVED Tacoma Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: RI D06 -135 Revised: I Mix Proportions: Ingredient Cement -Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glenium Water Required Strength: (fc) 5000 psi @ 28 days Level 2 columns at G / 3, H / 3, J / 3, L / 3, M / 3, G / 4, H / 4, J / 4 and K / 4. 12 total cubic yards placed. 4 of 4 allowable gallons of water added on site. ) Dia (in) 1 4.01 1 0.00 1 0.00 0. Surface Strength (psi) Break Type 1 12.63 1 1 0.00 0.00 0.00 1 5930 1 1 Reviewed by: e ri - Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. T6109 03/26/07 13192 Weight (per cu.yd) 470.0 lbs 1,470.0 lbs 461.0 lbs 1,399.0 lbs 75.0 lbs 13.1 oz 257.0 Ibs NA 1 NA 1 1 NA MTE 1050 -1C, Rev 2, 10118/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather. Product: Supplier. Ticket Number: MixDesign ID: Sample Temp. I (ASTM C1064) 62 °F Water /Cement Ratio: 1 02/26/07 02/26/07 I 1 02/26/07 Remarks: 0.312 Placement Location and Notes: Date Made Sample* 102/26/07) 1 0148 I 1 0148 1 1 0148 1 1 0148 1 RECE vEDcoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 Ph 253.584.3720 CONCRETE LABORATORY TEST REPORif& ELOPtip 7 fax 253.554.3797 Southcenter Mali Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 53 °F Sunny Concrete Cadman 706595 631081R [ Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 4.5" Level 2 shearwall at 1 /D -F and column at 1/B with 25 total cubic yards placed. 10 of 16 gallons of water allowed added onsite. 1 1112 I 1 1113 1114 03/05/07 1 L 03/26/07 [03/26/07 03/26/07 Inspector(s): Graham, J. Tested by: Taylor, M. Entraine Air (ASTM C231) COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) 4x8TI 72295 4x8 11 969251 1 4x8 f 28 - 1 17 1 28 1 1 28 1 FIELD DATA ASTM C31 and C172 NR Sample(s) Rec'd: 02/27/07 1 4x8 Actual 1 99645 I 1 97215 I Mix Proportions: Ingredient Cement —Type 1 & 11 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Required Strength: (fc) 5000 psi ©28 days 1 4.01 1 4.01 1 F 4.01 1 4.01 I Project No: T6109 Issued on: 03/26/07 Sample Set ID: 13073 Permit # (s):- Original: Revised: 0 Surface Strength (psi) Break Type 1 12.63) 1 12.63 1 12.63 I 1 12.63 1 5720 I 1 7670 7890 1 7700 Reviewed by: k Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 515.0 Ibs 1,469.0 Ibs 421.0 Ibs 1,378.0 Ibs 85.0 Ibs 10.2 oz 187.0 Ibs 27.9 oz I NA I NA • • L NA I` NA MTE 1050 -1C, Rev 2, 10/18/ MAYES TESTING ENGINEERS, INC RECEIVED CONCRETE LABORATORY TEST REP "r; Err Project Name: Site Address: Client Engineer. Contractor: Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : L Sample Temp. Initial Storage Temp. (ASTM C1064) (ASTM C31) 567 Water /Cement Ratio: 477 Sunny Concrete Cadman 706206 631081R 1 0.453 4.5" 02/24/07 Required Strength: (fc) 5000 psi © 28 days Level 2 columns at: A / 1, B / 2, B / 3, D / 2, E / 2 and F / 2. 11 total yards placed. Water. Added 5 of 11 allowable gallons. [Placement Location and Notes: Date Made Sample # Lab # 02/23/07 1 1 02/23/07 1 L02/23/07J 1 02/23/07 1 Remarks: 1 0147 I 1 0147 1 1 0147 I 1 0147 1 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction Slump (ASTM C143)' I Sample(s) Recd: 1 1072 1 1073 1 1074 1 1075 NR COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Break Type 03/02/07 1 03/23/07 I 1 03/23/07 1 Inspector(s): Graham, J. Tested by Simmons, N. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR 7 f 4 x 8 7335 I28I 1 28 1 4x8 I 103/23/07 1126_11 4 x 8 I 1 4x8 1 Actual 1 101170 1 99980 1 99925 Mix Proportions: Ingredient Cement —Type I & I1 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA 1 4.00 4.01 1 1 4.01 4.01 1 Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: [J] Revised: 0 1 12.57 1 12.63 1 12.63 1 12.63 6150 8010 1 7920 I I 7910 Reviewed by: (4- Dt9l'nis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies onty to the actual samples tested and shalt not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E.2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 03/23/07 13063 Weight (per cu.yd) 515.0 lbs 1,465.0 Ibs 423.0 lbs 1,370.0 Ibs 87.0 Ibs 10.3 oz 273.0 Ibs 28.1 oz NA 1 NA I 1 NA I NA VIE 1050 Rev2, 10/18/ . . MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) Water /Cement Ratio: [Placement Location and Notes: Set III: Level 3, zone 2 post tension deck (A -F.5 / 3.8 -6). Sampled at 314 cubic yards of 396 total cubic yards, near E / 4.2. Need 3000 psi strength to stress. 8 gallons of water added of 8 allowable. Date Made Sample 4 03/21/07 1 1 03/21/07 ( 03/21/07 03/21/07 1 L03/21/07 103/ Remarks: 58 °F 0.399 0165 -FC 0165 -FC 0165 1 1 0165 1 1 0165 1 0165 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 42 °F Sunny Concrete Cadman 712682 661281 Initial Storage Temp. (ASTM C31) NR - Slump (ASTM C143) COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 1692 1 1693 1694 1 1695 1 1696 1 1697 6.75" CONCRETE LABORATORY TEST REPORT 03/23/07 1 03/24/07 1 03/28/07 1 1 04/18/07 04/18/07 1 04/18/07 Sample(s) Recd: X21 1 171 1 28 1 1 28 1 1 28 1 FIELD DATA ASTM C31 and C172 Actual NR 03/22/07 4x8 1 4x8 1 1 4x8 1 4x8 4x8 1 1 4x8 1 Inspector(s): Graham, J. Lampkin Jr Tested by Gordon, M. . 1 26425 1 1 1 96230 1 Permit # (s): D06-073 original: ® 006 -135 Project No: Issued on: Sample Set ID: Revised: Mix Proportions: Ingredient Cement —Type I & II 551.0 Coarse Aggregate 3/4" 1,435.0 Coarse Aggregate 3/8" 415.0 Fine Aggregate 1,345.0 Fly Ash 105.0 Glen 3030 - • . • : 35.9 Non Chloride Accelerator 41:0 Water • 262.0 Required Strength: (f c) 5000 psi @ 28 days I 4.01 0.00 1 4.01 1 0.00 0.00 0. 00 Surface Strength (psi) 1 12.63 1 1 0.00 12.63 1 0.00 0.00 1 1 0.00 Reviewed by: 1 2090 1 1 7620 g Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.5843707 RFc T6109 EI VE' !) 03/29/07 41`)/? 0 2 13215 0 0 04 . 7 r.. i / Weight (per cu.yd) Ibs Ibs Ibs Ibs Ibs oz oz Ibs Break Type NA 1 NA 1 1 NA NA 1 1 NA 1 NA MTE 1050 -1C, Rev 2, 10/18? MAYES TESTING ENGINEERS, INC Project Name: Site Address* Client Engineer. Contractor: Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 1 Water /Cement Ratio: Y 1 03/21/07 1 1 03/21/07 I 03/21/07 1 03/21/07 1 03/21/07 1 03/21/07 58 °F 0.392 Remarks: 0164 -FC 0164 -FC 1 0164 1 0164 0164 I 0164 CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 35 °F Sunny Concrete Cadman 712612 661281 Initial Storage Temp. (ASTM C31) 1 NR Slump (ASTM C143) 7.25" [Placement Location and Notes: j 1 1686 1 1687 1 1688 I 1 1689 1 1690 1 1691 03/23/07 I 03/24/07 03/28/07 I 04/18/07 I 04/18/07 04/18/07 Inspector(s): Graham, J. Tested by Gordon, M. Entrained Air I (ASTM C231) Sample(s) Recd: 121 I3 I7I I2 8I I28I 28 FIELD DATA ASTM C31 and C172 NR 03/22/07 Set II: Level 3, zone 2 post tension deck (A -F.5 / 3.8 -6). Sampled at 189 cubic yards of 396 total cubic yards, near C / 5. Need 3000 psi strength to stress. 9 gallons of water added of 9 allowable. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Break Type 1 4x8 1 4x8 1 4x8 1 4x8 I 1 4x8 I 1 4x8 I Lampkin Jr Actual 1 24365 1 1 85405 I I I Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fry Ash Glen 3030 Non Chloride Accelerator Water Required Strength: (rc) 5000 psi @ 28 days 4.01 I 0.00 1 4.01 1 0.00 I 0.00 I 0.00 I Project No: T6109 ,4L?p Issued on: 03/29/07 0 3 ^ ; Sample Set ID: 132140 � /4 � OP N �HT Permit # (s): D06 -073 Original: © D06 -135 Revised: D 1 12.63 I I 0.00 1 12.63 1 0.00 I 0.00 0.00 Reviewed by: l�v D I 1930 6760 I I *PO nis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.5841707 Weight (per cu.yd) 551.0 lbs 1,432.0 Ibs 414.0 lbs 1,344.0 lbs 105.0 lbs 36.0 oz 41.0 oz 257.0 lbs 1 NA I I NA NA NA I NA NA FATE 1050.10, Rev Z 10/16/ e MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor. Air Temperature: Weather. Product Supplier: Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) [Water /Cement Ratio: 0.398 [Placement Location and Notes: Set I: Level 3, zone 2 post tension deck (A -F.5 / 3.8 -6). Sampled at 43 cubic yards of 396 total cubic yards, near F / 5.8. Need 3000 psi strength to stress. 10 gallons of water added of 12 allowable. Date Made 03/21/07 1 0321/07 1 0321/07 1 03/21/07 03/21/07 1 03/21/07 I Remarks: 52 °F Sample # »163 -F 0163 -FC1 1 0163 1 1 0163 1 0163 1 1 0163 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 38? Sunny Concrete Cadman 712586 661281 Initial Storage Temp. (ASTM C31) 1 Slump (ASTM C143) COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab 0 Date Tested Age Size (in) Load (Ibs) Dia (in) 1680 1 1681 1 1682 1 1683 1684 1 1685 NR 6.5" CONCRETE LABORATORY TEST REPORT 03/23/07 I 03/24/07 1 03/28/07 1 04/18/07 1 04/18/07 I 04/18/07 1 Inspector(s): Graham, J. Tested by Gordon, M. 1 1 1 2 1 1 7 1 28 1 1 28 1 28 1 FIELD DATA ASTM C31 and c172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 03/22/07 1 4x8 1 1 4x8 1 1 4x8 1 4x8 1 4x8 1 1 4x8 1 Lampkin Jr Actual 28090 I 1 84655 1 J 1 Mix Proportions: Ingredient Cement —Type I & 11 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water Required Strength: (Pc) 5000 psi @ 28 days 1 4.01 1 0.00 1 1 4.01 1 1 0.00 1 1 0.00 1 1 0.00 1 Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: ❑ Surface Strength (psi) 1 12.63 1 0.00 1 1 12.63 I 1 0.00 1 0.00 1 0.00 1 2220 1 6700 Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Reviewed Ix Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature' Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. RFC T6109 en • An I ' t^Q 0329/07 /1 0 13213 D06 -073 D06 -135 553.0 1,434.0 415.0 1,349.0 105.0 36.4 262.0 NA NA 1 1 NA NA 1 NA NA ARE 1050 -1C, Rev 2, 10(18? Weight (per cu.yd) Ibs Ibs Ibs Ibs Ibs 02 Ibs Break Type MAYES TESTING ENGINEERS, INC Project Name: Site Address' Client Engineer. Contractor. Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID : L 1 69 °F Water /Cement Ratio: 1 [Placement Location and Notes: Level 2 shear wall N1.7 -2.3, columns at C /1; F /3, G/3, H/3 and F /4. 24 total cubic yards placed. Added 10 gallons of water on site of 19 allowable. Date Made Sample 0 1 03/01/07 ( 03/01/07 1 03/01/07 ( 03/01/07 Remarks: Sample Temp. (ASTM C1064) 0.325 0149 0149 ( 1 0149 ( 0149 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 43 °F Cloudy Concrete Cadman 707496 631081R Initial Storage Temp. (ASTM C31) 1 1 Slump (ASTM C143) COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Lab 0 Date Tested Age Size (in) Load (Ibs) Dia (in) 1201 ( 1202 ( 1 1203 r 120 NR 4.25" CONCRETE LABORATORY TEST REPORT 03/08/07 1 03/29/07 03/29/07 ( 03/29/07 Inspector(s): Graham, J. Tested by: Gordon, M. Entrained Air (ASTM C231) ti 7 28 1 L6_I F28 1 FIELD DATA ASTM C31 and C172 NR Sample(s) Rec'd: 03/02/07 1 4x8 1 ( 4x8 ( 4x8 1 ( 4x8 1 Actual 1 76820 1 ( 101545 1 100880 I ( 99005 1 Mix Proportions: ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Required Strength: (Tc) 5000 psi © 28 days 1 4.01 ( 4.00 ( 1 4.00 1 ( 4.00 Project No: Issued on: Sample Set ID: 13097 CO 3 200I Permit # (s): DO6 -073 40 b , Original: WI Revised: ❑ Surface Strength (psi) 1 12.63 ( 12.571 12.57 12.57 Reviewed by: 6080 ( 8080 8030 1 7880 p Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6109 REC /fE• 03/29/ti/PR 0 Weight (per cu.yd) 515.0 Ibs 1,465.0 Ibs 422.0 Ibs 1,369.0 Ibs 85.0 Ibs 10.2 oz 195.0 Ibs 27.8 oz Break Type NA ( NA NA NA ( MTE 1050 -1C, Rev 2, 10118/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor: Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID: 0.437 [placement Location and Notes: Date Made Sample* 1 02/13/07 1'02/13/07 02/13/07 I 1 02/13/07 I Remarks: L 0141 0141 1 0141 I 0141 I CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 51 °F Partly Sunny Concrete Cadman 703342 631081R L Sample Temp. !Initial Storage Temp. (ASTM C1064) ! (ASTM C31) 63 °F NR Water/Cement Ratio: l Slump (ASTM C143) 1 0787 L 0788 0789 1 0790 I 5 Level 2 columns at A / 4, B / 4, C / 4, C / 5,13 / 5, B / 6, and A / 6. 14 total cubic yards were placed. 10 gallons of water of 14 allowable was added. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab 1 Date Tested Age Size (in) Load (Ibs) Dia (in) 02/20/07 I 1 03/13/07 I 1 03/13/07 I 1 03/13/07 1 Inspector(s): Graham, J. Tested by: Simmons, N. ) 71 128 1 28 1 I 28 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 02/14/07 { 4x8 1 4x8 1 4x8 I 4x8 I Actual 1 77255 1 1 95910 1 90905 1 1 97400 I Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Gtenium Water WRA Required Strength: (fc) 5000 psi @ 28 days 1 4.01 4.00 1 4.00 1 1 4.00 Project No: T6109 pp Issued on: 03 /13/0WSC.'Shie Sample Set ID: 12988 Permit # (s): D06 -073 c Original: ® D �VE �N/IY Revised: o P Surface Strength (psi) 1 12.63 1 12.57 1 12.57 I 12.57 1 6120 I 7630 1 1 7230 I I 7750 Reviewed by n t>/ Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Intonation in this report applies only to the actual samples tested and shall not be reproduced without the approval «Mayes Tesirtg Engineers, Inc. Tacoma 10029 S. Tacoma Way State E -2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 515.0 Ibs 1,467.0 lbs 421.0 lbs 1,371.0 Ibs 85.0 Ibs 10.4 oz 262.0 Ibs 28.0 oz Break Type I NA NA I NA f MTE 1050-10, Rev 2,10(10( MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 63°F [ Water/Cement Ratio: 0.437 CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 51 °F Partly Sunny Concrete Cadman N/A 631081R Initial Storage Temp. (ASTM C31) NR NR Slump (ASTM C143) NR FIELD DATA ASTM C31 and C172 Design l Sample(s) Reed: 02/16/07 Inspector(s): Graham, J. Edmonds, Tested by: Simmons, N. Project No: Issued on: Sample Set ID: Permit # (s): Original: 11!i Revised: ❑ Mix Proportions: Ingredient Cement —Type I & 11 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Water WRA Required Strength: (f'c) Placement Location and Notes: ! 5000 psi g 28 days Level 2 columns © grids: D /5, E/5, F /5, F/6.Level 2 Shearwalls el grids: 6/C to E, N 4.8 to 5.2. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample • Lab it Date Tested Age Size (in) Load (Ibs) Dia (In) Surface Strength (psi) Break Type 1 02/15/07] [0142) [ - 0847 f 02/22/07/1 1 4x 8 ] 55615 - 11 - 1.01I [-2_63_ _ f[_ 4400 11 NA 0 0142 j1 0848 03/15/07)[ 28 I[ 4x I�36j[ 4.01 11 12.63]L _11 NA I' 1.9 0849)1 03/15/07 11i8JPix8 I 91780 1 [4.01 j D2.63Jr 7270 11 NA I' 102/15/0711 0142 11 0850_1 [03/15/07 128 1 x 95770 I [;(01H L12.63 IL 7580 11 NA H Remarks: Reviewed by: 4. Def Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information M this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. t% -013 Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 03/16/07 13004 Weight (per cu.yd) 515.0 Ibs 1,467.0 Ibs 421.0 Ibs 1,371.0 Its 85.0 Ibs 262.0 Ibs 28.0 oz MTE 1050.1C, Rev2. 10(18/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) 70 °F Water /Cement Ratio: 0.384 46 °F Cloudy Concrete Cadman 708733 661281 ti S 1 lump (ASTM C143) 6.75" Placement Location and Notes: Date Made Sample # Lab # 03/07/07 1 1 03/07/07 1 1 03/07/07 1 1 03/07/07 1 03/07/07 1 1 03/07/07 1 Remarks: .150 - 1 1299 0150 -FC 1 0150 1 0150 1 0150 1 1 0150 1 Southcenter Mali Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction Initial Storage Temp. I Entrained Air (ASTM C31) (ASTM C231) NR NR Set I: PT deck level 2, zone 4 (F.5- N/3.2 -6). Sampled at 43 cubic yards near beam at J/6 with 470 cubic yards total placed. 3,000 psi is required to stress. Added 10 of 13 allowable gallons of water onsite. 1 1300 1 1301 1 1302 1 1303 1 1304 CONCRETE LABORATORY TEST REPORT 03/09/07 1 03/10/07 1 03/14/07 1 04/04/07 L04/04/07 1 04/04/07 1 Inspector(s): Graham, J. Tested by Simmons, N. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) 1 13 171 1 28 1 1 28 1 1 281 FIELD DATA ASTM C31 and 0172 Sample(s) Recd: 03/08/07 Required Strength: (Pc) 5000 psi @ 28 days 1 4x8 1 4x8 1 1 4x8 1 4 1 1 4x8 1 1 4x8 1 Lampkin Jr Actual 1 75150 1 ' Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water 1 0.00 1 0.00 1 1 4.02 1 1 0.00 1 0.00 1 1 0.00 1 Project No: T6109 Issued on: 03/14/07 Sample Set ID: 13122 Permit # (s): D06-073 Original: Revised: O Surface Strength (psi) L 0.00 1 1 0.00 1 12.69 1 1 0.00 1 0.00 1 1 0.00 1 1 5920 1 Reviewed by f' Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - 'recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Sute E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.9707 Break Type 1 NA 1 1 NA 1 1 NA 1 NA 1 # EC EryED MTE 1050 -1C, Rev2, 10/18/ ,r%Or d:;j U i vil E dtLOP; Weight (per cu.yd) 552.0 Ibs 1,436.0 Ibs 411.0 Ibs 1,348.0 Ibs 105.0 Ibs 36.1 oz 252.0 Ibs • MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor: Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. Initial Storage Temp. (ASTM C1064) I (ASTM C31) [Water /Cement Ratio: 0.384 Placement Location and Notes: Date Made Sample • Lab # 151 -F '1 1305 1 151 -F 1 03/07/07 1 1 03/07/07 1 03/07/07 1 03/07/07 1 1 03/07/07 1 03/07/07 Remarks: 66 °F 1 0151 1 1 0151 1 1 0151 1 1 0151 Southcenter Mali Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 45 °F Cloudy Concrete Cadman 708747 661281 1 Slump (ASTM C143) j 1306 1 1 1307 [ 1308 1309 1 1 1310 1 NR 7.25" 03/09/07 1 1 03/10/07 1 03/14/07 ( 04/04/07 04/04/07 04/04/07 1 Inspector(s): Graham, J. Tested by: Simmons, N. CONCRETE LABORATORY TEST REPORT 1 131 17 1 28 1 1 1 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 03/08/07 Set 11: PT deck level 2, zone 4 (F.5- N/3.2 -6). Sampled at 159 cubic yards near L/5.2 with 470 cubic yards total placed. 3,000 psi is required to stress. Added 10 of 13 allowable gallons of water onsite. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 1 4x8 4x8 1 4x8 1 1 4x8 1 4x8 1 1 4x8 Lampkin Jr Actual 1 1 1 89085 1 1 1 I Mix Proportions: Ingredient Cement —Type I & 1I Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water Required Strength: (fc) 5000 psi @ 28 days 1 0.00 1 1 0.00 1 4.02 1 10.001 L0.00 1 10.00 Project No: T6109 Issued on: 03/14/07 Sample Set ID: 13123 Permit # (s): D06 -073 Original: F/] Revised: 0 0.00 1 1 0.00 1 1 12.69 1 1 0.00 1 1 0.00 1 1 0.00 1 1 1 7020 1 1 Reviewed by: 1 4. Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E - Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 NA 1 NA MTE 1050 -1C. Rev 2, 1w16w F teC ent en . /evE MUrya � ° '�r1r ;r Weight (per cu.yd) 549.0 Ibs 1,435.0 Ibs 414.0 lbs 1,352.0 Ibs 105.0 lbs 36.4 oz 251.0 lbs Break Type NA 1 1 NA NA 1 1 NA • • • • MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID: 1 Water /Cement Ratio: [Placement Location and Notes: Date Made Sample # Lab # r 03/0810J Sample Temp. (ASTM C1064) [03/08/07 03/08/071 F 03/08/07 Remarks: 62 °F 0.410 r 0154 I 0154 0154 1 1 0154 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 48 °F Partly Sunny Concrete Cadman 709168 661281 NR [Slump (ASTM C143) 5.25" 1 1349 1 1350 1 1351 1 1352 CONCRETE LABORATORY TEST REPORT 1 03/15/07 1 1 04/05/07 04/05/07 1 04/05/07 1 Inspector(s): Graham, J. Tested by: Simmons, N. I7I 1 28 1 1 28 1 1 28 1 FIELD DATA ASTM C31 and C172 NR Samples) Recd: 03/09/07 PT ramp level 3, 3- 4/D.5 -F.5; level 2 closure strip A- D.5/8. 30 cubic yards total placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 1 4x8 1 4x8 1 4x8 1 1 4x8 1 Actual 1 95190 I I 1 1 I Mix Proportions: Ingredient Cement —Type I & 11 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Non Chloride Accelerator Water Required Strength: (Tc) 5000 psi @ 28 days 4.01 0.00 0.00 0.00 1 Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: RI Revised: ID Surface Strength (psi) Break Type 12.63 0.00 1 0.00 1 1 0.00 I 7540 1 1 Reviewed by: A De nis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.594.3720 fax 253.584.3707 T6109 03/15/07 13132 Weight (per cu.yd) 551.0 Ibs 1,438.0 Ibs 415.0 Ibs 1,337.0 Ibs 105.0 Ibs 39.5 oz 54.7 oz 269.0 Ibs NA NA 1 NA MTE 1050-IC, Rev 2.10/191 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product Supplier: Ticket Number : MixDesign ID : L Sample Temp. (ASTM C1064) 68 °F [Water /Cement Ratio: 0.385 Placement Location and Notes: j Date Made Sample # 03/07/07 ( 0153 -FC 03/07/07 1/4)153 -FC1 1 03/07/07 1 ( 03/07/07 L03/07/07 1 03/07/07 Remarks: 1 0153 1 ( 0153 1 0153 1 0153 49 °F Cloudy Concrete Cadman 708868 661281 Initial Storage Temp. (ASTM C31) 1 1317 1 1318 ( 1319 1320 1 1321 ( 1322 NR 5.75" Inspector(s): Graham, J. Tested by: Simmons, N. CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction Slump (ASTM C143)1 ( 03/09/07 1 03/10/07 1 1 03/14/07 1 04/04/07 1 ( 04/04/07 ( ( 04/04/07 1 FIELD DATA ASTM C31 and 0172 1 Entrained Air (ASTM C231) NR Actual 1 I2( 131 17( 1 28 1 1 28 28 ( Sample(s) Recd: 03/08/07 Set IV: PT deck level 2, zone 4 (F.5- N/3.2 -6). Sampled at 450 cubic yards near M/4 with 470 cubic yards total placed. 3,000 psi is required to stress. Added 9 of 9 allowable gallons of water onsite. COMPRESSION TEST RESULTS (ASTM C39, 01231, and 0617 when applicable) Lab # Date Tested Age Size (in) Load (lbs) - Dia (in) Surface Strength (psi) 1 4x8 I 1 4x8 I 1 4x8 1 ( 4x8 1 1 4x8 ( 4x8 ( Lampkin Jr ( ( ( 87850 1 ( 1 1 ( I Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Non Chloride Accelerator Water Required Strength: (fc) 5000 psi @ 28 days ( o.o0 1 ( 0.00 14021 ( 0.00 1 1 0.0 f 1 0.00 Project No: T6109 Issued on: 03/14/07 Sample Set ID: 13125 Permit # (s): D06 -073 Original: V,] Revised: D 0.00 1 0.00 1 12.69 1 0. 00 1 0.00 1 0.00 ( ( ( 6920 1 ( Reviewed by: 4 Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except 0-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 548.0 lbs 1,436.0 lbs 416.0 lbs 1,359.0 lbs 106.0 lbs 35.5 oz 41.3 oz 252.0 Ibs Break Type 1 NA 1 1 NA 1 NA 1 1 NA ( NA NA MTE 1050 -IC, Rev 2, 10/181 • • MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer. Contractor. Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID: [Water /Cement Ratio: {Placement Location and Notes: Set III: PT deck level 2, zone 4 (F.5-N/3.2-6). Sampled at 305 cubic yards at K/4.5 with 470 cubic yards total placed. 3,000 psi is required to stress. Added 9 of 9 allowable gallons of water onsite. Date Made Sample # 03/07/07 1 1 03/07/07 1 [ 03/07/07 1 1 03/07/07 1 [ 03/07/07 [ 03/07/07 I Remarks: Sample Temp. (ASTM C1064) 67 °F NR 0.386 0152 -FC ,0152 - F [ 1313 I 1 0152 1 0152 I [ 0152 1 1 0152 I 47 °F Cloudy Concrete Cadman 708798 661281 Initial Storage Temp. (ASTM C31) Slump (ASTM C143) 1 1311 1 1312 [ 1314 I 1 1315 1 1316 1 7" 1 03/09/0 03/10/07 1 03/14/07 1 04/04/07 04/04/07 1 04/04/07 1 CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 1 L Sample(s) Recd: 03/08/07 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 12 1 7 1 28 1 [? 1 28 1 FIELD DATA ASTM C31 and 0172 Entrained Air (ASTM C231) NR 1 4 x8 1 1 4x8 1 1 4x8 1 4x8J 1 4x8 I 1 4 x8 1 Inspector(s): Graham, J. Lampkin Jr Tested by Simmons, N. Actual 1 I 1 85620 I I 1 1 Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 318" Fine Aggregate Fly Ash Glen 3030 Non Chloride Accelerator Water Required Strength: (fc) 5000 psi fa 28 days o. 00 1 0.0 4.02 I 10.001 1 0.00 1 10. Project No: T6109 Issued on: 03/14/07 Sample Set ID: 13124 Permit # (s): 006 -073 Original: WI Revised: ❑ Surface Strength (psi) 0.00 1 0.00 1 12.69 1 [ o.00 1 0.00 I o.00 1 I I 6750 Reviewed hv: 4 - Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except 0-31, 10.1.2 - "recording field temperature" Information M this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 tom ae-vE o SENT Weight (per cu.yd) 498.0 Ibs 1,306.0 Ibs 381.0 Ibs 1,226.0 Ibs 95.0 Ibs 32.9 oz 37.5 oz 229.0 Ibs Break Type NA 1 NA NA 1 NA 1 1 NA • PATE 1050 -1C, Rev 2, 10'18/ MAYES RECEIVED TESTING ENGINEERS, INC. -1.,.. SEP08 DEVELOPMENT MTE NO: 16109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 34 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -23-06 Weather: Cloudy Inspection: Resteel and Structural Steel Samples: N/A cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Reviewed by: vl tic- 4 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and performed inspection of resteel welded to the piles at building lines: E -H /3. Resteel and welds are acceptable per D1.4 and Detail 19 on S3.2 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. en is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: 006 -073 Page 35 Owner. Westfield America Architect: FSI Architects Engineer. Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -24-06 Weather: Cloudy Inspection: Resteel and Concrete Samples: See T6100 8/24/06 Report cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745,1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and performed final inspection of resteel and observed placement of 45 cubic yards of Miles Sand and Gravel Concrete Mix #151 CD10 (3,000 psi at 28 days for this application) for Shearwall Foundation at building lines: 4.8- 5.3/A. The 45 cubic yards placed is included in the 397 cubic yards placed at Garage A today and is represented by Cylinder Set #4. Resteel is per plans. Concrete was properly mechanically consolidated. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: /� a(A-- e - I s / Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGES Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 36 Owner Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -25-06 Weather. Sunny Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of pile splice welds at parking garage B of the Southcenter Mall. Ultrasonic testing was performed on pile splices 57, 73, 80, 89, 97 and 72. Pile splice 57 was a repair inspection of welding rejected previously. Pile 72 had a 6" length of unacceptable weld, which was repaired and found acceptable on reinspection. All of the above welds were found acceptable to AWS D1.1. See the attached MTE Report of Ultrasonic Examination for details. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolhano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Mike Virgillio Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9380 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281 7515 fax 503.281.7579 is Sanborn, Branch Manager MAYES TEST/NO ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector: Mike Vi gillio Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 8 -25 -06 FCAW Carbon Steel Notes: Sketch: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE Form* 094 Rev 2. 5/02 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: Frequency: 3/4" x 3/4" MHz Test Block or Reference: IIW /DSc Long Shear Method ❑ Used: Other ❑ 70° 00PJKW 2.25 Dec bels inches Piece No. Wed No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X V Thick- ness Joint ID Acc Rej Defect Level Ref Level Atten Level Defect Rating 57 52 3/8 X Comments 73 3/8 X 80 3/8 X 89 3/8 X 97 3/8 X 73 3/8 X 73 3/8 X R -1 MAYES TEST/NO ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector: Mike Vi gillio Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 8 -25 -06 FCAW Carbon Steel Notes: Sketch: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE Form* 094 Rev 2. 5/02 MAYES TESTING ENGINEERS, INC. Report of Ultrasonic Examination Page: 2. of 917-134th St. SW, Suite A -1 Ph 425.742.9360 Client: MTE Project # rt +6 / v 7 Everett, WA 98204 Fax 425.745.1737 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Project: La sts. r Specifications: AAA's D ) / Welding Process: FtAAJ Section or Shape: Pi Pk Type Material: S ZCc UT Equipment: Model: y Serial NO.: 0,1 PJ Transducer: Size. Angle: Frequency: MHz Test Block or Reference: Method Used: Long ❑ Other ID Shear -E} Notes: Inspector: Date: Sketch: 111 i11tb Piece No. Weld No. Defect No. A B C D Skip Distance Length of Detect Surface Dist of Sound Path m from Surface A X Y g I Rej Comments Defect Level Ref Level Atten Level Deed Rating S) s 3j R- 73 CS U / <g / ci 7 .1 y 3 l 5( 73 p 4 P- > MAYES TESTING ENGINEERS, INC. Report of Ultrasonic Examination Page: 2. of 917-134th St. SW, Suite A -1 Ph 425.742.9360 Client: MTE Project # rt +6 / v 7 Everett, WA 98204 Fax 425.745.1737 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Project: La sts. r Specifications: AAA's D ) / Welding Process: FtAAJ Section or Shape: Pi Pk Type Material: S ZCc UT Equipment: Model: y Serial NO.: 0,1 PJ Transducer: Size. Angle: Frequency: MHz Test Block or Reference: Method Used: Long ❑ Other ID Shear -E} Notes: Inspector: Date: Sketch: MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 37 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -26 -06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived onsite at 12:OOpm as scheduled for ultrasonic testing of complete penetration pipe pile weld splices. No one was onsite and the gates were closed. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay ( Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E - 2 Tacoma, WA 98499 ph 253 584 3720 fax 253384.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503 281 7515 fax 503.281.7579 C ''C nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: 006 -073 RECEIVED Page 33 SEP 0 7 2006 Owner: Westfield America COMMUNITY Architect: FSI Architects DEVELOPMENT Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -23 -06 Weather: Partly Cloudy Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of complete penetration pipe weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. NONCONFORMING CONDITIONS: UT reject at pile #57. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: Dennis Sanborn, Branch Manager Ft/ INSPECTOR: Jim R. Kay Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9380 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAYES TESTING ENGINEERS, INC 917 1341h St SW, Suite A -1 Everet WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33' Suite 190 Portland, OR 97211 Report of Ultrasonic Examination Page: 1 of Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Date: 8 -23-06 Notes: Carbon Steel Sketch: T6109 D1.1 -2004 Pipe 1 ICE Fame 094 Rev 2, 5102 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: F requency: 3/4" x 3/4" MI-12 Test Block or Reference: IIW /DSC Long 4 Shear 4 Method Used: Other ❑ 70° 00P89C 2.25 Dec bets Inches Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID Acc Rej Defect Level Ref Level Atten Level Defect Rating 67 Top #2 58 3/8 CP X Comments 21 Top 3/8 CP X 29 Top 3/8 CP X 28 Top 3/8 CP X 35 Top 3/8 CP X 36 Top 3/8 CP X 44 Top 3/8 CP X 45 Top 3/8 CP X 51 Top 3/8 CP X 57 Top 1 55 58 0 -3 6" 3/8" 3/8 CP X 58 Top 3/8 CP X 64 &65 Top 3/8 CP X MAYES TESTING ENGINEERS, INC 917 1341h St SW, Suite A -1 Everet WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33' Suite 190 Portland, OR 97211 Report of Ultrasonic Examination Page: 1 of Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Date: 8 -23-06 Notes: Carbon Steel Sketch: T6109 D1.1 -2004 Pipe 1 ICE Fame 094 Rev 2, 5102 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 32 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA 006 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 8 -22 -06 Partly Cloudy Ultrasonic Testing N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, PSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay i Dennis Sanborn, Branch Manager fe Thick- ness Joint ID Acc Rej 3/8 CP X Comments 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X MA yES TESTING ENGINEERS, INC 917 134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E Tacoma, WA 98299 7911 NE 33 nO Drive, Suite 190 Portland, OR 97211 Inspector: Ph 425.742.9380 Fax 425.745.1737 -2 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Jim R. Kay Report of Ultrasonic Examination Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 8 -22 -06 Notes: FCAW Carbon Steel Piece No. 66 37 38 20 22 Weld No. Top Top Top Top Top Defect No. Decibels A Defect Level B Ref Level 58 C Allen Level D Defect Rating Skip Distance Length of Defect Inches Surface Dist Length of Sound Path Depth from Surface A X Sketch: Page: MTE Project #: Specifications: Section or Shape: Y of 1 T6109 D1.1 -2004 Pipe Model: Serial No.: UT Equipment USN -50L 00P89C Transducer. Size: Angle: Frequency: 3/4" x 3/4" 70 2.25 Test Block or Reference: IIW /DSC Long Shear G Method Used: Other ❑ MTE Forme 094 Rev 2. 5/02 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 61 °F Water /Cement Ratio: Dale Made Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 48 °F Sunny Concrete Cadman 705385 631081R I' ' Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 0.452 5.25" Placement Location and Notes:' Inspector(s): Graham, J. Tested by: Quiring, A. COMMUNITY CONCRETE LABORATORY TEST R FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) 02/22/07 Actual NR Sample(s) Rec'd: RECEIVED MAR 0 6 2007 Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Required Strength: (f c) 5000 psi @ 28 days Level 2 columns at E/4, F /4, C /2, C /3, and A/3. 11 total cubic yards placed. 5 of 11 allowable gallons of water added onsite. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 02/21 /07 L 0146 i 1001 ! 02/28/07 IF 7 V 4x8 J, 73490 ] i 4.00 i 12.57 ill 5850 02/21/07 0146 ?j 1002_ 03/21/071[28 IL 4x8 i ! :0.00 - 02/21/07 I 0146 1003 '' 03/21/07 28 1 4x8 ; _ _ j, 0.00 IL 0.00 ;I 02/21/07 0146 7 1 1004 03/21/07 28 i I 4 x 8 -I ' 0.00 I 0.00 Remarks: Project No: T6109 Issued on: 02/28/07 Sample Set ID: 13045 Permit # (s): D06 -073 Original: Revised: Reviewed by: - Db nnis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordahce with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Inlormabon in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Stile E -2 Tacoma WA 98499 ph 251584.3720 fax 253.584.3707 Weight (per cu.yd) 515.0 lbs 1,465.0 lbs 421.0 lbs 1,376.0 lbs 85.0 lbs 10.1 oz 271.0 lbs 281.1 oz Break Type NA NA NA NA MTE 1050 -1C, Rov2, 101113/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) Water/Cement Ratio: 1 0.470 5.75" 02/02/07 Required Strength: (tic) 5000 psi C 28 days Main floor shear wall at 6 / J -L; columns at: N / 5; M / 5; N / 6 and M / 6. 8 gallons of 8 allowable water. [Placement Location and Notes: 11 Date Made Sample a Lab a 1 02/01/07 1 02/01/07 I 1 02/01/07 1 1 02/01/07 1 Remarks: 66 °F 1 0136 I 0136 J 1 0136 I 1 0136 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 48 °F Partly Sunny Concrete Cadman 7001781 631081R I i L I Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 1 1 0516 1 0517 1 0518 0519 CONCRETE LABORATORY TEST REPtdwvnst COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 02/08/07 f 03/01/0 03/01/07 1 03/01/07 Inspector(s): Graham, J. Tested by: Quiring, A Sample(s) Rec'd: 7 1 28 1 28 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR 1 4x8 1 4x8 1 1 4x8 1 4x8 Actual I 1 74435 1 1 92250 1 99390 1 1 99865 1 4.01 14.001 1 4.00 1 4.001 RECEIVED MAR 0 6 2007 Tacoma 10029 S. Tacoma Way Suite E Tacoma WA 98499 ph 253.584.9720 fax 253.584.3707 Project No: T6109 Issued on: 03/01/07 Sample Set ID: 12919 Permit # (s): D06 -073 Original: Revised: Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA 1 12.63 1 12.57 1 12.57 1 12.57 1 5890 7340 1 1 7910 1 7950 Reviewed : Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 -"recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 515.0 lbs 1,468.0 lbs 420.0 lbs 1,353.0 lbs 85.0 lbs 10.0 oz 282.0 lbs 28.1 oz Break Type NA NA NA NA FATE 1050 -1c, Rev 2, 1W18/ RECEIVED MAYES TESTING ENGINEERS, INC FEB 2 2 2007i Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixOesign ID : Sample Temp. (ASTM C1064) Date Made Sample # Lab # 01/18/07 0132 0193 01/18/07 0132 0194 01/18/07 0132 0195 01/18/07 0132 0196 Remarks: D CONCRETE LABORATORY TEST RE PORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 43 °F Cloudy Concrete Cadman 696104 581081R I Initial Storage Temp. (ASTM C31) 59 °F NR NR Water /Cement Ratio: I Slump (ASTM C143) j Sample(s) Recd: 0.332 5" 01/19/07 Placement Location and Notes:! 4000 psi @ 28 days Main floor columns: H /3, X/2, SN, S /U, G/1 and C /1. 10 gallons of water added. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) 01/25/07 7 02/15/07 28 02/15/07 _28 02/15/07 28 Inspector(s): Graham, J. Tested by: Harlin, S. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) Actual 4 x 8 60225 4 4 x 8 78855 4.00 4 x 8 78590 4.00 4 x 8 81300 4.00 Project No: Issued on: Sample Set ID: T6109 02/15/07 12840 Permit # (s): ; 006 -073 Original: Revised: Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Required Strength: (f'c) Reviewed by: Q Denis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 468.0 lbs 1,470.0 lbs 470.0 lbs 1,376.0 lbs 77.0 lbs 13.2 oz 181.0 lbs 20.1 oz Surface Strength (psi) Break Type 12.69 4740 NA 12.57 6280 NA 12.57 6250 12.57 6470 NA MTF 1050 -IC, Rev 2 . 10/18/ MAYES • T ESTING ENGINEERS, INC �� CF IVFb Com 4 1C1 I CONCRETE LABORATORY TEST Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 62 °F Water /Cement Ratio: 50 °F Cloudy Concrete Cadman 7701533 661281 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) • 0.377 7.5" Placement Location and Notes: Set II: 2nd floor post tension deck zone Z (A -F.5 / 3.5-6 ). Sample taken at truck discharged at 190 cubic yards of 388 total cubic yards. Concrete from truck sampled was placed at deck near B / 5. Date Made Sample # Lab # 02/07/07 0138 -FC 0605 02/07/07 0138 -FC, 0606 02/07/07 0138 0608 02/07/07 02/07/07 02/07/07 02/07/07 Remarks: Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 0138 -FC; 0607 03/07/07 _ 28 0138 ' ' 0609 03/07/07 1 : 28 0138 0610 03/07/07: 28 0138 0611 03/07/07 28 Inspector(s): Graham, J. Tested by: Graham, J. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Recd: 02/08/07 Actual COMPRESSION TEST RESULTS (ASTM C39 C1231. and 0617 when applicable) Mix Proportions: Ingredient Cement —Type 1 II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash HRWRA Water Required Strength: (fc) 5000 psi @ 28 days Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 02/09/07 _ 2 02/10/07 3 02/14/07 7 Le, O. Strength (psi) 4 x 8 44470 4.00 12.57 3 4x8 0.00 0.00 4x8 0.00 0.00 4x8 0.00 0.00 4 x 8 0.00 0.00 4x8 O00_ 0,00 4x8 0.00 0.00 Reviewed �y: (�'' nnis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only.to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584 3707 Project No: T6109 Issued on: 02/09/07 Sample Set ID: 12940 Permit # (s): D06 -073 Original: V Revised: D Weight (per cu.yd) 555.0 lbs 1,435.0 lbs 417.0 lbs 1,355.0 lbs 105.0 lbs 36.0 oz 249.0 lbs Break Type NA NA NA NA NA NA NA 141E1050-1C, Rev 2, 10/18/ MAYES TESTING ENGINEERS, INC 4'ICCFaVF FF o 1< CONCRETE LABORATORY TEST B t ;IL/ Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 60 °F Water /Cement Ratio: Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 45 °F Overcast Concrete Cadman 7701491 661281 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 0.387 7.5" Placement Location and Notes: 1 Date Made Sample # Lab # Date Tested 02/07/07 0137 -FC 0598 02/09/07 2 02/07/07 0137 -FC 0599 02/10/07 L3 02/07/07 0137 0601 02/14/07 7 02/07/07 0137 -FC 0600 03/07/07 ; 28 02/07/07 0137 0602 03/07/07 28 02/07/07 0137 0603 03/07/07 ! 28 02/07/07 0137 0604 03/07/07 28 Remarks: Le, Q. Inspector(s): Graham, J. Tested by: Graham, J. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Recd: 02/08/07 Actual up Pro No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: : Revised: Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash HRWRA Water Required Strength: (fc) 5000 psi @ 28 days Set I: 2nd floor post tension deck zone Z (A -F.5 / 3.5-6 ). Sample taken at truck discharged at 43 cubic yards of 388 total cubic yards. Concrete from truck sampled was placed at deck near C / 6. 5 gallons of water added. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 43030 4.00 12.57 3420 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00: 0.00 • __0.00 0.00 0.00 0.00 4x8 4x8 4x8 4x8 4x8 4x8 4x8 Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253184.3720 fax 253.584 3707 T6109 02/09/07 12939 Weight (per cu.yd) 551.0 1,437.0 412.0 1,349.0 108.0 36.0 255.0 lbs lbs lbs lbs lbs oz lbs Break Type NA NA NA NA NA NA NA Reviewed by: ,Q- De nis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31. 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. ICE 1050-1C, Rev 2, 10118/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 66 ° F (Water /Cement Ratio:' Slump (ASTM C143); LSample(s) Rec 0.470 48 °F Partly Sunny Concrete Cadman 7001781 631081R Initial Storage Temp. (ASTM C31) NR 5.75" Placement Location and Notes: Ren F � VRo C 1 ` e2,2/ CONCRETE LABORATORY TEST REP N j Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR 02/02/07 Actual Mix Proportions: Ingredient Cement -Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Project No: 76109 Issued on: 02/08/07 Sample Set ID: 12919 Permit # (s): 006 -073 Original: �13e Revised: [1 Required Strength: (fc) 5000 psi @ 28 days Main floor shear wall at 6 / J -L; columns at: N / 5; M / 5; N / 6 and M/6. 8 gallons of 8 allowable water. Date Made Sample a Lab a `02/01/0 `0136 ] `0516 02/01/07 J i 0136 L0517 x02/01/07 l 0136 J 1 0518 X02/01/07 ; 013611 0519 Remarks: Inspector(s): Graham, J. Tested by: Simmons, N. Reviewed Pe K Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 Fax 253.584.3707 Weight (per cu.yd) 515.0 Ibs 1,468.0 lbs 420.0 Ibs 1,353.0 lbs 85.0 lbs 10.0 oz 282.0 Ibs 28.1 oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Break Type 02/08/07J; 7 iL 4x8_,,'1 74435_j1 4.01_i;12 '' 5890 j; NA 03/01/07 ]�_28J� 1 0.00 r 0 it _j 1 NA f' 03/01/07 1(281L4x8 0 . 0 0 0 .0 0 � L Hi NA J' 03/01/07 li 281[ lI 0 .00] r 0.00 Jl It NA j' MTE 1050.1C, Rev 2, 1W18/ *MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 57 °F Water /Cement Ratio: 33 °F Sunny Concrete Cadman 695544 631081R I Initial Storage Temp. (ASTM C31) 0.318 4.5" Placement Location and Notes:' Main Floor shear wall line 1/D - F Inspector(s) Graham, J. Tested by: Gordon, M. CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction NR Slump (ASTM C143j FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Recd: 01/16/07 Actual COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 01/15/07 0131 0144 01/22/07 7 4 x 8 01/15/07 0131 0145 02/12/07 28 4 x 8 01/15/07 0131 0146 02/12/07 28 4 x 8 01/15/07 0131 0147 02/12/07 28 4 x 8 Remarks: 76180 106585 101685 101485 4.01 4.01 4.01 4.01 Mix Proportions: Ingredient Cement - -Type I & II Coarse Aggregate Coarse Aggregate Fine Aggregate Fly Ash Glenium Water WRA Project No: T6109 Issued on: 02/12/07 Sample Set ID: 12827 Permit # (s): D06 -073 Original: Revised: L _7 Required Strength: (f'c) 5000 psi @ 28 days Surface 12.63 12.63 12.63 12.63 Strength (psi) 6030 8440 8050 8040 Reviewed 1:2: K D €nnis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature' Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 516.0 lbs 423.0 lbs 1,472.0 lbs 1,343.0 lbs 87.0 lbs 9.9 oz 192.0 lbs 28.1 oz Break Type NA NA NA NA MTE 1050 -1C, Rev 2, 10/181 MAYES TESTING ENGINEERS, INC /pe lV FD --- 1 oM Project Name: Site Address' Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier Ticket Number : MixDesign ID : Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 38 °F Cloudy Concrete Cadman 695167 581081R Initial S Temp. ' (ASTM C31) 53 °F NR Water /Cement Ratio:' Slump (ASTM C143) 0.265 5.5" Placement Location and Notes: Date Made Sample M Lab a 41/10/07iL0130 J 0117 1 01/10/07 Ir 0130 IP0118 i [01/10/07 0130 IL 0119 /)1/1/)(0TI 0130 11 0120 Remarks: Inspector(s): Graham, J. Tested by: Quiring, A. CONCRETE LABORATORY TEST R FIELD DATA ASTM C31 and C172 NR Sample(s) Rec'd: 01/11/07 Actual bar I Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Project No: T6109 Issued on: 02/07/07 Sample Set ID: 12820 Permit # (s): D06 -073 Original: Revised: Il Required Strength: (f'c) 4000 psi @ 28 days Main floor columns at F /3, G /3, H /4, J/4 and W4. 15 of 16 gallons of allowable water. Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 472.0 lbs 1,472.0 lbs 467.0 lbs 1,385.0 lbs 75.0 lbs 13.6 oz 145.0 lbs 20.3 oz COMPRESSION TEST RESULTS (ASTM CH, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Break Type _81/17/07:1 1 7 11 4 x 8 j i 69285 4.01 J r12.63 i 5490 j ANA _ j' 02/07/07 I_ 28 _ 4x 8 ._!! -91520 I; 4.1x12.57 i[ 7280 JPNA I' 02/07/07 11 28 ] I 4 x8 I1 93285 4.00 12.57 IF 7420 IL NA_ 11- 02/07/07 1L28 _1L4 x 8 ; 74.00 IL12.57 Ii 7700 iI NA 1- Reviewed by: a y Dennis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. WE 1050 -1C, Rev 2, 10/16/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor. Air Temperature: 47 °F Weather: Sunny Product: Concrete Supplier: Cadman Ticket Number : 698482 MixDesign ID : 631081R Sample Temp. Initial Storage Temp. (ASTM C1064) (ASTM C31) [ 62 °F Water/Cement Ratio: Placement Location and NOTeil Main floor: shear wall at N12.8 -4.2; columns at F /4; E/4; H/5; J /5; K/5 and li/6. Sampled at shear wall, bottom lift at 31 cubic yards of 50 total cubic yards. 5 gallons of water added of allowable 14. Date Made Sample I Lab I 0135 L1/26/071 L0135 ( 01/26/07 I 01/26/07 01/26/07 Remarks: 0.419 0135 0135 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, inc. Coughlin Porter Lundeen JTM Construction Slump (ASTM C143) 1 0400 ]I 02/02/07 f 17 if 4 x 8 70855) 4.01 IL12.63 It 5610 I NA L28 J 4 x 8 I IF 1 ::10 L 4 x 8 I i F O.001 F 0.00 11 1 NA h 0401 0402 NR 4.5" 02/23/07 02/23/07 L0403 ] 1 02/23/07 Inspector(s): Graham, J. Tested by: Gordon, M. RECEIVED FEB 1 2 2007 COMMUNITY CONCRETE LABORATORY TEST RE t IEV NR Sample(s) Rec'd: 128 F IELD DATA ASTM C31 and C172 01/27/07 L4 x8 I Actual I I J Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Required Strength: (Pc) 5000 psi © 28 days 1 0.00 0.00 RevieweQ by: . a nnis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Inlonnatiai In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6109 Issued on: 02/02/07 Sample Set ID: 12889 Permit # (s): D06 -073 Original: 1C/ Revised: LI Weight (per cu.yd) 518.0 lbs 1,469.0 lbs 424.0 lbs 1,378.0 lbs 86.0 lbs 9.0 oz 253.0 lbs 27.6 oz COMPRESSION TEST RESULTS (ASTM 09, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Break Type PATE 1050 -1C. Rev 2. 101181 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor. Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. tial Storage e ! Entrained Air l (AS C1 0ti4 ) Ini (AST C3 Tmp. E 1) ( ASTM 0231) 1 Water/Cement Ratio: 0.193 Placement Location and Notes: Slab on grade: A- D/3-4; columns: main floor. at B/2; C/2; E/2; F/2; H/2; E/3; E/4; F/4 and G/4. 10 gallons water of 38 allowable. Date Made Sample N 01/08/07 01/08/07 01/08/07 1 F01/08/07 1 Remarks: 0129 0129 1 0129 RECEIVED FEB 1 2001 DCOEM OUPNM� CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 50 °F Cloudy Concrete Cadman 694530 581081R 53 °F NR Slump (ASTM C143)1 5.5" FIELD DATA ASTM C31 and C172 Actual NR Sample(s) Recd: 01/09/07 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab K Date Tested Age Size (in) Load (Ibs) Dia (in) 0083 01/15/07 0084 02/05/07 1 L 0129i L 0085 02/05/071 r28 J I 4 x 8 1 8982 0086 ; 0 2 / 0 5 / 0 7 1 I 28 I ! 4 x 8 I L 90002 Inspector(s): Graham, J. Tested by Simmons, N. 7 4x8 i 4x8 68765 I 89965 Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Required Strength: (fc) 4000 psi @ 28 days Surface Strength (psi) L2.57] 4.00 1 12.57 12.57 r 7150 4.00 1 4.00 4.00 I Project No: Issued on: Sample Set ID: 12.57 5470 7160 Reviewedky: D is Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without Me approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.594.9720 fax 253.584.3707 T6109 02/05/07 12811 Permit # (s): D06 -073 Original: Revised: [] Weight (per cu.yd) 470.0 1,475.0 471.0 1,397.0 75.0 13.5 105.0 20.3 lbs lbs lbs lbs lbs oz lbs oz Break Type NA J NA NA 1ATE 10504C, Rev 2, 10/1x1 MAYES TESTING ENGINEERS, INC.RECEIVED JAN 3 1 2007 MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARL Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 82 Owner: Westfield America Architect: FSI Architects Engineer Coughlin Porter Lundeen Contractor: JTM Construction Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Date: 1 -22 -07 Weather: Cloudy Inspection: Structural Steel and Project Management Samples: N/A MTE inspector arrived on site for visual welding inspection for beam seats at E and F/3-4. Welds were found to be visually acceptable and per detail 4/S3.9. Also performed a walk through with contractor and inspector. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Dennis Sanborn Reviewed by: S Dennis Sanborn, Branch Manager R ECEIVED MAYES TESTING ENGINEERS, INC. AN 31- 2001 COMMUNITY w6ENT MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 81 Owner: Westfield America Architect: FSI Architects Engineer Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -22 -07 Weather: Cloudy Inspection: Resteel and Post Tension Samples: N/A MTE inspector arrived on site and inspected placement of resteel and PT tendons for main floor PT ramp (3- 4 /D -F.5). Resteel and tendons were properly installed, (including tendon profiles), in accordance with approved plans; with the following exceptions. At E/4 the concrete at column protrudes into beam 2. Resteel still needs to be completely tied. Electrical conduit needs to be adjusted to avoid tendons. Deck needs to be cleaned. Will perform walk through inspection with structural engineer on 1/23/07. PRELIMINARY: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jerry Graham Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503 281 7515 fax 503.281.7579 Dennis Sanborn, Branch Manager T ESTING ENGINEERS, INC. MAYES JAN 1 1 1007 MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 80 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -19 -07 Weather: Cloudy Inspection: Resteel Samples: N/A MTE inspector arrived on site for ongoing inspection. Workers continued to construct forms for columns. Decking continued to be installed from A -G / 4 -5 for 2 floor. Also for post tension ramp (3-4 / D -F.5). PRELIMINARY: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: L' INSPECTOR: Jerry Graham Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -135 Page 79 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -18 -07 Weather: Cloudy Inspection: Reinforced Concrete Samples: (4) 4 x 8" cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: RECEIVED JAN 31 20 COMMU TY D INSPECTOR: Jerry Graham Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503 281 7579 MTE inspector arrived on site and inspected placement of approximately 16 cubic yards of Cadman Concrete Mix #581081R for main floor columns at H /3, X/2, K.512, SN, S /U, G/1 and C /1. All resteel and embeds were properly installed in accordance with approved plans. Concrete was properly placed and mechanically consolidated. Workers continued to installed decking for PT decks 4 -6 /A -H and ramp at 4- 5 /A -H. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address' Client: Engineer: Contractor. Air Temperature: Weather Product: Supplier: Ticket Number : MixDesign ID : [ Sa mple Temp. (ASTM C1064) 59 °F Water /Cement Ratio: 0.332 LPlacement Location and Notes: Main floor columns: H /3, X/2, SN, S /U, G/1 and C /1. Date Made Sample I Lab I 1_01/18/07 I L_0132j [ 0193 [01/18/0) 0132 Loi94 L 01/18/ _ 0] [01321 0195 [01/18/0711 r0132 r 0196 Remarks: Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 43 °F Cloudy Concrete Cadman 696104 581081R Initial Storage Temp. (ASTM C31) NR rSlump (ASTM C143) 5 " Inspector(s): Graham, J. Tested by: Harlin, S. -- - COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 01/19/07 RECEIVED JAN 31 2007 1 Mix Proportions: Ingredient Cement —Type 18 II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA Project No: T6109 Issued on: 01/25/07 Sample Set ID: 12840 Permit # (s): D06 -073 Original: ,■ Revised: E Required Strength: (fc) 4000 psi @ 28 days 10 gallons of water added. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) [ 01/25/07 II_ 7 1 4 x 8 , 60225 j L 4.02 ;1_12.69 lb 4740 1 NA H [ 02/15/07 1L28 IF 4xe 1[ 0.00 L Ir NA L' 1 02/15/07 28 ir 4 x 8 11 1 0.00 I[ 0.00 I I NA 02/15/07 L28 1[ 4x8) 71 o.00 i[ o.00 11 ll 0.00 Reviewed by: a Dennis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 468.0 lbs 1,470.0 lbs 470.0 lbs 1,376.0 lbs 77.0 lbs 13.2 oz 181.0 lbs 20.1 oz Break Type MIE 1050 -1C, Rev 2, 10/18/ MAYES TESTING ENGINEERS, INC. CITYOFTI,x 917-134th ` Street SW D W kA Suite A•1 / JAN 2 5 10011 ph 425.42 MTE NO: T6109 fax 425.745.1737 PROJECT: SOUTHCENTER MALL PARKING GARAGE B 1TCENTER Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd suite E -2 Tukwila, WA Tacoma, WA 98499 ph 253.584.3720 PERMIT NO: D06 -073 fax 253.584.3707 Portland Office Page 78 7911 NE 33rd Drive Suite 190 h 5 Owner: Westfield America p 0 OR 97211 ph 5033.2.2 57.7515 Architect: FSI Architects fax 503.281 .7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -17 -07 Weather: Cloudy Inspection: Resteel Samples: N/A MTE inspector arrived on site for continuous inspection, workers were setting forms for previously inspected columns. Embeds were properly installed where needed. Workers continued, to install decking for PT decks: 2 floor 4- 6 /A -N. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jerry Graham Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 57 °F ` Water/Cement Ratio: • 0.318 [Placement Location and Notes: i Main Floor shear wall line 1/D - F Date Made Sample I Lab I x01/15/07 f L01/15/07 0131 01/15/071 ro Remarks: 0131 0131 I 0131 RECEIVED CITYoF TUICWILA IJAN 25 2007 CONCRETE LABORATORY TEST RBECIIIT t CENTER Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 33 °F Sunny Concrete Cadman 695544 631081R In td al Storage Temp. (ASTM C31) NR [ Slump (ASTM C143) 4.5" Inspector(s): Graham, J. Tested by: Simmons, N. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) Actual NR fSample(s) Rec'd: 01/16/07 Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate Coarse Aggregate Fine Aggregate Fly Ash Glenium Water WRA Required Strength: (1%) 5000 psi @ 28 days Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.564.3720 fax 253.564.3707 Project No: T6109 Issued on: 01/22/07 Sample Set ID: 12827 Permit # (s): D06 -073 Original: V, Revised: D Weight (per cu.yd) 516.0 lbs 423.0 lbs 1,472.0 lbs 1,343.0 lbs 87.0 lbs 9.9 oz 192.0 lbs 28.1 oz COMPRESSION TEST RESULTS (ASTM C39 C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Break Type 0144 ; 01/22/07 7 il 4 x 8 1: 4.01 12.63 L 6030 J NA I" 1 0145 ;L02/12/o73LJI 4x8 E _ 0.00 o.00ir r NA j" 0146 I 02/12/07 1 28 4 x 8 J _.11 o.00 J Lo.00 P 0147 ', 02/12/07 [18J 4 x - 11 0.00 IThlf.Kil NA Reviewed by: a nis Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM SW. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE 1050 -1C, Rev 2 10/18/ RECEIVED MAYES Everett Office TESTING ENGINEERS, INC. Everett Street SW JAN 16 2001 ... Everett, WA 98204 COMMUNITY ph 425.742.9360 MTE NO: T6109 DEVELOPMENT fax 425.745.1737 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tukwila, WA Tacoma, WA 98499 ph 253 584 3720 PERMIT NO: D06 -073 fax 253.584.3707 Portland Office Page 75 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -9 -07 Weather: Cloudy Inspection: Resteel Samples: N/A MTE inspector arrived on site for continuous inspection of building construction. Forms were being installed for main floor columns as follows: F /3, G /3; and D /2. Resteel for columns at H /3, J /3, H /4, J /4, K/4 and L13 are completed and ready for forms. Inspected rested for shear wall and pilasters on 1 line /D -F; main floor. Rested for these was properly installed in accordance with approved plans. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jerry Graham Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC RECEIVED JAN 16 2001 MTE NO: T6109 uu PROJECT: SOUTHCENTER MALL PARKING GARAGfj O Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 74 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -8 -07 Weather Partly Sunny Inspection: Reinforced Concrete Samples: (4) 4 x 8" Portland Office 7911 NE 33rd Drive Suite 190 Penland, OR 97211 ph 503 281 7515 fax 503.281.7579 MTE inspector arrived on site and inspected the placement of approximately 61 cubic yards of Cadman Concrete Mix #581081R for the following: Slab on grade A -D/3 -4 and columns main floor B/2; C /2, E /2, F /2, H/2 E /3, F/4 and G /4. Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 All resteel and embeds were properly installed in accordance with approved plans. Concrete was properly placed and mechanically consolidated. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jerry Graham Reviewed by: S a5 Dennis Sanborn, Branch Manager Goole RE MAYES TESTING ENGINEERS, INC. F01 C 001 t Everett Office Everett 917-134th Street SW Suite A -1 G °.: ^.- G nMt 1 ! tatC Everett, WA 98204 it 0arr ph 425.742.9360 MTE NO: T6109 fax 425.745.1737 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tacoma, WA 98499 Tukwila, WA ph 253 584 3720 PERMIT NO: D06 -073 fax 253.584.3707 Portland Office Page 73 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -5 -07 Weather: Overcast Inspection: Resteel Samples: N/A MTE inspector arrived on site and visually inspected reinforcement at 1 (main) level, columns at gridlines 3 /E -F, 3 /H -J, 3/L and 4 /H -K (8 columns total). At time of inspection all reinforcement appeared to be installed per the project plans and specifications. All rebar was verified for correct size type and grade. All clearances, positioning and spacing per project plans. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Anthony DeVoe Dennis Sanborn, Branch Manager RECEI Everett Office MAYES TESTING ENGINEERS, INC. 1 g 1St 917 -134th Street SW 11017,===.7=— _, Ti414 Suite A -1 Everett, WA 98204 G00 — K r ph 425.742.9360 MTE NO: T6109 Deis fax 425.745.1737 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tukwila, WA Tacoma, WA 98499 ph 253 584 3720 PERMIT NO: D06 -073 fax 253.584.3707 Portland Office Page 72 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 1-4 -07 Weather Overcast Inspection: Resteel Samples: N/A MTE inspector arrived on site and visually inspected reinforcement placed at 1 (main) level at gridlines G /3, G /4 -F /4 and B/2 and E/2 (6 columns total). At time of inspection, reinforcement appeared to be installed per the project plans and specifications. All rebar was verified for correct size, type and grade. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, PSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Anthony DeVoe Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 71 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 1 -3-07 Overcast Resteel N/A MTE inspector arrived on site and visually inspected reinforcement at 1st level (main), columns at C /2, F/2 and H/2 (3 columns). At time of inspection column reinforcement at location appeared to be in place per the project plans and specifications. All rebar verified for correct size, type and grade. All spacing, clearances and positioning per project plans and applicable codes. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, F51 Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 REC EIYEDEverett Office 917 -134th Street SW JAN 16 200T Everett, WA 98204 ph 425.742.9360 ITY fax 425.745.1737 INSPECTOR: Anthon DeVoe Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -10 -07 Weather: Cloudy Inspection: Reinforced Concrete and Resteel Samples: (4) 4 x 8" Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd RECEIVED Suite E -2 Tukwila, WA Tacoma, WA 98499 PERMIT NO: D06 -073 FAN 17 2007 ph 253.584.3720 fax 253.584.3707 COMMUNITY Portland Office Page 76 DEVELOPMENT 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 MTE inspector arrived on site and inspected placement of approximately 16 cubic yards of Cadman Concrete Mix #581081 R for main floor columns at F /3, G /3, H /4, J /4, L /4, K/4 and C /1. Resteel and embeds were properly installed in accordance with approved plans. Concrete was properly placed and mechanically consolidated. Resteel and forms were still being installed for columns and walls. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jerry Graham Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED ,:..... rim 2 2 2001 MTE NO: T6109 p F.NT PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 77 Owner Westfield America Architect: FSI Architects Engineer. Coughlin Porter Lundeen Contractor: JTM Construction Date: 1 -15 -07 Weather: Sunny Inspection: Reinforced Concrete and Resteel Samples: (4) 4 x 8" MTE inspector arrived on site and inspected placement of approximately 32 cubic yards of Cadman Concrete Mix #631081 R for the main floor shear wall at line 1 /D -F. The resteel was properly installed in accordance with approved plans. Concrete was properly placed and mechanically consolidated. Workers continued installing forms for columns. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jerry Graham Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 53 °F Water /Cement Ratio: 0.265 5.5" 01/11/07 Required Strength: (Pc) 4000 psi 28 days Main floor columns at F /3, G /3, H /4, J/4 and K/4. 15 of 16 gallons of allowable water. Placement Location and Notes: Date Made Sample # Lab I 01/10/07 Remarks: 38 °F Cloudy Concrete Cadman 695167 581081R ' Initial Storage Temp. 1 (ASTM C31) Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction NR RECEIVED 'JAN 2 2 2001 COMMUNITY wakiE CONCRETE LABORATORY TEST REPORT LOPMENT FIELD DATA ASTM C31 and c172 Actual Entrained Air (ASTM C231) NR [Siump (ASTM C143) I Sample(s) Rec'd: F01/10/07 11 1 0130 1L0117 'L01/17/07 1 71 L01/10/071 0130 L0118 1 02/07/07 128 ] 101/10/07 1 0130 1 0119 02/07/07128 28 I 1 0130 J 0120 02/07/07 1213_1 Inspector(s): Graham, J. Tested by: Simmons, N. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Break Type 4x8 169285 J; 4.01 1 4x8 P 4 x 8 I o.00to.00 4x8 0.00 Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: Vj Revised: Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA 12.63 0.00 0.00 r 5490 ir NA 1* ] NA T• f NA r Reviewed ^ nnis Sanborn by P Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 01/17/07 12820 Weight (per cu.yd) 472.0 lbs 1,472.0 lbs 467.0 lbs 1,385.0 lbs 75.0 lbs 13.6 oz 145.0 lbs 20.3 oz NA PATE 1050 -1C. Rev2, 10/18/ Sample Temp. (ASTM C1064) I Initial Storage Temp. (ASTM C31) I Entrained Air j (ASTM C231) MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor. Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : Water /Cement Ratio: I Required Strength: (fc) (Placement Location and Notes: J 4000 psi 28 days Slab on grade: A-D/3-4; columns: main floor at B /2; C/2; E/2; F/2; H /2; E/3; E/4; F/4 and G/4. 10 gallons water of 38 allowable. Date Made Sample a 01/08/0 01/08/07 01/08/07 01/08/07 I Remarks: 53 °F 0.193 0129 1 0129 1 0129 0129 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 50 °F Cloudy Concrete Cadman 694530 581081R NR Slump (ASTM C143) I 5.5" Lab a Date Tested 0083 I 01/15/07 I 0084 L 02/05/07 I 0085 II 02/05/07 0086 I! 02/05/07 Inspector(s): Graham, J. Tested by: Simmons, N. CONCRETE LABORATORY TEST REPORT FIELD DATA ASTM C31 and C172 NR Actual Sample(s) Recd: ' 01/09/07 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Age 7 128 28 28 I Size (in) Load (Ibs) 4x8 I 1 4x8 4x8 1 4x8 I L I Mix Proportions: Ingredient Cement —Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash Glen 3030 Water WRA 68765( 4.00 Dia (in) Surface 0.00 0.00 ( O.00I RECEIVED JAN 2 2 200 7 Tacoma 10029 S. Tacoma Way D COMMUNITY Tac a N7 , Tacoma WA 20 ph 253.584.3720 fax 253.584.3707 Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: V Revised: [] 12.57 I 0.00 L_ O.00J 1 0.00 I Strength (psi) Break Type NA * 5470 T6109 01/15/07 12811 Weight (per cu.yd) 470.0 1,475.0 471.0 1,397.0 75.0 13.5 105.0 20.3 �NA lbs lbs lbs lbs lbs oz lbs oz NA Reviewed by: 4 �� De nis Sanbom Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C - 31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE 1050 -1C, Rev 2, 10/18/ RECEIVED FAN 2 2 2001 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 55 °F f Water /Cement Ratio: 0.449 rPlacement Location and Notes: I Date Made Sample # I_ 12/19/06 j 12/19/06) L2nsiosJLot26J 12/191061 01 28 Remarks: 0128 0128 Inspector(s): DeVoe, A. Tested by: Quehl, D. Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 39 °F Overcast Concrete Cadman 6690892 581081R � ' Initial Storage Tem (ASTM C31) NR Slump (ASTM C143) 4.75" COMMUNITY CONCRETE LABORATORY TEST REPOR E"' FIELD DATA ASTM C31 and C172 Actual p• 1 10361 L 12/26/06 7 10362 IF 01/16/07 128J F10363 J 01/16/07 110364 1 101 /16/07 Entrained Air (ASTM C231) NR Sample(s) Recd: 12/20/06 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab if Date Tested Age Size (in) Load (Ibs) Dia (in) 28 Project No: T6109 Issued on: 01/16/07 Sample Set ID: 12741 Permit # (s): 006 -073 Original: Revised: I Mix Proportions: Ingredient Cement Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash HRWRA MRWRA Water Required Strength: (fc) 4500 psi © 28 days 1st (main) level, columns at gridlines 6 /F -G and 5/F (three columns total) and walls at ramp at A- D/3-4. Sampled at column at 6 /F, bottom 1/3. Surface Strength (psi) Break Type I 6 x 12 1 132830) 6.00 1 28.27 4700 I NA • 6 x 12 1 18722011 6.01 11 6600 IF—NW-1s L6 x 12 JL94105 1_6.01 II 28.371 6840 NA_ _I' Laits)dzj1 188630 [6.01 I 28.37 6650 1 NA Reviewed y: Desiis Sanborn Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 468.0 lbs 1,471.0 lbs 470.0 lbs 1,386.0 lbs 75.0 lbs 13.6 oz 20.3 oz 244.0 lbs KITE 1050 -1C, Rev 2. 10718/ MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 70 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 12 -19 -06 Cool Reinforced Concrete (4)6x12" cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: RECED DEC %' D INSPECTOR: Anthony DeVoe Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and observed contractor placed approximately 20 cubic yards of concrete at l (main) level; columns at 6 /F -G and 5/F (3 total) and walls at ramp at A- D/3-4. Concrete was placed via pump and consolidated by means of mechanical vibration. Concrete was supplied by Cadman, Mix ID #581081R (4,500 psi), ticket number 06690892. Obtained one sample for slump test 4 % ", temperature 55 °, ambient temperature 39° and cast (4) 6 x 12" cylinders for strength verification. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Dennis Sanborn, Branch Manager Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : RECEIVED MAYES TESTING ENGINEERS, INC ore n 2086 Sample Temp. (ASTM C1064) 55 °F `Water /Cement Ratio: 1 Placement Location and Notes: Date Made [2/1 9/06 12/19/06 [zn9 /o6 12/19/06 Remarks: 0.449 Sample # 0128 L 12/26/06 0128_j[ 10362 0128 0128 39 °F Overcast Concrete Cadman 6690892 581081R Initial Storage Temp. (ASTM C31) 10361 10363 NR [Slump (ASTM C143) 4.75" [10364 01/16/07 Inspector(s): DeVoe, A. Tested by: Le, O. �C CONCRETE LABORATORY TEST 1:1012T ENT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield Corporation, Inc. Coughlin Porter Lundeen JTM Construction 01/16/07 01/16/07 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Actual Sample(s) Recd: 12/20/06 1st (main) level, columns at gridlines 6 /F -G and 5/F (three columns total) and walls at ramp at A -D /3 -4. Sampled at column at 6/F, bottom 1/3. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 7 I 28 28 28 6x12 I 6x12 r6x12 6x121[ 113283 Mix Proportions: Ingredient Cement Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Fly Ash HRWRA MRWRA Water Required Strength: (1%) 4500 psi @ 28 days 6.00 O.® Surface 28.27 Lo.00 Jr o.00j o.00 L_0.00J 0.00 Project No: Issued on: Sample Set ID: Permit # (s): Original: V Revised: NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 12/26/06 12741 D06 -073 strength (psi) 4700 Reviewed by: D- " nis Sanbom Branch Manager Weight (per cu.yd) 468.0 lbs 1,471.0 lbs 470.0 lbs 1,386.0 lbs 75.0 lbs 13.6 oz 20.3 oz 244.0 lbs Break Type NA • NA 1' �J NA f' FATE 1050 -IC, Rev 2, 10181 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 69 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 12 -13-06 Overcast Resteel N/A MTE inspector arrived on site and visually inspected reinforcement at columns at 1 floor to 2 floor level, gridlines 6 /F -G and S/F (3 columns total). At time of initial inspection, all areas appeared to be constructed per project plans and specifications, with the following exceptions: Spacing of ties at various locations greater than specified. Contractor stated plans to rectify discrepancy at locations. Upon visual reinspection at locations, it was observed that discrepancy at locations was rectified per the project plans and specifications. All reinforcement verified for correct size, type and grade. All spacing, splices, clearances and positioning per project plans, specifications and applicable codes. Contractor stated plans to place forms at ramp wall at main floor to 2 level at gridline A -D/3 -4 tomorrow 12/14/06. Visually performed inspection to verify corrections required per Dennis with Mayes, dated 12/8/06. All completions were verified. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications, cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Reviewed by: Everett Office Peco Suite Al Dec 34th Street SW V ett, WA 98209 4 25.742.9360 " 2 9 / fax 425.745.1737 p `O Qltacoma Office _ . V p i e i r 10029 S. Tacoma Way W� Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 INSPECTOR: Anthony DeVoe Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. EIVF 9 SW Suite A-1 Everett, WA 98204 WEEINErr 7 O VN, °6 ph 425.742.9380 fax 425.745.1737 MTE NO: T6109 b PROJECT: SOUTHCENTER MALL PARKING GARAGE tatiar Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E•2 Tukwila, WA Tacoma, WA 98499 ph PERMIT NO: D06 -073 fax 2 Portland Office Page 68 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor. JTM Construction Date: 12-8 -06 Weather: Overcast Inspection: Resteel Samples: N/A MTE inspector arrived on site for a resteel inspection for the garage B ramp wall reinforcement (reference details on S3.5). Resteel placement is in progress at A -D /3 -4. It appears that the existing wall dowels from the slab are not at center of the wall. Wall reinforcement needs to be placed 1" from wall face and vertical reinforcement installed. Spacing ramp slab dowels are 15" and 12° on center depending on height of walls, everything is currently at 15" on center. Discussed items with Dave of JTM. Inspection is required prior to placement after corrections are completed. PRELIMINARY: cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, PSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Dennis Sanborn Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. DEC 18 2006 MTE NO: T6109 DEVELOPMENT PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 67 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction RECEIVED Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Date: 12 -05 -06 Weather: Partly Cloudy Inspection: Epoxy Anchors Samples: N/A MTE inspector arrived on site and visually observed placement of epoxy and reinforcement at 1 level, columns at gridlines B -D/3 -4 (6 columns total) for ramp walls, per RFI #35. Contractor drilled holes to a minimum depth of 7 ", with a %" diameter hole. Holes were cleaned by means of compressed air and a wire brush prior to placement of epoxy and reinforcement. Reinforcement was placed a minimum of 8" from edge of column, per RFI. Reinforcement was placed in a twisting manner with excess epoxy protruding. Reinforcement was deformed #5 bars, epoxy used was Simpson Set 22 Strong Tie with expiration date of 06/08. Contractor placed a total of (44) reinforcement bars at locations (4 at each column at gridline B, 8 at each column at gridline C and 10 at each column at gridline D). To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Anthony DeVoe Reviewed by: itea Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) Water/Cement Ratio: Placement Location and Notes: II Date Made Sample S Lab S I 10/10/06 I 1 0/10/066 10/10/06 10/10/06 Remarks: 69 °F 0.414 I 012711 8272 0127 0127 I 0127 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 70 °F Clear Concrete Miles Sand & Gravel 116921 026506G3 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) I 8273 8274 I 8275 8 CONCRETE LABORATORY TEST REPORT I 10/17/06 11/07/06 I 11 /07/06 11/07/06 Inspector(s): Sanbom, D. Tested by: Quiring, A 7 1 28 1281 X281 FIELD DATA ASTM C31 and C172 I Entrained Air (ASTM C231) NR Sample(s) Rec'd: p 10/11/06 Columns main floor at G and K/5, D,G and J /5. Shearwall at C -E/6. Sampled at 40 cubic yards with 0 gallons of water added to a full load. 40 cubic yards total placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C817 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 4x8 I 4 x8 I I 4 x8 I 4x8 1 Design I 57880 1681351 I 73645 I 72575 Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement Polyheed Glenium Required Strength (Pc): 4000 psi @ 28 days I 4.02 4.01 4.01 4.01 N oj 1 Project No: Issued on: Sample Set ID: Permit # (s): 006-073 Original: Revised: 1 12.69 12.63 12.63 I 12.63 4560 5390 I 5830 5750 Reviewed by: Den i�i s Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM SW. All testing performed in accordance with applicable ASTM's except C31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tasted and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253 584 3707 T6109 11/08/06 12229 Weight (per cu.yd) 1,830.0 lbs 1,410.0 lbs 253.0 lbs 611.0 lbs 36.0 oz 18.0 . oz Failure Code NA NA NA NA VIE 1050.1C. R ev 10/181 - MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) [Placement Location and Notes: Date Made Sample 0 10/07/06 11 0126j 1 10/07/06 10/07/06 H10/07/06 Remarks: 0.408 0126 I 0126 0126 - .. COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 56 °F Partly Cloudy Concrete Miles Sand & Gravel 116861 154cds3 70 °F NR Water /Cement Ratio: Y [ Slump (ASTM C143) 'Initial Storage Temp. Entrained Air (ASTM C31) (ASTM C231) Set IV: Slab on grade K.6- N/2.8 -6, J.2- K1-2.8, T- Z/1 -2.8. Sampled at 340 cubic yards with 0 gallons of water added to a full load at 11:15am. 375 cubic yards total placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM 09, C1231, and C817 when applicable) Lab ia Date Tested Age Size (in) Load (Ibs) Dle (in) 8197 8198) [ 8199 8200 4.25" 10/14/06 11/04/06 11/04/06 1 1/04 /061 Inspector(s): Sanbom, D. Tested by: Simmons, N. NR [ Sample(s) Recd: ' 10/08/06 Required Strength (f'c): 3000 psi Q 28 days 7 28 28 28 FIELD DATA ASTM C31 and C172 I 4x8 L70500 ( 1_ 4x8 [ 4x8 Actual I Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 67510 I 66070 65915 I 4.011 12.71 I 4.03 I 4 03 I 4.03 RECEIVED NT/ ?T'E'S Project No: T6109 Issued on: 11/06/06 Sample Set ID: 12208 Permit # (s): D06 -073 Original: IV Revised: Surface Strength (psi) Failure Code 12.63 12.76 12.76 L 5580 5290 5180 5170 Reviewed by: ca,. Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 •'recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engines, Inc Tacoma 10029S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,856.0 1,472.0 210.0 515.0 50.0 NA lbs lbs lbs lbs oz NA I NA NA • MTE 1050-1c, Rev 2. 10(181 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) Water /Cement Ratio: (Placement Location and Notes: 1 Set III: Slab on grade K6- N/2.8 -6, J.2- K/1 -2.8, T- Z/1 -2.8. Sampled at 270 cubic yards with 0 gallons of water added to a full load at 9:00am. 375 cubic yards total placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample • Lab a Date Tested Age Size (in) Load (Ibs) Dia (in) 10/07/06 L 0/07/06 10/07/06 10/07/06 Remarks: 68 °F 0.398 0125 1 0125 1 0125 L 0125 I Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 55 °F Partly Cloudy Concrete Miles Sand & Gravel 116850 154cds3 ( Initial Storage Temp. I (ASTM C31) NR Slump (ASTM C143) 6.5" L8193 1 8194 I 8 195 1 8196 10029 S. Tacoma Way NOV NOV ite E -2 _ 1'lt,� Tacoma WA 98499 ph 253.584.3720 CONCRETE LABORATORY TEST REPO oPmEN 283.584.3707 L 10/14/06 I 11/04/06 1 11/04/06 1 11/04/06 1 Inspector(s): Sanborn, D. Tested by: Simmons, N. 28 1281 FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 10/08/06 4x8 28 _1L4 x_85 1 4x8 4x8 I 1 77540 1 RECEIVED Tacoma Project No: T6109 Issued on: 11/06/06 Sample Set ID: 12207 Permit # (s): 1)06 -073 Original: V Revised: ❑ Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Required Strength (fc): 3000 psi @ 28 days Surface Strength (psi) Failure Code L59905 _I 4.01 11 12.63 r 4740 11 4.03_ J1 12.76 1_1_080_1 I 76660 1L4.03 1 12.76) 6010 7r NA 7676 a.0�L:12.76 II 6020 Reviewed by: a a D bom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed M accordance with applicable ASTM's except C 10.1.2 "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 1,852.0 lbs 1,476.0 lbs 210.5 lbs 529.5 lbs 50.0 oz NA NA PATE 1050 -1C, Rev 2, 10/1W MAYES TESTING ENGINEERS, INC Project Name: Site Address Client: Engineer. Contractor: Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID: 69 °F Water /Cement L0/09/06] L0124 [10/09/06 L10/09 /06 10/09/06 Remarks: 0.472 0124 0124 0124 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 61 °F Clear Concrete Miles Sand & Gravel 116902 025506G3 Sample Temp. Initial Storage Temp. I Entrained Air (ASTM C1064) (AS C31) ' (AS C231) [Placement Location and Notes: 8208 I 8209 8210 8211 j CONCRETE LABORATORY TEST REPi NR NR Ratio: Slump (ASTM C143), I Sample(s) Rec'd: 5 25" Garage 'B' columns at main floor for the following locations. A and 8/6, A,B and D/3 and A/1. Sampled at 10 cubic yards with 5 gallons of water added at 2:30pm. 15 cubic yards total placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample a Lab I Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 10/16/06 11/06/06 11/06/06 11/06/06 Inspector(s): Sanbom, D. Tested by: Harlin, S. 7 28 28 28 FIELD DATA ASTM C31 and C172 10/10/06 4x8 4x8 4x8 Actual 45960 I 4 x 8 II 67650i 61190 160080 RECEIVED FYI Project No: Issued on: Sample Set ID: Permit # (s): 006 -073 Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Glenium Required Strength (Pc): 4000 psi @ 28 days 4.01 4.00 4.00 4.00 L12.63 12.57 52 12.57 Jj 3640 5380 I 4870 Reviewed by: a nis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 90499 ph 253.594.3720 fax 253.584.3707 T6109 11/08/06 12212 Weight (per cu.yd) 1,854.0 lbs 1,476.0 lbs 242.0 lbs 513.0 lbs 30.8 oz 16.0 oz NA NA NA • • MI5 1050 -IC, Rev 2, 10/10/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : [Water/Cement Ratio: [ Slump (ASTM C143) Placement Location and Notes: Set II: Slab on grade K6- N/2.8 -6, J.2- K/1 -2.8, T- Z/1 -2.8. Sampled at 130 cubic yards with 0 gallons of water added to a full load at 7:40am. 375 cubic yards total, placed by pump and mechanically consolidated. Date Made Sample a Lo123J 10/07/06 L0 /07/06 (10/07/06 L10/07/06J Remarks: Sample Temp. (ASTM C1064) 0.408 0123 0123 I 0123 1 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 55 °F Partly Cloudy Concrete Miles Sand & Gravel 116836 154cds3 I 'Initial Storage Temp. � (ASTM C31) 70 °F NR NR Lab a 8189 8190 8191 8192 1 6.25" �� CO F MMUNITY CONCRETE LABORATORY TEST REPORT LOPMEN COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) 10/14/06 11/04/06 11/04/06 11/04/06 Inspector(s): Sanbom, D. Tested by: Simmons, N. ) 71 28 I? FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) 1 Sample(s) Recd: 10/08/06 4x8 58505 L2J 4x8 715151 4x8Li 4x8 I 70995 72010 Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Required Strength (ft): 3000 psi @ 28 days 4.01 I 4.03 4.03 1 4.031 RECEIV icon S. Tacoma Way t ;2i _ ,, / 1!; Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6109 Issued on: 11/06/06 Sample Set ID: 12206 Permit # (s): D06 -073 Original: Revised: El Surface Strength (psi) Failure Code 12.63 12.76 12.76 12.76 j 4630 5610 5570 5650 Reviewed4y: W D nis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - 'recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 1,856.0 lbs 1,485.0 lbs 210.0 lbs 514.5 lbs 50.0 oz LNA J' NA NA NA • • PATE 1050.1C, Rev 2, 1011W MAYES RECEIVED TESTING ENGINEERS, INC CO MMUNITY CONCRETE LABORATORY TEST np(g LOt?aQENT Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID : 53 °F Partly Cloudy Concrete Miles Sand & Gravel 175077 154cds3 Sample Temp. initial Storage Temp. (ASTM C1064) (ASTM C31) 68 °F NR [Water /Cement Ratio: 1 L Slump (ASTM C143) 0.437 5.5" [Placement Location and Notes: Set I: Slab on grade K.6- N/2.8 -6, J.2- K/1 -2.8, T- Z/1 -2.8. Sampled at 80 cubic yards with 13 gallons of water added to a full load at 6:40am. 375 cubic yards total , placed by pump and mechanically consolidated. Date Made Sample a 0122 I 10/07/06) 0122 j 0122 Remarks: 10/07/06 10/07/06 10/07/06 1 0122 1 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab I Date Tested Age Size (in) Load (lbs) Dia (in) 8185 + 8186 8187 1 8188 10/14/06 11/04/06 11/04/06 11/04/06 Inspector(s): Sanborn, D. Tested by: Simmons, N. I Entrained Air (ASTM C231) NR l Sample(a) Recd: 10/08/06 7 L2 1 281 28 FIELD DATA ASTM C31 and c172 4x8 4x8 1 4x8 4x8 Actual 56255 71740 I 71680 73015j Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Required Strength (Pc): 3000 psi 28 days 4.01 1 4.03 4.03 I 4.03 I Project No: T6109 Issued on: 11/06/06 Sample Set ID: 12205 Permit # (s): D06 -073 Original: Revised: Surface 12,63) 12.76 1 12.76 12.76 Strength (psi) Failure Code 4450 5620 I 5620 5720 Reviewed by: 6y- Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information M this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,856.0 lbs 1,478.0 lbs 225.0 lbs 515.0 lbs 50.4 oz NA NA NA NA • IRE 1050-1 C. Rev 2, 10/181 MAYES TESTING ENGINEERS, INC NOV 0 d 206 Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather. Product Supplier: Ticket Number : MixDesign ID : Sample Temp. Initial Storage Temp. Entrained Ai r (AS C1 I (ASTM C31) I (AS C2 I 72 °F NR NR `Water /Cement Ratio: 1 Slump (ASTM C143) 1 1 Sample(s) Rec'd: 10/06/06 10/06/06 L10/06 /06J Remarks: 0.414 Placement Location and Notes: Shear wall at line A/4.8 -5.3, columns at A -4, B/4 and 5, D/4 and 5, and E -5. Sample taken at truck discharged at 11 cubic yards of 77 cubic yards total. Time: 12:45pm. Date Made Sample a Lab a 8146 10/06/06) 0121 0121 0121 1 0121 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 62 °F Rain Concrete Cadman 674236 631081R 8147 8148 8149 ! 4.5" COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface H10/13/06 11/03/06 1 11/03/06 11/03/06 7 28 28 Del Inspector(s): Sanbom, D. Le, O. Tested by: Le, O. FIELD DATA ASTM C31 and C172 10/07/06 4x8 4x8 4x8 4x8 Actual 68870 j 82280 92460 93680 RECEIVED Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II Glen 3030 WRA Required Strength (fc): 5000 psi g 28 days 4.00J1 12.57 4.01 4.01 4.01 Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: f Revised: El 12.63 L12.63 I 12.63 I Strength (psi) Failure Code 5480 6520 7320 7420 Reviewed 4 De nis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies ony to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 11/06/06 12209 Weight (per cu.yd) 1,474.0 lbs 425.0 lbs 1,372.0 lbs 249.0 lbs 86.0 lbs 516.0 lbs 10.2 oz 28.4 oz NA NA NA NA DATE 1050 -18. Rev 2. 10/181 • MA YES Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : 0.414 L Placement Location and Notes: Date Made Sample M Lab A 8272 8273 1 0127 x10/10/06 0127 I Remarks: 10/10/06 1 10/1 0/06 I 10/10/06 0127 1 0127 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 70 °F Clear Concrete Miles Sand & Gravel 116921 026506G3 8274 1 8275 RECEIVED TESTING ENGINEERS, INC OCT 2 4 2006 - - COMMUNITY - ............... „_ ..... DEVELOPMENT CONCRETE LABORATORY TEST REPORT 8 " 10/17/06 1 11/07/06 11/07/06 11 /07/06 Inspector(s): Sanborn, D. Tested by: Le, Q. 7 128 L?J 28 FIELD DATA ASTM C31 and C172 Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) 69 °F NR NR Water /Cement Ratio: Slump (ASTM C143) [ Sample(s) Recd: I 10/11/06 Columns main floor at G and K/5, D,G and J /5. Shearwall at C -E/6. Sampled at 40 cubic yards with 0 gallons of water added to a full load. 40 cubic yards total placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM C39, 01231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code L 4 x 8 57880 4x 8 — IL ( 4x8 1 4x8 Design Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement Polyheed Glenium Required Strength: 4000 psi © 28 days 4.02 0.00 I I 0.00I I0.00 Project No: T6109 Issued on: 10/19/06 Sample Set ID: 12229 Permit # (s): D06 -073 Original: V Revised: fl 12.69 Reviewed by: 4560 Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C 10.1.2 • "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 5. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,830.0 lbs 1,410.0 lbs 253.0 lbs 611.0 lbs 36.0 oz 18.0 oz NA NA I NAJ NA • MTE Form #150, Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC OCT 2 4 2006 COMMUNITY .mss . DEVELOPMENT Project Name: Site Address: Client: Engineer Contractor. Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 69°F Water/Cement Ratio: 0.472 61 °F Clear Concrete Miles Sand & Gravel 116902 025506G3 f Initial Storage Temp. (ASTM C31) NR I Slump (ASTM C143) 5.25" Placement Location and Notes: Date Made Sample # Lab • Remarks: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction FIELD DATA ASTM C31 and Cm Actual Entrained Air (ASTM C231) NR Sample(s) Recd: Project No: T6109 Issued on: 10/19/06 Sample Set ID: 12212 Permit # (s): 006 -073 Original: 1,60 Revised: Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Glenium Required Strength: 4000 psi 0 28 days 10/09/06 II_ 0124 11 8208 II 10/16/06 1I 7 _][ 4X8 1f 45960 II . 4.01 11 12.63 II 1 10/09/0611 0124 I 1 8209 IF 11/06/06 J[ 28 1 1 _ 4 x8. 1f 1 1 . 0.00 I 1 0.00 II 10/09/06 II 0124 II 8210 II 11/06/06 11_2611114n II 11.0.. 00 II a00 11 1 10/09/06 11 0124 1 1 8 2 1 1 1 1 11 /06/06 28 if _ 4 x 8 1 1 I f OM _i l _ 0.00 I I Inspector(s): Sanbom, D. Reviewegpy: Tested by: Quehl, D. 1 1 r 4, 3640 Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Infonnaaon in this report applies only to the actual samples tested and Mall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,854.0 lbs 1,476.0 lbs 242.0 lbs 513.0 lbs 30.8 oz 16.0 oz Garage 'B' columns at main floor for the following locations. A and B/6, A,B and D/3 and A/1. Sampled at 10 cubic yards with 5 gallons of water added at 2:30pm. 15 cubic yards total placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code NA NA NA N WE Form M150 Rev 0 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer. Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) 68 °F Water /Cement Ratio: 0.462 I [Placement Location and Notes: Date Made Sample # I 10/10/06 10/10/06 10/10/06 10/10/06 Remarks: 0122 0122 I 0122 0122 39 °F Clear Concrete Cadman 674773 581081R 8268 I 8269 8270 8271 I! 11/07/06 Inspector(s): Sanbom, D. Tested by: Le, Q. DEVELOPMENT CCOMMUNITY CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143)' 5.25" 10/17/06 11/07/06 11/07/06 FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) 7 28 I 28 28 NR Sample(s) Rec'd: 10/11/06 3RD floor column/piers at G, H and J/3 and 4, L/2 and 5, and G/2 and5. 7 cubic yards total placed by pump and mechanically consolidated. Sampled at 7 cubic yards with 0 gallons of water added. Sampled at 6:45am. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab 0 Date Tested Age Size (in) Load (Ibs) Dia (in) 4x8 4x8 4x8 I 4x8 52890 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II Polyheed Glen 3030 Delvo Required Strength: 4000 psi @ 28 days 4.02 L0.00 1 I 0.00 j 0.00 1 1 0.00 RECEIVED OCT 2 4 2006 Project No: T6100 Issued on: 10/19/06 Sample Set ID: 12228 Permit # (s): 006 -072 Original: Revised: 0 Surface Strength (psi) Failure Code 12.69 0.00 0.00 I 4170 Review�Qby: g / .y ) a nnis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 256584.3720 fax 253.584.3707 Weight (per cu.yd) 1,469.0 lbs 465.0 lbs 1,391.0 lbs 253.0 lbs 80.0 lbs 468.0 lbs 20.1 oz 12.1 02 19.1 oz NA NA NA • • MTE Form *150, Rev 0 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address Client Engineer. Contractor. Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) 75 °F NR NR Water/Cement Ratio: 1 09/18/06 1 09/18/06 1 09/18/06 I Remarks: 0.397 Placement Location and Notes: Shearwalis (level 2 -3) at building lines AB.3/6. Columns (level 2 -3) at lines B, C, D, E, F/2. Cast at 5 cubic yards at 7:00am. Date Made Sample* L09/18/06 0103 0103 0103 0103 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 61°F Rain Concrete Cadman 667571 631081R Initial Storage Temp. (ASTM C31) I Slump (ASTM C143) I Lab* 7259 7260 7261 7262 RECEIVED OCT 2 4 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT 6" 09/19/06 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (In) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code I_ NA J 09/25/06 10/16/06 10/16/06 10/16/06 Entrained Air (ASTM C231) Sample(s) Rec'd: 7 I 28 I I 28 I I28I Inspector(s): Robinson, T. Le, Q. Tested by Quehl, D. FIELD DATA ASTM C31 and 0172 Actual 4x8 4x8 4x8 4x8 59840 I 84275 78035 I 70885 4.02 4.01 I 4.01 I 4.01 Project No: Issued on: Sample Set ID: Permit # (s): D06 -072 Original: RR' Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash HRWRA MRWRA Cement —Type I & II Required Strength: 5000 psi @ 28 days 12.69 12.63 1 12.63 1 12.63 4710 6670 6180 Reviewed by: _ _ - a Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - 'recording field temperature Information in this report applies only to are actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.5841707 T6100 10/19/06 11978 Weight (per cu.yd) 1,467.0 lbs 421.0 lbs 1,380.0 lbs 238.0 lbs 86.0 lbs 10.1 oz 28.4 oz 514.0 lbs NA I NA NA DATE Form #150, Rev 3.7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 71 °F Water /Cement Ratio: 0.516 56 °F Cloudy Concrete Cadman 671834 551081R Initial Storage Temp. (ASTM C31) 7 ' Placement Location and Notes: Date Made Sample a 09/29/06 11 0116 11 7775 11 09/29/06 11 0 116 11 7776 11 1 09/29/06 11 0116 i t 7777 H 09/29/0611 0116 H 7778 11 Remarks: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Entraine Air (ASTM C231) mom NR NR FIELD DATA ASTM C31 and C172 Actual Slump (ASTM C143) f Sample(s) Rec'd: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab a Date Tested Age Size (in) Load (Ibs) Dia (in) 10/07/06 1 1 8 1 1 , 4 x 8 11 62250 1 1 4.01 I I 10/27/06_ I I.28. 11. 4 x 10n7106 11 28 11 4:X 8 10127/06 is I I Az 8 Inspector(s): Sanbom, D. Le, Q. Tested by: Gordon, M. I f - 11 - 0.00 II If Il. o.00 II II HI o.00 ll 12.63 11 0.00 o.00 II o.00 H Project No: Issued on: Sample Set ID: Permit # (s): 006-073 Original: VI Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement — Type I & it WRA Glen 3030 09/30/06 Required Strength (t'c): 3000 psi @ 28 days Reviewed by: ait Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM SW. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes testing Engineers. Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.5843720 fax 253.584.3707 T6109 10/11/06 12103 Weight (per cu.yd) 1,521.0 lbs 395.0 lbs 1,393.0 lbs 266.0 lbs 77.0 lbs 439.0 lbs 21.0 oz 13.0 oz Set IV: Garage B slab on grade at E.5- K.5/2.8 -6 and tie beams. Samples taken at truck discharged at 308 cubic yards at 441 cubic yards total. Concrete placed by pump and mechanically consolidated. Surface Strength (psi) Failure Code 4930 NA H NA NA NA WE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : r Sample Temp. (ASTM C1064) 67 °F 1 Water /Cement Ratio: 'Placement Location and Notes: 10/02/06 Li0/02/06 10/02/06 0.517 0117 L10/02/06J L oil 7 Remarks: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 45 °F Clear Concrete Cadman 6672253 551081R Initial Storage Temp. I Entrained Air (ASTM C31) (ASTM C231) NR [Slump (ASTM C143) Date Made Sample # Lab # L 0117 ] [ 7 0117 L7854 7855 10/30/06 852 10/09/06 7853 [ 10/30/06 10/30/06 6" 10/03/06 28 I 28 j FIELD DATA ASTM C31 and C172 2811 4x8 Inspector(s): Sanbom, D. Le, Q. Tested by: Le, Q. Actual NR Samples) Recd: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement Glen 3030 WRA Required Strength (1%): 3000 psi @ 28 days Set I: Slab on grade at grid line F.5/1 -3 to line 3 /F.5 -K to line K/3 -2 to line 2/K -J to J/2 -1 to line 1 /J -F.5. Sample taken at truck discharged at 32 cubic yards of 206 total cubic yards placed at 6:25am. COMPRESSION TEST RESULTS (ASTM C39 C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code [7 11_4 x 8 1 j 67520 4.01 L12.63 5350 ? r NA _ .. J' 4x8 IL JL0.00 0.00 IL— U NA J" 4x8 H I O.O0_L0.00 r NA _ J � NA J" 0.00 0.00 Project No: Issued on: Sample Set ID: Permit # (s): D06-073 Original: Revised: ❑ Reviewed by: Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 10/10/06 12122 Weight (per cu.yd) 1,470.0 lbs 463.0 lbs 1,377.0 lbs 273.0 lbs 58.0 lbs 470.0 lbs 13.2 oz 20.3 oz ( MTE Form #150. Rev 3.7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70 °F Water /Cement Ratio: 0.539 CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 46 °F Clear Concrete Cadman 6672298 551081R Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 7" { P la cement Location and Note Sample(s) Recd: Set II: Slab on grade at grid line F.5/1 -3 to line 3 /F.5 -K to line K/3 -2 to line 2 /K -J to J/2 -1 to line 1 /J -F.5. Sample taken at truck discharged at 116 cubic yards of 206 total cubic yards placed at 7:50am. Date Made Sample # Lab # Date Tested 10/02/06 0118) 7856 1 10/09/06 H10/02/06 1_0118J { 7857 10/30/06 [28 10/02/06 1 0118 L 7858 10/30/06 1 r 7859 10/30/06 icilovosjL 0118 Remarks: Inspector(s): Sanborn, D. Tested by: Le, Q. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Age Size (in) 7 28 28 Le, Q. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR 10/03/06 Actual 4x8 9890 ][ 4.01 1 4x8 i( 1 0.00JL0.00 4 x 8 J { 0.00 0.00 4x8 n x0.00 I[0.00 Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement Glen 3030 WRA Required Strength (fc): 3000 psi @ 28 days Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 12.63 / 006-073 Reviewed�by: 't / � ► r Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 10/10/06 12123 Weight (per cu.yd) 1,522.0 lbs 394.0 lbs 1,384.0 lbs 280.0 lbs 78.0 lbs 441.0 lbs 13.4 oz 21.3 oz 4740 1 NA 1* NA 1" 1L NA • MTh Fern, #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address' Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier, Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 1 10/02/06 1 10/02/06J Remarks: 70 °F Water /Cement Ratio: 0.421 Date Made Sample # [ 10/02/06 P. 0119 10/02/061 0119 0119 0119 67 °F Sunny Concrete Miles 174645 154CPS3 Slump (ASTM C143) 6 CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Inspector(s): Sanbom, D. Le, Q. Tested by: Le, Q. FIELD DATA ASTM C31 and C172 10/03/06 Actual Initial Storage Temp. I Entrained Air (ASTM C31) (ASTM C231) NR Sample(s) Recd: Project No: T6109 Issued on: 10/10/06 Sample Set ID: 12124 Permit # (s): Original: Ve Revised: Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Required Strength (fc): 0.00 Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 D06 -073 Weight (per cu.yd) 1,860.0 lbs 1,478.0 lbs 217.0 lbs 516.0 lbs 50.0 oz !Placement Location and Notes: p 4000 psi r.. 28 days Set III: Grade beam at N/2.8 -4.2 and elevator pit. Sample taken at truck discharged at 12 cubic yards of 57 cubic yards total placed at 12:40pm. 5 gallons of water added onsite. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 7860 10/09/06 7 4 x 8 [ 49610j i 4.01 11_12.63_1 3930 J1 NA 7861 ! 10/30/06_11_4A x 8 1 [ J i 0.00 I L0.00J [ 11 NA 1. L 7862 1 10/30/06) 28 _I L_ 4 x 8 _ 1 1 - - - 1 0.00 1 0.00 Jr [_7863 1 10/30/06 28] 1 4 x 8 H 0.00 NA • [ NA 1' Reviewed by: Dennis Sanborn Sas n Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MrE Farm #150, Rev 3. 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer Contractor: Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Placement Location and Notes: Date Made Sample 0 Lab a L09/29/06_1_0113 09/29/06 09/29/06) 1 09/29/06 I Remarks: 0.508 5.5" 0113 0113 0113 54 °F Clear Concrete Cadman 671724 551081R 7763 10/07/06 7764 ' [ 10/27/06 7765 7766 10/27/06 I CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction S to tial Stoemp. Entir (AST M C1 Temp. I (ASTM rage C31 ASTM rained C23 72 °F NR NR I Water /Cement Ratio: i Slump (ASTM C143) `r Sample(s) Rec'd: i COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 10/27/06 28 128 Inspector(s): Sanbom, D. Le, Q. Tested by: Gordon, M. FIELD DATA ASTM C31 and C172 Actual 09/30/06 4 x 8 ' 1 60035 !. 4.01 j [T2.63 L 2J 4 x 8 1 0.00 [_0.00 4x8 1 4x8 i Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II WRA Glen 3030 Required Strength (fc): 3000 psi @ 28 days 0.00 0.00 J Project No: T6109 Issued on: 10/10/06 Sample Set ID: 12100 Permit # (s): Original: el Revised: ❑ 0.00 0.00 1 Reviewed by: P a- Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 D06 -073 Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. Weight (per cu.yd) 1,523.0 lbs 360.0 lbs 1,397.0 lbs 263.0 lbs 78.0 lbs 440.0 lbs 21.0 oz 12.0 oz Set I: Garage B slab on grade at E.5- K.5/2.8 -6 and tie beams. Samples taken at truck discharged at 43 cubic yards at 441 cubic yards total at 4:47am. Concrete placed by pump and mechanically consolidated. Strength (psi) Failure Code 4750 L NA n NA 1` NA L NA h PATE Form 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74 °F [Water /Cement Ratio: �r- 0.477 [ Location and Notes:' Date Made Sample # Lab # 09/07/06 09/07106] 09/07/06 09/07/06 Remarks: 0002 0002) 1 0002 I 0002 78 °F Sunny Concrete Cadman 664621 551081R Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 5.5" 6905 L09/15/06_1 6906 1 6907 1 6908 Inspector(s): Robinson, T. Tested by: Gordon, M. CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 10/06/06 10/06/06 10/06/06 FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) 8 29 29 29 NR Sample(s) Rec'd: 09/08/06 Garage B pile caps at building lines: D -F, H-J /1. Cast at 16 yards at 4:00pm. 4x8 4x8 4x8] 4x8 L53380 81620 76690 1 80140 I Project No: T6109 Issued on: 10/10/06 Sample Set ID: 11888 Permit # (s): Original: Ei Revised: ❑ Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement –Type I & II HRWRA MRWRA Required Strength (Cc): 3000 psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 4.02 4.02] 1 4.02 4.02 12.69 12.69 1 12.69 12.69 Reviewed by: D06 -073 6040 6310 Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. 1,524.0 396.0 1,401.0 247.0 79.0 439.0 13.4 21.4 Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) I 4210 NA 6430 1 r NA lbs lbs lbs lbs lbs lbs oz oz I NA NA • POE Firm #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 66 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA 006 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 10 -10 -06 Clear Reinforced Concrete (4) 4 x 8" MTE inspector arrived on site and continued inspections for shear wall at C -E/6 and columns at G /5, K/5, D, G and J /5, all main floor to 2 floor. Resteel was inspected for size, grade, lap spacing and clearances. After minor corrections all was per plans and/or engineers directive. Monitored placement of 40 cubic yards of Miles Sand and Gravel Concrete Mix # 026506G3 (4,000 psi), which was placed by pump and mechanically consolidated. One set of samples was cast for laboratory analysis. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: RECEIVED OCT 2 6 2006 CO MMUNITY D EVELOPMENT Everett Office 917 -134th Street SW Suite A - Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 INSPECTORS: Dennis Sanborn Ron Ferrell -Wyman Sanborn, Branch Manager . MAYES TESTING ENGINEERS, INC RECEIVED OCT 2 6 2006 CONCRETE LABORATORY TEST Rt �ENT Project Name: Site Address: Client Engineer. Contractor: Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID: Sample Temp. I (ASTM C1064) 75 °F Water/Cement Ratio: 0.503 ,Placement Location and Notes: Set III: Slab on grade at building lines A- E.514 -6. Cast at 220 cubic yards at 8:50am. Date Made Sample I Lab 09 /25/06 09/25/06 09 /25/06 I 09 /25/06 Remarks: 0112 0112 L0112 0112 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65 °F Sunny Concrete Cadman 669940 551081R Initial Storage Temp. I Entrained Air (ASTM C31) (ASTM C231) NR NR Slump (ASTM C143) I COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) . Dia (in) Surface 7554 I' 10/02/06 7555 i 1 10/23/06 10 /23/06 110 /23/06 I 7556 I 7557 I Sample(s) Recd: 7 28 28 28 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. FIELD DATA ASTM Cal and C172 Actual 09/26/06 4x8 J 4x8 j I 4x8 4x8 50430 73710 70660 1 71850 Project No: T6109 Issued on: 10/23/06 Sample Set ID: 12048 Permit # (s): D06 -073 Original: W Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA Required Strength: 3000 psi € 28 days L4.01 1112.63 4.02 4.02 I 4.02 12.69 12.69 12.69 5810 5570 1 5660 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,524.0 lbs 400.0 lbs 1,394.0 lbs 261.0 lbs 79.0 lbs 440.0 lbs 13.0 oz 21.5 oz Strength (psi) Failure Code 3990 NA NA NA NA Reviewed by: 4.v n Dennis Sanborn Branch Manager MTE ram 6150, Rev 3, 7.0 • MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. Initial Storage Temp. J F Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) i Water /Cement Ratio: 0.506 Placement Location and Notes: 09/25/06 Remarks: 0111 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 63 °F Sunny Concrete Cadman 669876 551081R 73 °F NR l Slump (ASTM C143) 6 RECEIVED OCT 2 6 20U6 COMMUNITY CONCRETE LABORATORY TEST REP aOPM T Inspector(s): Robinson, T. Le, O. Tested by: Le, O. FIELD DATA ASTM C31 and C172 Actual NR Sample(s) Rec'd: 09/26/06 Set II: Slab on grade at building lines A- E.414 -6. Cast at 126 cubic yards at 7:40am. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab A Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 09/25/061F0111 I f 7550 10/02/06 L 7 I 4 x 8 1 52625 I 4.01 H12.63 4170 ir NA j' 09/25/06 0111 7551 ! 10/23/06J 28 4 x 8 I l 71600] 4.02 12.69 5640 NA ]' L I L_0111 7552 10/23/06 L2J r 4 x 8 1 75910 14.02) J 12.69i fl 5980 NA I 7553 H 10/23/06 r28] r 4 x 8 1 69980 I 14.02J1 12.69 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash HRWRA MRWRA Cement —Type I & II Required Strength: 3000 psi @ 28 days Project No: T6109 Issued on: 10/23/06 Sample Set ID: 12047 Permit # (s): D06 -073 Original: r � Revised: 5510 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,523.0 lbs 398.0 lbs 1,391.0 lbs 261.0 lbs 77.0 lbs 13.5 oz 21.3 oz 439.0 lbs Reviewed by: 4 Dennis Sanborn Branch Manager MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 75 °F {Water /Cement Ratio: 0.499 Placement Location and Notes: Set I: Slab on grade at building lines A- E.4/4 -6. Cast at 21 cubic yards at 6:15am. Date Made Sample # Lab # 09/25/06 L09/25/06 L09/25/06 09/25/06 Remarks: 0110 7546 0110 H 01:W1 011 o_ CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 60 °F Sunny Concrete Cadman 669829 551081R Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 4.5" Date Tested Age 10/02/06 7547 t 1 10/23/06) L28 L 10/23/06 10/23/06Jr8 7548 7549 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 09/26/06 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 7 28 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. FIELD DATA ASTM C31 and C172 4x8 4x8 4x8 Actual 83950 1 79570 Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II IiRWRA MRWRA Required Strength: 3000 psi @ 28 days 4 x 8 1L56945 i 4.01HL12.63 !I 4510 NA f" r 82790 4.021 IL 6520 d NA 1" 1 6610 1 4 02 1 4.02 RECEIVED Tacoma OCT 2 6 200fg � E . Tama way COMMUNITY Tacoma WA 98499 DEYELOPIIOENT fa 253.594.3 Mz 253 12.69 L12.69 6270 d Reviewed by: a „ Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. T6109 10/23/06 12046 Weight (per cu.yd) 1,520.0 lbs 398.0 lbs 1,393.0 lbs 261.0 lbs 84.0 lbs 439.0 lbs 13.8 oz 21.2 oz NA MTE Form 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC. RECEIVED Everett Office 917-134th th eet SW - , . ^n Suite A - 1 Everett, WA 98 r""" - - N 2 6 °5 ph 425 7429380 NI MTE NO: 76100 11 CpMMUN1vT fax 425.745.1737 PROJECT: SOUTHCENTER MALL PARKING GARAGES r "PM Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tukwila, WA Tacoma, WA 98499 PERMIT NO: D06 -072 r Portland Office Page 130 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner Westfield America ph 503.281.7515 Architect: FSI Architects lax 503.281.7579 Engineer, Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -18-06 Weather. Rain Inspection: Structural Masonry and Epoxy Samples: N/A MTE inspector arrived on site and inspected the epoxy installations of #4 wall dowels with 4.5° embedment into the 3 floor BMU wall and the adjacent precast spandrel on building grids J/6 as per RFI 0114. Holes were verified for depth, spacing, diameter and cleanliness, prior to the application of Simpson Set 22 Epoxy Adhesive and the insertion of the required bar. No exceptions noted. Masons were laying blocks around the elevator core on the northeast of the building with wet weather practices being facilitated due to the wet weather today. Precast spandrels were hung along the east side of the parking garage, and the iron erectors were working on the southwest stairwell. Work is still in progress. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Yavita Kotomaimoce MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 129 Owner: Architect: Engineer: Contractor: Date: Weather. Inspection: Samples: T6100 SOUTHCENTER MALL PARKING 633 Southcenter Mall Blvd Tukwila, WA D06 -072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila 10 -17 -06 Partly Sunny Structural Masonry and Reinforced Concrete (7)4x8 RECEIVED OCT 2 6 2006 COMMUNITY DEVELOPMENT GARAGE A INSPECTOR: Yavital,otamaimo Reviewed by: Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 lax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 MTE inspector arrived on site and performed the reinforcing steel inspection at the following building locations: 1. Beam 28 on the 3 tri floor, along N line & the portion of the wall east and west of the beam. 2. Stem wall on the 3 floor, along building grids N/1 -1.4. 3. Concrete piers on building grids C /2, C /3, C /4, C /5, D /3, D /4, E/3, E/4, F /3, F /4, K/3 and K/4. 4. Topping slab (4° thick) around the stairwell, on the northeast section of the 3 floor. 5. Pour strips on the 3 floor, plus the beams within the pour strip. Non - conforming items were corrected prior to concrete placement. Observed the placement of Cadman Concrete Mix #661218 (5,000 psi), which was placed and mechanically consolidated into the listed locations above. A composite sample was taken, tested and (7) 4 x 8" cylinders were prepared to be laboratory cured, for compressive strength analysis. Three of the compressive test specimens will be field cured, to determine the time for the formwork to be removed. Monitored the grouting of the following CMU /BMU walls at the following building grids: 1. N/1 -1.4 elevation +10' -0" to +15' -0" from the top of the slab on grade. 2. N/1.7 -2.3 elevation 3 floor slab to top of wall. 3. N/2.8 -3 elevation +5'-0" to +10' -0" from the top of the slab on grade. 4. N/4 -4.2 elevation +5' -0" to +10' -0" from the top of the slab on grade. 5. N/4.7 -4.2 elevation 3 floor slab to top of wall. 6. 1/L.5 -N elevation 3` floor slab to top of wall. Stoneway Grout Mix was placed by pump and mechanically consolidated. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. is Sanborn, Branch MAYES TESTING ENGINEERS, INC. RECEIVED OCT 2 6 20U6 MTE NO: T6100 DEVELOPMENT PROJECT: SOUTHCENTER MALL PARKING GAR A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 128 Owner Westfield America Architect: FSI Architects Engineer Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -17 -06 Weather. Partly Sunny Inspection: Structural Steel Samples: N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 lax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite for visual welding inspections. Inspected brace frame (BF) welding for stair canopy at level 3 L- K/5.6 -6. Base plate to column/gusset, brace to gussets at floor level, diagonal braces were found to be per plan, visually acceptable per AWS D1.1 -06 after correction for missing weld at gusset to brace lower inside at U5.6. Upper connections and bolting was not inspected. Inspected welding for spandrel panels at level 3 and level 2 along (A) line at A level 3 A/4, one slab embed plate is missing at top of slab. (B) At level 2 A/5, one beam embed is missing to complete inspections. All other welds were visually acceptable per plans and AWS D1.1 -06. All welding was performed by WABO certified welders. PRELIMINARY: 1. Canopy upper connection for welding and bolting not inspected at level 3 -stair canopy L- K/5.6-6. 2. Missing one each at level 3 A/4 and one each embed at level 2 beam at A/5. Contractor was notified. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Dennis Sanbom • Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 127 Owner: Architect: Engineer: Contractor: Date: Weather. Inspection: Samples: T6100 SOUTHCENTER MALL PARKING 633 Southcenter Mall Blvd Tukwila, WA D06 -072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 10 -11 -06 Sunny Structural Masonry and Resteel N/A RECEIVED cc/ 2 6 2006 COMMUNIT GARAGE vt a i1 E" Everett Office 917 -134th Street SW Suite A-I Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and inspected reinforcing steel at the following building locations: 1. Pier on grids 6/M -M.2 elevation 3 floor to top of the pier. 2. Piers on 3 floor level along 3 & 4 line from grid C to K. The item #1 pier was hand grouted with a site mix grout and mechanically consolidated. Work on pier item #2 is still in progress. The contractor hung the precast panels along the south side of the building and on the 2 and 3 ° floor levels. Iron erectors were standing the canopy steel for the northeast stair wall. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson. City of Tukwila Reviewed by: INSPECTOR: Yavita Kotomaimoce • is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 126 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -10 -06 Weather. Clear Inspection: Reinforced Concrete and Structural Masonry Samples: (4) 4 x 8" RECEIVED 'OCT 2 6 20U6 COMMUNITf DEVELOP'ME -NT Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and verified final clearances for short columns (piers) at G, H & J/3 & 4, L/2 & 5, G/2 & 5 (10 total). Also verified that columns were extended the additional 8" for lighting at L/2 & 5. (Reference previous MTE report). After minor corrections all was found to be per plans. Monitored placement of 7 cubic yards of Cadman Concrete Mix #581081 R, which was placed by pump and mechanically consolidated. One set of 4 x 8" samples was cast for laboratory analysis. Inspected resteel for 8" CMU and brick masonry units at 1 lift elevator walls 2" floor, H.5- J/5.8 -6 (8" CMU), 1 lift elevator walls, shear walls 3'd floor at G- J/5.8 -6 (8" CMU) and brick masonry, shear wall 3 floor at N/4.5 -5 8" CMU and brick masonry piers at 2 floor +4' J.5 -1C816 and added pier at M -M.2/6 to bottom of 3rd floor (temporary pier). Resteel was per plans. Monitored placement of 8 cubic yards of Stoneway Grout Mix #7SK 70/30 #7034, which was placed by pump and properly consolidated. Masons blew a hose and 3 floor shear wall at N/4.5 -5 was only partially grouted. Contractor will resume grouting at another time. Inspected seismic tie installation for brick masonry at 1 floor to +10' at L.7 -N /1. Attachments to wall and wall to BMU were per plan and properly spaced. Structural steel erection began today at 3 floor stair tower at K- L/5.7 -6, work is progressing per plan. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Dennis Sanbom nis Sanborn, Branch Manager MAYES RECEIVED Everett Office TESTING ENGINEERS, INC 917 -134th Street SW r. - •.._ - OCT 2 6 2006 Suite A -1 - Everett, WA 98204 COMMUNITY ph 425.742.9360 MTE NO: 76100 DEVELOPMENT tax 425.745.1737 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tukwila, WA Tacoma, WA 98499 ph 253.584.3720 PERMIT NO: D06 -072 fax 253.584.3707 Portland Office Page 124 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer. Coughlin Porter Lundeen Contractor JTM Construction Date: 10 -12 -06 Weather: Sunny Inspection: Structural Masonry Samples: (3) CMU Prisms MTE inspector arrived on site for structural masonry inspection. Inspected the reinforcing steel at the following building 12" and 8" CMU walls: 1. N2.7 -4.4 2. A/1 -1.3 3. 1/A -B.4 4. Column covers on grids NC, ND, A/E and A/F All wall elevations are from top of the slab (0' -0 ") to +0' -32'. No exceptions noted on the resteel. Monitored the placement of Stoneway Mix #7034, which was poured and mechanically consolidated into the listed wall areas above. Prepared (3) 8 x 8 x 16" grouted prisms, to be laboratory cured for compressive strength analysis. Verified the brick veneer wall ties to the wall along grids 1 /L.8 -N and 6 /G -J, elevation second floor to third floor. Ties were spaced as per structural note #28. Iron erectors were hanging the stairs for the northeast stairwell. Work on this area is still in progress. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Yavita Kotomaimoce Reviewed by: 011 = nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) Water /Cement Ratio: Date Made Sample a 10/17/06 10/17/06 1 10/17/06 I 1 10/17/06 1 10/17/06 1 10/17/06 1 10/17/06 Remarks: 65 °F 0.392 J123 -FC1 0123 -FC 1 0123 1 0123 -Fd 1 0123 1 1 0123 1 0123 I CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A RECEIVED 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 57 °F Clear Concrete Cadman 677354 661281 Initial Storage Temp. (ASTM C31) I NR Slump (ASTM C143) [Placement Location and Notes: 1 8552 8553 8555 1 8554 1 8556 1 1 8557 1 8558 5.5" 10/20/06 10/24/06_) 10/24/06 10/31/06 11/14/06 1 11/14/06 j 11/14/06 Inspector(s): Kotomaimoce, Tested by: Quehl, D. 3I 7 1 14 J 1281 1 28 1 28 nrl 2 E 2006 .11 , .sPM €NT FIELD DATA ASTM C31 and C172 Actual Entrained Air I (ASTM C231) NR Sample(s) Rec'd: 10/18/06 1 Required Strength: 5000 psi 4§ 28 days Closure Strips on Third floor, plus ramp from second to third floor. Piers on third floor, building grids C /2, C /3, C /4, C /5. COMPRESSION TEST RESULTS (ASTM 09, C1231, and C617 when applicable) Lab a Date Tested Age Size (in) Load (Ibs) Die (in) Surface L62650 I 4x8 I 4x8 1 4x8 1 1 4x8 1 4x8 1 1 4x8 1 4x8 I 1 I Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Cement —Type I & II HRWRA 4.00 0.00 0.00 10.001 1 0.00 I 10.00 I0.00 Project No: Issued on: Sample Set ID: Permit # (s): Original: 0 Revised: ❑ 12.57 0.00 0.00 0.00) 0.00 1 0.00 o.00 strength (psi) I 4990 Reviewed by: a . De•. is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 10/24/06 12298 Weight (per cu.yd) 1,436.0 lbs 414.0 lbs 1,345.0 lbs 256.0 lbs 653.0 lbs 39.5 oz Failure Code NA NA NA NA NA NA • • • • • MTE Farm #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. I (ASTM C1064) 73 °F Water /Cement Ratio: 0.387 1 Placement Location and Notes: Date Made Sample a Lab It 09 /22/06 09 /22/06 109 /22/06 I 09 /22/06 Remarks: 0109 1 0109 I 1 01 09 1 0109 I CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 62 °F Partly Cloudy Concrete Cadman 669500 cad-661281 Initial Storage Temp. (ASTM C31) I NR Slump (ASTM C143) 1 7444 7445 7446 7447 7.5" 09 /29/06 10 /20/06 I 10 /20/06 I 10 /20/06 I Sample(s) Recd: 09/23/06 Set V: Level 3/zone 3 slab at building lines F.8- N/1 -3.8. Cast at approximately lines H/1.2 at 409 cubic yards at 10:33am. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C817 when applicable) Date Tested Age Size (in) Load (Ibs) Die (in) 7 28 I28I I28I Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. FIELD DATA ASTM C31 and C172 Actual I Entrained Air (ASTM C231) NR 4x8 I 4x8 I 1 4x8 1 4x8 O CT 26"" taw 111-..-4 NT 1 73340 I 94210 1 88650 I 91585 I Required Strength: 5000 psi lit 28 days 1 4.01 1 4 02 4.02 1 4.02 Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98409 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 10/23/06 Sample Set ID: 12022 Permit # (s): D06 -072 Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA Weight (per cu.yd) 1,436.0 lbs 416.0 lbs 1,343.0 lbs 253.0 lbs 105.0 lbs 548.0 lbs 40.2 oz Surface Strength (pal) Failure Code 1 12.63 I 12.69 1 12.69 1 12.69 I 5810 I 7420 6980 7220 Reviewed by: {�� ,- Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. NA NA NA I NA MTE Fan #150, Rsv 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor: Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : 09/22/06 Sample Temp. I (ASTM C1064) 73 °F Water/Cement Ratio: 0.387 1 Date Made Sample a Lab 0 7440 7441 7442 Remarks: 09/22/06 09/22/06 09/22/06 0108 0108 I 0108 0 108 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 57 °F Partly Cloudy Concrete Cadman 669418 cad -661281 Initial Storage Temp. (ASTM C31) I Slump (ASTM C143) 7443 NR 8" CONCRETE LABORATORY TEST REPORT 09/29/06 10/20/06 10/20/06 10/20/06 I 7 1 28 1 28 28 Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. 09/23/06 I 4x8 4x8 I 4x8 I 4x8 RE GE,ve° 26 2 pti FIELD DATA ASTM C31 and C172 r Actual Entrained Air I (ASTM C231) Sample(s) Rec'd: co tog EN T Placement Location and Notes: Set IV: Level 3/zone 3 slab at building lines F.8- N/1 -3.8. Cast at approximately lines M/2.5 at 304 cubic yards at 9:10am. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C817 when applicable) Date Tested Age Size (in) Load (lbs) Die (in) 72070 95260 90040 I 93165 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA Required Strength: 5000 psi C 28 days 4.01 4.02 4.02 4.02 Project No: T6100 Issued on: 10/23/06 Sample Set ID: 12021 Permit # (s): D06 -072 Original: Se Revised: LI Surface Strength (psi) Failure Code 12.63 12.69 1 12.69 12.69 Reviewed by: 5710 7510 7090 1 7340 O Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 •''recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98099 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,436.0 lbs 416.0 lbs 1,343.0 lbs 253.0 lbs 105.0 lbs 548.0 lbs 40.2 oz ■11 • NA I NA I NA MTE Pam 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. I (ASTM C1064) 09/22/06 09 /22/06 109 /22/06 109/22/06 f Remarks: 73 °F Water/Cement Ratio: 0.381 Placement Location and Notes: 0107 0107 0107 1 I 0107 55 °F Partly Cloudy Concrete Cadman 669353 cad- 661281 7436 7437 I 7438 7439 NR Slump (ASTM C143) 7 " CONCRETE LABORATORY TEST R Southcenter Mall Parking Garage 4SCt ' % 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Initial Storage Temp. I (ASTM C31) Required Strength: 5000 psi € 28 days Set III: Level 3/zone 3 slab at building lines F.8- N/1 -3.8. Cast at approximately lines G13.1 at 220 cubic yards at 7:55am. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample S Lab It Date Tested Age Size (in) Load (lbs) Dia (in) 09 /29/06 10 /20/06 10 /20/06 10/20/06 Entrained Air (ASTM C231) Sample(s) Recd: I 1 7 28 1 I 28 1 28 Inspector(s): Robinson, T. Le, Q. Tested by: Queht, D. OCS 2 cnO4 to t Op1 p EN FI ELD DATA ASTM 031 and C172 Actual NR 09/23/06 4x8 4x8 4x8 I 1 4x8 I 74390] 97210 1 I 96725 1 99080 I 4.01 j 1 4.02 1 4.021 1 4.02 EPORT Project No: Issued on: Sample Set ID: Permit # (5): D06 -072 Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA Surface Strength (psi) 12.63 12.69 1 12.69 12.69 1 5890 1 7660 7620 7810 1 Reviewed by — 4 4 . De is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - 'recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma t0029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 10/23/06 12020 Weight (per cu.yd) 1,436.0 lbs 416.0 lbs 1,338.0 lbs 252.0 lbs 105.0 lbs 556.0 lbs 40.3 oz Failure Code NA NA NA 1 NA " SATE Farm #150, Rev 3. 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor. Air Temperature: Weather. Product Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) I 70 °F Water/Cement Ratio: I Date Made 1 09/22/06) 09/22/06 09/22/06 09/22/06 Remarks: 0.386 Sample a 0106 0106 1 0106 I 0106 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 55 °F Partly Cloudy Concrete Cadman 669295 cad -661281 I nitial Storage Temp. (ASTM C31) NR Slump (ASTM C143)1 7432 7433 1 7434 I 7435 7 " Placement Location and Notes: CONCRETE LABORATORY TEST REPORT (0 10/20/06 10/20/06 10/20/06 Inspector(s): Robinson, T. Le, Q. Tested by: Gordon, M. OC1 FIELD DATA ASTM C31 and 0172 Actual Entrained Air I (ASTM C231) 7 Lai 128 I 28 NR Sample(s) Rec'd: 09/23/06 Set It Level 3/zone 3 slab at building lines F.8- N/1 -3.8. Cast at approximately lines .1/3 at 115 cubic yards at 6:35am. COMPRESSION TEST RESULTS (ASTM C39, 01231, and C617 when applicable) Lab it Date Tested Age Size (in) Load (lbs) Dia (in) 4x8 4x8 4x8 4x8 Re GS IED 2 61006 O B E O P IO ENT 83075 98300 I 98760 100540 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA Required Strength: 5000 pal @ 28 days I 4.01 4.02 I 402 4.02 Project No: T6100 Issued on: 10/23/06 Sample Set ID: 12019 Permit # (s): D06 -072 Original: B Revised: Surface Strength (pal) Failure Code 12.63 12.69 12.69 12.69 Reviewed by: I 6580 7740 I 7780 I 7920 A ennis anbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,436.0 lbs 418.0 lbs 1,343.0 lbs 252.0 lbs 105.0 lbs 548.0 lbs 40.5 oz NA NA NA NA • • MTE Form 0150, Rea, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer, Contractor: Air Temperature: Weather. Product: Supplier. Ticket Number: MixDesign ID : Sample Temp. I (ASTM C1064) Water /Cement Ratio: Placement Location and Notes: 09/22/06 I 1 0105) 09/22/06 1 09/22/06 1 09/22/06 I Remarks: 70 °F 0.386 0105 1 0105 I 1 0105 I CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage P CEt1VED 633 Southcenter Mall Blvd R 2 1006 C o twice MT D Tukwila, WA T / Westfield America - WA c Coughlin Porter Lundeen JTM Construction 53 °F Partly Cloudy Concrete Cadman 669286 cad-661281 Initial Storage Temp. I (ASTM C31) I Slump (ASTM C143) I 7428 1 7429 1 7430 7431 NR 7.25" 09/29/06 10/20/06 10/20/06 10 /20/06 I 7 128 128 28 Inspector(s): Robinson, T. Le, O. Tested by: Gordon, M. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 09/23/06 Set I: Level 3 /zone 3 slab at building lines F.8- N/1 -3.8. Cast at approximately lines L/3.3 at 54 cubic yards at 5:45am. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample a Lab IS Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 4x8 4x8 1 4x8 1 4x8 I Actual 73650 93670 1 97285 I 98900 I Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA Required Strength: 5000 psi @ 28 days 4.01 4.02 1 4.02 1 4.02 I Project No: T6100 Issued on: 10/23/06 Sample Set ID: 12018 Permit # (s): D06 -072 Original: L7 Revised: 12.63 12.69 12.69 I 12.69 I Reviewed by: Strength (psi) Failure Code 5830 7380 7660 7790 Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,436.0 lbs 413.0 lbs 1,343.0 lbs 253.0 lbs 106.0 lbs 549.0 lbs 40.5 oz NA NA I I NA I NA Dennis Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3.7-0 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 RECEIVED Page 65 OCT 2 5 2006 COMMUNITY Owner: Westfield America DEVELOPMENT Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -9 -06 Weather: Clear Inspection: Reinforced Concrete Samples: (4) 4 x 8" MTE inspector arrived on site for continued inspections. Verified final clearances for main floor columns at A & B/6, A, B and D/3 and A/1. Monitored placement of 15 cubic yards of Miles Sand and Gravel Concrete Mix # 025506G3 (4,000 psi), which was placed by pump and mechanically consolidated. One set of 4 x 8" samples were cast for laboratory analysis. Results of the field tests were slump 5' ", concrete 69° and ambient 61 °. Inspected resteel for shear wall at main floor to 2 floor at C -E/6. Resteel was inspected for size, grade, lap, spacing and embed installation. During inspection noticed that iron workers had not properly splice curtain wall steel to pilasters at end of wall and through wall per details on 9/S3.8. Contractor was notified and contacted engineer since vertical reinforcement was not properly bent, the through bars went through the column and back face of the front curtain. At end of wall contractor installed 90° bars into the column on the back face of the front curtain along with the 90° bars at face of column. After corrections all was per plans and engineers directives. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Dennis Sanborn Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 tax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 501281.7515 fax 503.281.7579 Reviewed by: A—Q Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 64 Owner: Architect: Engineer. Contractor: Date: Weather. Inspection: Samples: cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA 006 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 10 -7 -06 Partly Cloudy Reinforced Concrete (4)4x8" R ECEIVED OCT 2 5 2006 iJ T INSPECTOR: Dennis Sanborn Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503 281 7515 fax 503.281.7579 MTE inspector arrived on site for slab on grade placement, grade beams and tie beams at K.6- N/2.8-6, J.2- K/1 -2.8 and T- Z/1 -2.8. Verified items 1 -5 (Reference MTE Report 10/06/06) were completed. Monitored placement of 375 cubic yards of Miles Sand and Gravel Concrete Mix #154CPS3, which was placed by, pump and consolidated using vibrators and a vibratory screed. During placement, monitored clearances for tie beams and pulling of W.W.F to approximate middle of slab. Four sets of samples were cast for laboratory analysis. All appeared to be per plans. Inspected resteel for main floor column at A/1 resteel was per plans. Verified final clearances prior to concrete placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 63 Owner: Architect: Engineer: Contractor: Date: Weather. Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 10 -6-06 Showers Reinforced Concrete (4) 4 x 8" RECEIVE nr, j 2 5 2006 com muNiry OEVELOPIb NT Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and verified final clearances for shear wall at N4.8 -5.2, and columns at A, B, D /4, B, D, E/5. Resteel was found to be per plans; after corrections for clearances. Monitored placement of 77 cubic yards of Cadman Concrete Mix #631081 R (5,000 psi) for the shear walls and columns. Concrete was placed by pump and mechanically consolidated. One set of samples was cast for laboratory analysis. Inspected resteel for grade beams, tie beams and slab on grade reinforcement at K7- N/2.8 -6, J.2- K/1 -2.8, T- Z/1 -2.8. The following items need to be corrected prior to concrete placement. 1. Tie beam clearances, just prior to concrete placement. 2. Install elevator embed. 3. Install CMU dowels at stair wall N/4.5. 4. Adjust shear wall dowels at N/line. 5. Complete installation of column dowels along N line. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTORS: Dennis Sanborn Quang Le Reviewed by: SAIP Dennis Sanborn, Branch Manager RECEIVED nrT ? 5 2006 commuN MTE NO: T6135 DEvE oP1bENT PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE MAYES TESTING ENGINEERS, INC. Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Page 16 Owner. J.S. Dyer & Associates Architect: — Engineer: — Contractor: Saunders Construction Date: 104-06 Weather. Overcast Inspection: Epoxy Samples: N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspector arrived on site and inspected the installation of 5/8" in diameter and 3 1." in diameter A- 307 threaded rods at Purlin Anchorage. The rods were embedded 3 Y." into wall panels. The area was clean and dry. The holes were blown and brushed clean, free of concrete dust. On A – G/1 line (10) in diameter rods and Simpson take up devices and (8) 5/8" in diameter rods and HD -2A's were installed, on N1-6 (60) 5/8" in diameter rods and 1-1D -2A's were installed on G/1-6 (60) 5/8" in diameter rods and HD -2A's were installed. All rods were fully grouted with Simpson Set 22 Adhesive, lot #207Y011, expiration date 02/08. Holdowns were installed at locations per details 2/S3 and 5/S3. Location: Building 293. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMB Property Corp Building Official, City of Tukwila INSPECTOR: Tara Pfaff Reviewed by: `6 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 RECEIVED Page 125 OCT 2 5 2006 Owner. Westfield America E M EY DEVELO LOPIiOENT Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -16-06 Weather: Overcast Inspection: Structural Masonry, Resteel and Epoxy Samples: N/A Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite and inspected the epoxy installation of (4) %" diameter all thread rods with 5" embedment into the 2 floor beam, along grids N/1 -2 as per RFI 0102. Holes were verified for depth, spacing, diameter and cleanliness prior to the application of Simpson Set Epoxy Adhesive and the insertion of the required rods. No exceptions noted. Performed a preliminary reinforcing steel inspection at the following building locations: 1. Closure strips with portion of beams on the 3 floor, and the ramp from 2 "d to 3 floor. 2. Beam 28 on the 3` floor, along N line and the portion of the wall on the east and west of the beam. 3. Stem wall on the 3 floor, along building gridlines N/1 -1.4. Non - conformed items were identified and the contractor was notified. Concrete placement is scheduled for 10/17/06. The masons were working around the elevator core at the northeast of the building and construction materials and the laying of blocks were protected from the rain. Grouting of the wall is scheduled for tomorrow. Iron erectors are working on the northeast stairwell. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Yavita Kotomaimoce IC ennis Sanborn, $finch Manager MAYES TESTING ENGINEERS, INC. RECEIVED ...._ , OCT 2 5 2006 COMMUNITy MTE NO: T6100 DEVELOPMENT PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 123 Owner: Westfield America Architect: FSI Architects Engineer. Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -9-06 Weather Clear Inspection: Structural Steel and Reinforced Masonry Samples: N/A cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, PSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Dennis Sanbom Reviewed by: / 94ca Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253384.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for reinforced masonry inspection on brick for the pier at M/6 from approximately 28' -0" to bottom of spandrel panel and at M- M.2/6. The brick was extended into height to fill the area between spandrel panels. Panel was not installed at this time. Resteel was per plans and for added area per typical details. Monitored placement of approximately % cubic yards of site mixed design mix fine grout. Grout was placed by bucket and properly consolidated. Placement of 8" CMU continues at A -B.8/6 line. Site batched Type 'S' Design Mix mortar was used. Verified bond beam placement and K -web with Pintel Ties were installed per plans. During walk through noticed that after form removal for ramp slab at 2 floor construction joint D.3/3 -4 showed an area of poor consolidation, voids and rocket pockets. Contractor was notified. Work continues on 3 floor short columns to support barrier strand and lighting. Contractor is installing barrier strand sleeves for embeds where required. Clearances need to be corrected and short column heights at U2 and 5. Contractor notified of items needing correction. NONCONFORMING CONDITIONS: Ramp slab © 2 floor D.3/3 -4 has a large rock pocket and void. Preliminary — 3 floor short columns for barrier strand and light standards need clearances corrected and columns extended ©U2 and 5. Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED nCT 2 5 2006 MTE NO: 76100 cominuNiTr PROJECT: SOUTHCENTER MALL PARKING GARAGE AEVELops /ENT Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 122 Owner. Westfield America Architect: FSI Architects Engineer. Coughlin Porter Lundeen Contractor: JTM Construction (Cont'd from page 121) Page 5 of 12 — Added tendons #76 and #77 at A- B.5/2 -3. Page 8 of 12 — Beam tendon #4 at C/1 -3.8. Page 12 of 12 — Girder tendons #16 & #17 at B -C /2. Page 12 of 12 — Girder tendons #7 and #9 at B -C /3. 10/6/06 — Notified by JTM superintendent that elongations were accepted. Also contractor given approval to cut tendons and strip forms. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Dennis Sanborn Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281 7515 fax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED OCT 2 5 2006 MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE COMMUNITY Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 121 Owner Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 10-6 -06 Weather: Showers Inspection: Post Tension, Structural Masonry and Reinforced Concrete Samples: N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to complete monitoring of the stressing and measure elongation for the post tension slab on deck at level 3 A- F.7/1 -4. The balance of the beams and transfer girders were completed. Results of the elongations and stressing data sheets were given to the contractor for transmittal to the engineer for his review. Received notification from the contractor engineer okayed cutting of tendons and stripping of forms. See the attached stressing data sheets for additional information. Began resteel inspection for roof level columns for light standards and barrier strand support at U2 and 5 and C/2 & 5, K -H /3 and 4. The following items need to be corrected prior to concrete placement. 1. Clearances. 2. Column/light standards at U2 and 5. Resteel for column is approximately 8 -10" too short. 3. Top of columns have crossties of stirrups out of the top of columns. Monitored grouting of brick masonry units at L & K16 14' to 18'. Resteel was inspected and found to conform to plans. Contractor utilized approximately 1 cubic yard of site mixed Mutual Materials Design Mix #5000 Fine Grout. Grout was properly batched and placed by bucket and properly consolidated. Also monitor installation of seismic ties for the brick masonry units at L & K/6, 2 floor, A -B.2/6 to 3 floor level. All was per plan. All bricks placed today utilized Design Mix Mortar, which was properly batched and tempered onsite. Stressing completed for post tension deck at level 3 A- F.7/1 -4. The following tendons are not within established tolerances by 1/8 ". cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: O d on p 122) Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 D Page 118 5 • Owner: Westfield America K, M uN IN Architect: FSI Architects oegeue Engineer. Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -3-06 Weather: Overcast Inspection: Post Tension and Reinforced Concrete Samples: (24) 4 x 8" MTE inspector arrived onsite for post tension placement at level 3 A- F.7/1 -3.8. Contractor continued work for star at A/1 and work along 1 line. Items listed on MTE report 10/2/06 as well as engineers listed items were corrected prior to concrete placement in that area. Placement began at 3.8 and worked toward 1 line. Monitored placement of 412 cubic yards of Cadman Concrete Mix #661281, which was placed by pump and consolidated by vibrator and vibratory screed. Inspector Le monitored slump and the pump, Cadman Q.C. was on site and adjusted all slump for the day. Four sets of samples were cast for laboratory and field cure analysis. Contractor also placed concrete for closure strip at level 2 A- C.5/3.8. Resteel was verified as well as cleanliness prior to concrete placement. During all placement MTE monitored clearances and tendon profiles. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FBI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTORS: Dennis Sanborn Quang Le s � Everett Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 62 Owner Westfield America Architect: FSI Architects Engineer Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -5 -06 Weather: Sunny Inspection: Epoxy and Resteel Samples: N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 tax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281 7515 fax 503.281.7579 MTE inspector arrived on site and monitored epoxy doweling of #7 bars for grade beams and at N/2.8, N/4.2, M/3 and M/4 using Simpson Set Epoxy (expires Jan /Feb 2008). Holes were drilled for 12" of embedment, holes were brushed and cleaned of all debris prior to epoxy application. Epoxy was installed per manufacturers recommendations. Began resteel inspection for shear wall at main floor A/4.8 -5.2 and columns at A, B, D /4, B, D, E/5 (6 total). Final clearances need to be verified prior to concrete placement. Embeds were also installed where required. Work continues on the grade beams, tie beams and slab on grade reinforcement at K.6- N/2.8 -6, K- J.2/1 -2.8 and T- Z/1 -2.8. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTORS: Dennis Sanborn Quang Le Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6123 PROJECT: SUMMERWALK DIVISION 1A & 1B PHASE I Address: Yelm Hwy between College & Ruddell Lacey, WA PERMIT NO: 06- 00001352 Page 15 Owner Pageantry Communities Architect: — Engineer: Woodworth & Company, Inc. Contractor: Barghausen Consulting Engineers Date: 104-06 Weather: Sunny Inspection: Pick Up Samples: (1) Proctor cc: Greg Stamatiou, Pageantry Communities Tim Tobin, Barghausen Consulting Engineers John Shotseth, Woodworth & Company, Inc. Building Official, City of Lacey INSPECTOR: Espy Lampkin Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite to pick up 2 buckets of organic compost biomaterial from O'Neill supplier. Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 61 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 10.4 -06 Weather: Clear Inspection: Reinforced Concrete Samples: (4) 4 x 8" Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite for a reinforced concrete inspection for shear wall at A/1.7 -2.3, columns at C /3, 4 and 5 all main floor to 2 floor. Verified final clearances and adjustments were required for the shear wall. After notification the contractor quickly corrected this item. Inspected resteel for grade beam at J -J.7/1 and T- Y/1 -2.4. After corrections all was per plan. Monitored placement of 73 cubic yards of Cadman Concrete Mix #631081R for the shear wall at N1.7 -2.3, columns at C /3, 4 and 5 and Y2 the height of the grade beam at T- X/1 -2. Concrete was placed by pump and mechanically consolidated. One set of samples was cast for laboratory analysis. Inspected resteel for shear wall at A/4.7 -5.4, columns at A and B/6, B/4 and 5, D & E /5. Resteel was per plans. Embeds installation is required for columns at A & B/6 and will be verified prior to concrete placement as well as final clearances. PRELIMINARY: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTORS: Dennis Sanborn Quang Le Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 60 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 10 -2-06 Weather: Cloudy Inspection: Reinforced Concrete Samples: (12) 4 x 8" Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite to monitor the concrete placement for slab on grade at F.5/1 -3, F.5- K/1 -2, K -U2 -3. Verified final clearances and monitored the placement of 206 cubic yards of Cadman Concrete Mix #551081R. Concrete was placed by pump and mechanically consolidated with a vibrator and vibratory screed. Clearances were monitored as well as pulling the WWF to approximately center of slab. Two sets of samples were cast for laboratory analysis. Inspected resteel for the grade beam at N/2.8 -4.2 and elevator pit walls to below grade beam level. After corrections all was per plans. Monitored placement of 57 cubic yards of Miles Sand and Gravel Concrete Mix # 154CPSS, which was placed by truck and mechanically consolidated. One set of samples were cast for laboratory analysis. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Constna tion Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by INSPECTORS: Dennis Sanborn Quang Le Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address Client Engineer: Contractor: Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) 70 °F Water /Cement Ratio: 0.408 Date Made Sample 10/07/06 1 10/07/06 10/07/06 I 1 10/07/06 I Remarks: 0126 0126 0126 0126 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 56 °F Partly Cloudy Concrete Miles Sand & Gravel 116861 154cds3 Initial Storage Temp. (ASTM C31) I 8197 1 8198 1 8199 1 8200 NR 4.25" Placement Location and Notes: CONCRETE LABORATORY TEST REPORT Slump (ASTM C143) I Set IV: Slab on grade K.6- N/2.8 -6, J.2- K/1 -2.8, T- Z/1 -2.8. Sampled at 340 cubic yards with 0 gallons of water added to a full load at 11:15am. 375 cubic yards total placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab* Date Tested Age Size (in) Load (lbs) Dia (in) 10/14/06 11/04/06 11/04/06 11/04/06 I Inspector(s): Sanbom, D. Tested by: Gordon, M. Entrained Air (ASTM C231) Sample(s) Rec'd: 28 F28 1 28 FIELD DATA ASTM C31 and C172 Actual NR 10/08/06 4x8 4x8 1 4x8 4x8 1 70500 J Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Required Strength: 3000 psi @ 28 days 4.01 1 0.00 1 0.00 1 0.00 Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: Revised: ❑ Surface Strength (psi) 12.63) I 0.00 I 0.00 0.00 I 5580 I NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 10/19/06 12208 Weight (per cu.yd) 1,856.0 lbs 1,472.0 lbs 210.0 lbs 515.0 lbs 50.0 oz Failure Code I NA I NA NA NA • • Reviewed by: Dennis Sanbom Branch Manager MTE Farm #150, Rev 3, TO MAYES TESTING ENGINEERS, INC Project Name: Southcenter Mall Parking Garage B Site Address 633 Southcenter Mall Blvd Tukwila, WA Client Westfield America - WA Engineer. Coughlin Porter Lundeen Contractor. JTM Construction Air Temperature: 55 °F Weather: Partly Cloudy Product: Concrete Supplier: Miles Sand & Gravel Ticket Number : 116850 MixDesign ID: 154cds3 Sample Temp. I (ASTM C1064) 68 °F Water /Cement Ratio: 0.398 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 6.5" Placement Location and Notes: Set III: Slab on grade K.6- N/2.8 -6, J.2- K/1 -2.B, T- Z/1 -2.8. Sampled at 270 cubic yards with 0 gallons of water added to a full load at 9:00am. 375 cubic yards total placed by pump and mechanically consolidated. Date Made Sample f 1 10/07/06 10/07/06 1 10/07/06 I 10/07/06 I Remarks: 0125 0125 0125 0125 Lab N 8193 1 1 8194 1 8195 1 8196 10/14/06 11/04/06 I 11/04/06 I 11/04/06 Inspector(s): Sanbom, D. Tested by: Gordon, M. CONCRETE LABORATORY TEST REPORT Entrained Air (ASTM C231) Sample(s) Recd: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 7 28 I28I 28 I FIELD DATA ASTM C31 and C172 Actual Mix Proportions: Ingredient NR 10/08/06 4x8 1 4x8 4x8 I 4x8 I 59905 Required Strength: 3000 psi @ 28 days 4.01 L0.00 I 1 0. 00 I IO.00I Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6109 Issued on: 10/19/06 Sample Set ID: 12207 Permit # (s): D06 -073 Original: Revised: D 12.63 0.00 I 0.0 I 0.00 4740 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM SW. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - 'recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) Coarse Aggregate 7/8" 1,852.0 lbs Fine Aggregate 1,476.0 lbs Water 210.5 lbs Cement —Type I & II 529.5 lbs Polyheed 997 50.0 oz NA NA NA NA Reviewed Dennis Sanbom Sanbom Branch Manager PATE Form a150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70 °F Water /Cement Ratio: I 0.408 Placement Location and Notes: Date Made Sample I Lab • 10/07/06 10/07/06 10/07/06 I 1 10/07/06 I Remarks: 0123 0123 0123 I 0123 55 °F Partly Cloudy Concrete Miles Sand & Gravel 116836 154cds3 8189 [ 8190 L 8191 1 8192 NR 6.25" Inspector(s): Sanbom, D. Tested by: Gordon, M. CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction I Initial Storage Temp. (ASTM C31) Slump (ASTM C143) 10/14/06 11/04/06 I 11/04/06 1 11/04/06 FIELD DATA ASTM C31 and C172 Actual Entrained Air I (ASTM C231) NR Sample(s) Recd: 10/08/06 Set II: Slab on grade K6- N/2.8 -6, J.2- K/1 -2.8, T -Z/1 -2 8 Sampled at 130 cubic yards with 0 gallons of water added to a full load at 7:40am. 375 cubic yards total, placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 7 28 I 128 128 4x8 4x8 4x8 1 4x8 58505 Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Required Strength: 3000 psi @ 28 days 4.01 0.00 1 0.00 Io.00I Project No: T6109 Issued on: 10/19/06 Sample Set ID: 12206 Permit # (s): D06 -073 Original: 0 Revised: 12.63 I o.00 I 0.00 0.00 4630 I Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.5841720 fax 253.584.3707 Weight (per cu.yd) 1,856.0 lbs 1,485.0 lbs 210.0 lbs 514.5 lbs 50.0 oz NA NA I NA NA • Reviewed by: .— —"6/ - Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Fpm 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor: Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) 10/07/06 10/07/06 1 10/07/06 10/07/06 I Remarks: 68 °F Water /Cement Ratio: Date Made Sample • 0122 0122 1 0122 I 1 0122 I 53 °F Partly Cloudy Concrete Miles Sand & Gravel 175077 154cds3 Initial Storage Temp. (ASTM C31) 81851 8186 1 8187 1 8188 NR Inspector(s): Sanborn, D. Tested by: Gordon, M. CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction I Slump (ASTM C143) 1 0.437 5.5" 10/08/06 Required Strength: Placement Location and Notes: ` 3000 psi @ 28 days Set I: Slab on grade K.6- N/2.8 -6, J.2- K/1 -2.8, T- Z/1 -2.8. Sampled at 80 cubic yards with 13 gallons of water added to a full load at 6:40am. 375 cubic yards total , placed by pump and mechanically consolidated. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab* Date Tested Age Size (in) Load (Ibs) Dia (in) 10/14/06 11/04/06 I 11/04/06 1 11/04/06 I I Sample(s) Rec'd: 7 28 128 128 FIELD DATA ASTM C31 and C172 F Actual Entrained Air (ASTM C231) NR 4x8 4x8 I 4x8 4x8 56255 4.01 0.00 1 0.00 1 0.00 Project No: Issued on: Sample Set ID: T6109 10/19/06 12205 Permit # (s): D06 -073 Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 7/8" Fine Aggregate Water Cement —Type I & II Polyheed 997 Surface 12.63 0.00 I0.00I 0.00 Strength (psi) 4450 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,856.0 lbs 1,478.0 lbs 225.0 lbs 515.0 lbs 50.4 oz Failure Code NA I NA • NA I NA Reviewed by: /j cl Dennis Sanbom Branch Manager MTh Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer. Contractor. Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : 62 °F Rain Concrete Cadman 674236 631081R Sample Temp. Initial Storage Temp. 1 Entrained Air (ASTM 01064) (ASTM C31) (ASTM C231) 72 °F NR NR Water /Cement Ratio: I Slump (ASTM 0143) I Sample(s) Reed: 0.414 4.5" :Placement Location and Notes: Remarks: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Inspector(s): Sanbom, D. Le, Q. Tested by: Le, Q. FIELD DATA ASTM 031 and C172 10/07/06 Actual Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 Original: VI Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II Glen 3030 WRA Required Strength: 5000 psi 28 days Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253 584 3720 fax 253.584.3707 T6109 10/19/06 12209 Weight (per cu.yd) 1,474.0 lbs 425 0 lbs 1,372.0 lbs 249.0 lbs 86.0 lbs 516.0 lbs 10.2 02 28.4 oz Shear wall at line N4.8 -5.3, columns at A-4, B/4 and 5, D/4 and 5, and E -5. Sample taken at truck discharged at 11 cubic yards of 77 cubic yards total. Time: 12:45pm. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Made Sample a Lab # Date Tested Age Size (in) Load (In) Dia (in) Surface Strength (psi) 10/06/06 0121 1L 8146 II 10/13/06 L7 4 x 8 _ II ]L12•57 IL 1 10/06/0611 0121 1 1 8147 I L 1 1 / 0 3 / 0 6 = 11 28711-4 x 8 l 1 - - — I 1.0.00 1 1 0 . 0 0 I I 1 10/06/06 I I 0121, 1 1 8148 I I . 11 /03/06.112JL 4 x e _ 11 I I "00, IL 0,00 I I 1 10/06/06 11 0121 11 8149 II 1 _II 28 _IF_ 8 _ II II 0.00 I[ - 0.00 II 5480 Revieweq by: `L�)_ De isSanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except 0-31, 10.1.2 - "recording field temperature Information In this report applies only to are actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Failure Code NA NA NA NA MTE Form 0150. Rev 3. 7.0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: CONCRETE LABORATORY TEST R!WOR'P 2 006 Dgfel COMMUNIry o is T6109 Issued on: 10/04/06 Sample Set ID: 12064 Permit # (s): 006 -073 Original: ❑ Air Temperature: Weather: Product: Supplier Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 75 °F Water /Cement Ratio: 0.503 09/26/06 Remarks: L0006 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JIM Construction 64 °F Sunny Concrete Cadman 670407 551081R I Initial Storage Temp. (ASTM C31) NR it Slump (ASTM C143j lI 7 " ,Placement Location and Notes: Entrained Air (ASTM C231) NR Sample(s) Rec'd: FIELD DATA ASTM C31 and C172 Actual 09/27/06 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA Required Strength (Tc): 3000 psi g 28 days Set III: Slab on grade at building lines A- E.5/1 -4. Cast at 220 cubic yards at 8:50am. RECEIVED COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Made Sample # Lab I Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 09/26/06 1 0006 j617 10/03/06 1 1 7]( 4 x 8 j [_51060 j X01 1 1 12.63 111 4040 1 1 NA 09/26/06 0006 09/26/06 11 0006 1 1 7618 ±10/24/06 ] 28 4 x 8 1 0.00 j 0.00 I I i I NA r 7619 1 10/24/06 28 4 x 8_J [ 0.00 0.00 C L NA 7620 '! 10/24/06 L281 4 x 8 f 1 0.00 I 0.00 I L N l Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. Reviewrc Den s Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,522.0 lbs 395.0 lbs 1,390.0 lbs 261.0 lbs 78.0 lbs 441.0 lbs 13.5 oz 21.2 oz WE Form 0150, Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC OCT 0 9 2006 COMMUNITY �,....._. . DEVELOPMENT CONCRETE LABORATORY TEST REPORT Project Name: Southcenter Mall Parking Garage B Site Address: 633 Southcenter Mall Blvd Tukwila, WA Client: Westfield America - WA Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Air Temperature: 63 °F Weather: Sunny Product: Concrete Supplier. Cadman Ticket Number : 669876 MixDesign ID : 551081R Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. FIELD DATA ASTM C31 and C172 Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) 73 °F NR NR Water /Cement Ratio: i I Slump (ASTM C143) J I Sample(s) Recd: M Actual Mix Proportions: Ingredient Project No: T6109 Issued on: 10/04/06 Sample Set ID: 12047 Permit # (s): D06-073 Original: W Revised: l 0.506 6" 09/26/06 Required Strength (fc): Placement Location and Notes: 3000 psi C 28 days Set II: Slab on grade at building lines A- E.4/4 -6. Cast at 126 cubic yards at 7:40am. Reviewed by: 1 � ta De Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. /cc, Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 251594.3720 fax 253.584.3707 Weight (per cu.yd) Coarse Aggregate 3/4" 1,523.0 lbs Coarse Aggregate 3/8" 398.0 lbs Fine Aggregate 1,391.0 lbs Water 261.0 lbs Fly Ash 77.0 lbs HRWRA 13.5 oz MRWRA 21.3 oz Cement —Type I & II 439.0 lbs COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample a Lab • Date Tested Age Size On) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 09/25/06 1 1 0 1 1 1 I i 7550 1 1 10/02/06 11. 7_ I I 4 x 8 11 52625 11 4.01 11 12.63 4170 1 NA " 1 09/25/06 11 0111 11 7551 11 10/23/06 - I 1 28 I f 4 x 8 11 11 0.00 ,I I 0.00 I i NA I* 1 09/25/06 11 0111 11 7552 11 10/23/06 Ii 281r _ 4 x 8 I .._1f 0.00 11 0.00 11 II NA 09/25/06 11 0111 11 7553 11 10/23/06 11 28_11 .4X H I . 0.00 I I 0.00 I I I NA Remarks: PATE Form 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 75 °F [Water /Cement Ratio: 0.503 {Placement Location and Notes: Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 64 °F Sunny Concrete Cadman 670407 551081R CONCRETE LABORATORY TEST REPORT FIELD DATA ASTM C31 and C172 Actual `Initial Storage Temp. r Entrained Air (ASTM C31) (ASTM C231) NR NR [Slump (ASTM C143)1I Sample(s) Rec'd: 7" 09/27/06 Set III: Slab on grade at building lines A- E.5/1 -4. Cast at 220 cubic yards at 8:50am. Date Made Sample a 1 09/26/06 I 1 0006) I 09/26/06 L0006 [09/26/06 1 09/26/06 f Remarks: 0006 0006_ Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab M Date Tested Age Size (in) 7617 10/03/067 7 I I 4 x 8 71 51060 7618 !, 10/24/06 J[ 28 j1 4 x 8 7619 11 10/24/06 I 28 1 L 4 x 8 J 7620 I 10/24/06 jai J 4 x 8 ! L _J Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA Required Strength (f'c): 3000 psi @ 28 days Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 4.01 1712.631! 4040 1 ' NA j • L0.00 IL 0.00 !! L I o.00 0.00 Project No: Issued on: Sample Set ID: Permit # (s): x -073 Original: ik Revised: E 0.00 0.00 Reviewed by:(6 Dennis Sanborn Branch Manager Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 10/03/06 12064 Weight (per cu.yd) 1,522.0 lbs 395.0 lbs 1,390.0 lbs 261.0 lbs 78.0 lbs 441.0 lbs 13.5 oz 21.2 oz NAI• fNA • NA 1' NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Form #150, Rev 3, 7-0 BisiriCirriffre COMMUNITY CONCRETE LABORATORY TEST REn Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier Ticket Number : MixDesign ID : I Sample Temp. (ASTM C1064) • MAYES TESTING ENGINEERS, INC OCT 0 9 2006 75 °F [ Water/Cement Ratio: 0.503 Date Made Sample # Lab # 09/26/06 `0004 I ` 7609 09/26/0e, 0004 j r 7610 09/26/0 0004 7611 1_09/26/05 L5004 jr 7612 Remarks: Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 59 °F Sunny Concrete Cadman 670322 551081R I Initial Storage Temp. (ASTM C31) NR S lump (ASTM C143) 7.5" 7- Placement Location and Notes: Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 09/27/06 Set I: Slab on grade at building lines A- E.5/1 -4. Cast at 64 cubic yards at 6:45am. RECEIVED Project No: Issued on: Sample Set ID: Permit # (s): EI Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & H HRWRA MRWRA Required Strength (fc): 3000 psi @ 28 days 006 -073 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 10/03/06 ! 1 7 L 4 x 8 ' 45125 4.01 I r 12.63 3570 NA 10/24/06 i L288J x 8 iL 0.00 J i 0.00 j If NA j" 10/24/06 L28JL 4x8 1 1; 0.00 ! 0.00 L 1 nt■IA 1' 10/24/06 28)1 4 x 8 L 0.00 I 0.00 H 1r NA 1* L Reviewed by: nis De Sanbom ' Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 10/03/06 12062 Weight (per cu.yd) 1,523.0 lbs 396.0 lbs 1,392.0 lbs 260.0 lbs 77.0 lbs 440.0 lbs 13.2 oz 21.2 oz MTE Form 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC OCT 0 9 2 ED OCT 0 9 ?006 W_..._..„..: __. DEVE MUNIry CONCRETE LABORATORY TEST REI Project Name: Site Address* Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74 °F Water /Cement Ratio: 60 °F Sunny Concrete Cadman 670338 551081R Initial Storage Temp. (ASTM C31) NR j Slump (ASTM C143) 0.505 7" 'Placement Location and Notes: Date Made Sample # Lab # 09/26/06 i' 0008! 7613 09/26/06 1'1 0005 r 7614 [09/26/06 L0005 I 7615 09/26/06 ( 0005 if Remarks: Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 10/03/06I L7_!,1 10/24/06 ' [_28 10/24/06 ] I 7616 10/24/06) L8 28 Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR 09/27/06 Actual Sample(s) Recd: Set II: Slab on grade at building lines A- E.5/1 -4. Cast at 115 cubic yards at 7:25am. COMPRESSION TEST RESULTS (ASTM C39 C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Project No: Issued on: Sample Set ID: Permit # (s): Original: V Revised: 0 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II I-RWRA MRWRA Required Strength (rc): 3000 psi @ 28 days Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 99499 ph 253.584.3720 fax 253.594.3707 T6109 10/03/06 12063 006 -073 Reviewed by: a De is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 1,523.0 lbs 398.0 lbs 1,393.0 lbs 261.0 lbs 78.0 lbs 439.0 lbs 13.6 oz 21.2 oz Surface Strength (psi) Failure Code 4x8 51900 if 4.0112.63_'` 4110 NA • 4x811 1L000 iLI 00Ji NA • 4x8JL o.00J o.00 it J1 NA J• 4x8 l J o.00 lI 0.00 II iEN ;• MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC nil 0 9 2006 Project Name: Site Address Client: Engineer: Contractor: Air Temperature: Weather: Product: 65 °F Sunny Concrete Supplier: Cadman Ticket Number : 669940 MixDesign ID: 551081R 7 Sample Temp. Initial Storage Temp. (ASTM C1064) (ASTM C31) 75 °F NR Water /Cement Ratio: Slump (ASTM C143) 0.503 5" rPlacement Location and Notes: Date Made Sample N Lab N 09/25/06 ' 0112 r 7554 , X09/25/08! 0112 ; [ 7555 1 09/25/06] L_0112 L7556_ 9/25/06 !I 1' Remarks: COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction r Entrained Air I (ASTM C231) Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. FIELD DATA ASTM C31 and C172 Actual NR Sample(s) Rec'd: 09/26/06 RECEIVED Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA Required Strength (fc): 3000 psi @ 28 days Set III: Slab on grade at building lines A- E.5/4 -6. Cast at 220 cubic yards at 8:50am. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 10/02/06 j; 7 :1 x 8 . 50430 4 12_63_ 3990 r NA 1' 10/23/06 DELL_ 4 x _ 8 _ � L �[ 0.00_ II 0.00 11 j NA I• 10/23/06 J 28 L 4 x 8 7` I[ 0.00 1_ 0.00 l f NA J • 10/23/06 1 128 i fl 4 x 8 r 1 1 - 0.00 -1 1 0.00 j Reviewed Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6109 Issued on: 10/02/06 Sample Set ID: 12048 Permit # (s): D06 -073 Original: Revised: /9L Weight (per cu.yd) 1,524.0 lbs 400.0 lbs 1,394.0 lbs 261.0 lbs 79.0 lbs 440.0 lbs 13.0 oz 21.5 oz De nis Sanbom - Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form N150, Rev 3, 7-0 R ECEIVED MAYES TESTING ENGINEERS, INC OCT 0 9 2006 COMMUNITY OP6tIFSIT CONCRETE LABORATORY TEST REPORT Project Name: Site Address Client: Engineer: Contractor: Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: 60 °F Weather: Sunny Product: Concrete Supplier: Cadman Ticket Number : 669829 MixDesign ID: 551081R Sample Temp. 4 ) `Initial (A Storage STM C31) em Tp. TM C106 75 °F NR [ Placement Location and Notes: Set I: Slab on grade at building lines A- E.4/4 -6. Inspector(s): Robinson, T. Le, Q. Tested by: Quehl, D. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Actual Water /Cement Ratio: i Slump (ASTM C143) ;` Sample(s) Recd 0.499 4.5" Mix Proportions: Ingredient Project No: Issued on: Sample Set ID: Permit # (s): D06 -073 it G Original: Revised: Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA 09/26/06 Required Strength (fc): 3000 psi © 28 days Cast at 21 cubic yards at 6:15am. Reviewed by: a Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. DL Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 10/02/06 12046 Weight (per cu.yd) 1,520.0 lbs 398.0 lbs 1,393.0 lbs 261.0 lbs 84.0 lbs 439.0 lbs 13.8 oz 21.2 oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 1 09/25/06 L0110 J L 7546 10/02/06 j' L7 L4 x 8 _ 56945 x.01 12.63 4510 NA 0 9 / 2 5 / 0 6 j L 0110 I L 7547 J. 10/23/06 [ 281 4 x 8 I i o 00J L 0.00 j{ 1i L NA J' I 09/25/0] [ 011C 1 7548 I 10/23/061 L287 T 4 x 8 _ J L .. _ I L0.00fl L 0.00 [09/25/06 Remarks: MTE Form #150 Rev 0 7-0 MAYES TESTING ENGINEERS, INC. SIMENIESSCrInfl MTE NO: 76109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 59 Owner: Westfield America Architect: FSI Architects Engineer. Coughlin Porter Lundeen Contractor. JTM Construction Date: 10 -1 -06 Weather Partly Cloudy Inspection: Resteel Samples: N/A MTE inspector arrived on site and inspected resteel for slab on grade and tie beams at F.5/1 -3, F.5- K/1 -2, K- L/2 -3. Resteel was inspected for size, grade, lap and spacing. After corrections for missing tie beam steel splice bars, clearances and missing perimeter slab bars, all was per plans. Inspected resteel for columns at C & D /3, C/5 and shear wall at A/1.7 -2.2 (SWI) all from ground floor to next floor. Columns need embeds installed and shear wall is in general conformance for front and back face reinforcement. Inspection will be required when work is completed. PRELIMINARY: cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Dennis Sanbom fib Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 58 Owner: Westfield America Architect: FSI Architects Engineer. Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -29-06 Weather: Cloudy Inspection: Reinforced Concrete Samples: (16) 4 x 8" MTE inspector arrived on site for a reinforced concrete inspection. Reviewed MTE report dated 9/28/06 and items 1-4 have been completed. Resteel was inspected for size, grade, lap, spacing and clearances. After minor corrections all was per plan. Monitored and tested 441 cubic yards of Cadman Concrete Mix #551081R, which was placed by pump and consolidated using a vibrator and vibratory screen. Four sets of samples were cast for laboratory analysis. See the daily laboratory test report for specific testing data. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Dennis Sanborn Agai Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager . MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 57 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -28 -06 Weather: Sunny Inspection: Resteel Samples: N/A 1. Clearances on and around the tie beams. 2. Electrical conduit proper spaced and not bundled. 3. Edge form from previous placement removed. 4. New edge form installed. Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503 281 7579 MTE inspector arrived onsite and inspected resteel for slab on grade at F.5- K/3 -6. Resteel is in general conformance with plans. The following items need to be corrected prior to concrete placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Dennis Sanborn Dennis Sanborn, Branch Manager MA YES TESTING ENGINEERS, INC al11111181111.111MIC11=7"=,72=1,It.. • Project Name: Site Address Client: Engineer Contractor Air Temperature: Weather Product: Supplier Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70°F 'Water/Cement Ratio: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 56°F Fog Concrete Cadman 671754 551081R Initial Storage Temp. (ASTM C31) NR I Slump (ASTM C143) 0.507 7.5" FIELD DATA ASTM C31 and 0172 Actual Entrained Air (ASTM C231) NR [ Sample(s)Recd: 09/30/06 Project No: Issued on: Sample Set ID: Permit # (s): Original: !VI Revised: I Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & )1 WRA Glen 3030 Required Strength (rc): Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Pb 253.584.3720 fax 253.584.3707 T6109 10/11/06 12102 D06 Weight (per cu.yd) 1,520.0 lbs 399.0 lbs 1,359.0 lbs 262.0 lbs 77.0 lbs 440.0 lbs 21.4 oz 13.0 oz 'Placement Location and Notes: 3000 pal 28 days Set III: Garage B slab on grade at E.5-K.5/2.8-6 and tie beams. Samples taken at truck discharged at 210 cubic yards at 441 cubic yards total at 6:35am. Concrete placed by pump and mechanically consolidated. 10 gallons of water added onsite. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab 0 Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code I 09/29/06 II 0115 ][- 7771 II 10/07/06 if 8 4 x 8 .11 47745 j1 4.01 II 12.63 II 3780 II NA h j 09/29/06 JI 0115 Jj 7772_ II 10/27/06 211_ 4 x 8 II cf6o_11 ago Ii NA V I 09/29/061 01151 7773 IL 10/27/0611..2CL x 6._ L IL .0.00 11 NA I' 09/29/0611 0115 11 7774 1[ 10/27/06 2 4x8 if ILQ.Ob 0 11 Remarks: Inspector(s): Sanbom, D. Le, Q. Tested by: Gordon, M. Reviewed by: Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. M testing performed in accordance with applicable ASTMus except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall riot be reproduced without the approval of Mayes Testing Engineers, Inc. 11 NA •' WE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address* Client: Engineer. Contractor, Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70°F i Water /Cement Ratio: Remarks: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 56 °F Fog Concrete Cadman 671754 551081R Initial Storage Temp. (ASTM C31) NR ' i Slump (ASTM C143) IF 0.507 7.5" Placement Location and Notes: Inspector(s): Sanborn, D. Le, Q. Tested by: Gordon, M. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Samples) Recd: 09/30/06 Actual Project No: Issued on: Sample Set ID: Permit # (s): D 06 - 073 Original: WI Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II WRA Glen 3030 Required Strength (f'c): 3000 psi fa 28 days NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 10/12/06 12102 Weight (per cu.yd) 1,520.0 lbs 399.0 lbs 1,359.0 lbs 262.0 lbs 77.0 lbs 440.0 lbs 21.4 oz 13.0 oz Set III: Garage B slab on grade at E.5- K.5/2.8 -6 and tie beams. Samples taken at truck discharged at 210 cubic yards at 441 cubic yards total at 6:35am. Concrete placed by pump and mechanically consolidated. 10 gallons of water added onsite. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample • Lab ft Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 109/29 /06 II 0115 I I _. j?» 11 10/07/06 I 8 1[ 4 x 8 II 4774511 4.01 11 12.63 II 3780. II NA • 1 09/29/061! . 0115 II 7772 II 10/27/06 11: I[ _..JCo.00.1[ 0.00 II II NA I• 1 09/29/06 01151 77 II 10/27/06.J!._28J1 4 xe -J1 .11 _9.00, II 0.00 II II NA 1 09/29 /06 I I 0115 I L 7774 1[ 0/27 /6 14111_4 x 8 .1[ II 0.00 II o.0o II If NA ;• Reviewed by: "G129 Dennis Sanbom Branch Manager PATE Form 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC RECE , c,. OCT 0 9 2006 CONCRETE LABORATORY TEST Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 63 °F Rain Concrete Miles 173844 154CPS3 Sample Temp. Initial Temp. r (ASTM C1064) (ASTM C31) 73 °F NR Water /Cement Ratio: I Slump (ASTM C143) 0.503 4.5" Placement Location and Notes: Date Made Sample # Lab # 09/21/06 0104 'I7400 ; _09/21/06 0104 7401 I 09/21 /✓06 [ 0104 1 7402 ' 09/21/06_! L0104 J 1 7403 Remarks: Inspector(s): Robinson, T. Le, Q. Tested by: Simmons, N. FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 09/22/06 Project No: T6109 Issued on: 09/29/06 Sample Set ID: 12011 Permit # (5): D 06-073 Original: Revised: El Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA Required Strength (Pc): 3000 psi @ 28 days Garage B Grade Beams at Building lines: A -D /1; N1-6; A -C /6. Cast at 25 cubic yards at 9:40am. Reviewed ¢y: .� / a ., ) � Denis Sanborn Branch Manager Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,522.0 lbs 394.0 lbs 1,398.0 lbs 260.0 lbs 77.0 lbs 440.0 lbs 13.3 oz 21.2 oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 09/28/06 11 7 II 4 x 8 53325 4.01 12.63 4220 _ NA ,10/19/061x28 II 4x8 H '! 0.00 j! 0.00 ; - - NA 11 10/19/06 L28][ 4x8 — in O.00JL0.00 it - ^ ANA 10/19/061[ IPix8 CM! 1 ,' �' 0.00 0.00 ii _ NA NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. WE Form a150, Rev 3. 7-0 RECEIVED OCT 0 9 2006' MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction °F Sunny Concrete Cadman ;Initial Storage Temp. I (ASTM C31) 74 °F NR Water /Cement Ratio: I Slump (ASTM C143) fSample(s) Recd: 0.503 NR Placement Location and Notes: Inspector(s): Schaible, K. Tested by: Simmons, N. COMMUNITY _DEVELOPMENT CONCRETE LABORATORY TEST FIELD DATA ASTM C31 and C172 NR 08/31/06 Actual Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: ❑ Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement - -Type I & II WRA Glen 3030 Required Strength (fc): 3000 psi @ 28 days D06 -073 Pile Cap for Shear Wall 2 © CTO Eon 6 (1st Lift - South End) Spec slump was suppose to be 6" - Driver said he didn't add water. Also Driver lost a lot of cement from leaky chute. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 08/29/06 ; 1 0001 1i 6568 09/01/06 i L 3 r 4x8 [ 41390 4.00 t12.57 3290 NA • 08/29/0611 0001_ 1 6569 09/06/06 1L8 J1 4 x 8 [ 61930 4.01 if 12.63 I i 4900 I[ NA • 1 08/29/06 [ 0001 L 6570 H 09/26/06 28 1 [ 4 x 8 j [79420 I j 4.01 I 12.63 If 6290 1 NA 08/29/0111_ 0001_] 8571 1 09/26/06 i 28 i 4 x 8 1 77055 ; 1 4.01 11 12.63 1 6100 111 Remarks: Reviewed _ _ Den is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C - 31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 88489 ph 253.584.3720 fax 253.584.3707 T6109 09/27/06 11804 Weight (per cu.yd) 1,522.2 lbs 399.3 lbs 1,400.3 lbs 259.2 lbs 77.0 lbs 438.0 lbs 21.6 oz 12.9 oz MTE Form 1150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC. RECEIVED MTE NO: T6109 COMMUNITY DEVELOPMENT PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 56 Owner. Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -27 -06 Weather: Sunny Inspection: Resteel and Concrete Samples: N/A OCT 19 2006 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584 3707 Portland Office 7911 NE 33rd Ddve Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and performed final inspection of resteel, and observed the placement of 5 cubic yards of Cadman Concrete Mix #661281 (3,000 psi at 28 days for this application) for the Elevator Pit Slab at building lines: M.914.1. Concrete was sampled at the Garage A closure strip placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Reviewed by: AO Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70 °F NR Water /Cement Ratio: Slump (ASTM C143) 1 !Placement Location and Notes: ` Shear wall at A/1.7 -2.3, columns at C /3,4,and 5 grade beam 1 /J -J.7, S to X/1 -2.8. Sample taken at truck discharged at 11 cubic yards of 73 cubic yards total. Time: 7:40am Date Made Sample a 1 0120J 1 0120J 10/04/06 10/04/06 1 10/04/06 10/04/06 Remarks: 0.415 0120 0120 Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 54 °F Cloudy Concrete Cadman 673151 631081 Initial Storage Temp. (ASTM C31) 1 6 " COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 4x8 1 4.00 j 7 7944 L 10/11/06 7945 1fl11/01/06 11.28 f 7946 11/01/06 7947 !! 11/01/06 1 Inspector(s): Le, Q. Tested by: Le, Q. 28 28 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 10/05/06 4 x8 11 1L.o.00 H 11 o.00J 4x8 1 4x8 Sanbom, D. Actual Project No: T6109 Issued on: 10/12/06 Sample Set ID: 12145 Permit # (s): Original: fi Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement Glen 3030 WRA Required Strength (fc): 5000 psi @ 28 days 0.00 Surface Strength (psi) Failure Code 12.57) L 5710 11 NA 1 • 0.00 0.00 0.00 Reviewed by: D06 -073 Det nis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,466.0 Ibs 421.0 Ibs 1,372.0 Ibs 252.0 lbs 92.0 Ibs 515.0 lbs 10.5 oz 28.4 oz NA NA 1____NA J• r MTE Farm 0150, Rev 3, 7-0 MAYES Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 72 °F l Water /Cement Ratio: 0.495 55 °F Clear Concrete Cadman 671733 551081R Initial Storage Temp. (ASTM C31) NR [Slump (ASTM C143) 7.25" 1 Placement Location and Notes: Date Made [09/29/06 09/29/06 1 09/29/06 09/29/06 Remarks: Sample 0 Lo114 0114 L0114 1 0114 Lab it TESTING ENGINEERS, INC 7767 r 1 0/07/06 7768 1 1 10/27/06 7769 1 10/27/06 F7770 ' 10/27/06 Inspector(s): Sanborn, D. Tested by: Gordon, M. CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 8 L28 28 28 FIELD DATA ASTM C31 and 0172 fl NR Sample(s) Rec'd: 09/30/06 4x8j 1 4x8 1 1 4x8 4x8 Le, Q. Actual Project No: Issued on: Sample Set ID: Permit # (s): 006-073 Original: Revised: ❑ Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Cement —Type I & II WRA Glen 3030 Fly Ash Required Strength (fc): 3000 psi @ 28 days 0.00 Reviewed by: /. --// Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to t actual samples tested and shall not be reproduced without she approval of Mayes Testing Engineers, Inc Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 10/11/06 12101 Weight (per cu.yd) 1,522.0 lbs 394.0 Ibs 1,456.0 lbs 257.0 Ibs 441.0 Ibs 21.0 oz 13.4 oz 78.0 Ibs Set II: Garage B slab on grade at E.5- K.5/2.8 -6 and tie beams. Samples taken at truck discharged at 116 cubic yards at 441 cubic yards total at 5:37am. Concrete placed by pump and mechanically consolidated. 10 gallons of water added onsite. COMPRESSION TEST RESULTS (ASTM 039, 01231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 48260 1 4.01 r L 3820 T{ NA 1 0.00 IL_0.00 1 J NA 1" 1L_0.00 0.00 1L L NA " 1 0.00 j NA j' MTE Farm *150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor: Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Water /Cement Ratio: Date Made 1 09/14/06 09/14/06 I L09/14/06 L09/14/06 Remarks: Sample a 0003 0003 7232 7233 0003 f 7234 0003 59 °F Sunny Concrete Cadman 666912 551081R Lab N 7231 Inspector(s): Robinson, T. Tested by: Le, Q. CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage B 633 Southcenter Mall Bbd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 09/21/06 1 10/12/06 10/12/06 28 FIELD DATA ASTM C31 and C172 Actual Sample Temp. Initial Storage Temp. I Entrained Air (ASTM C1064) Initial C31) (ASTM C231) Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement –Type I & II HRWRA MRWRA 70 °F NR NR Slump (ASTM C143) I Sample(s) Rec'd: 0.503 6" 09/15/06 Required Strength (fc): [Placement Location and Notes: 3000 psi 28 days Garage B pile caps at building lines A/1.8 -2.3; B, C/2. Cast at 16 cubic yards at 1:OOpm. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 7 11 4 x 8 7 43280 4.01 12.63 j 3430 4 x 8 164860 I L4.02J L12.691 5110 �8 I r 4 x 8 11 67700 J 4.02 11 12.69 10/12/06J[ 28 4 x 8 1 67690 11 4.02J 12.69 Reviewed by: a Project No: T6109 Issued on: 10/12/06 Sample Set ID: 11970 Permit # (s): D06-073 Original: ✓' Revised: fl Strength (psi) Failure Code 5330 Dd'nnis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing perforated in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,522.0 394.0 1,398.0 260.0 77.0 440.0 13.3 21.2 Ibs Ibs Ibs Ibs Ibs Ibs Oz oz 1 NA j • NA NA 5330 Jr — NA MTh Form at50, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC RECEIVED ._, _ , OCT 1 2006 CONCRETE LABORATORY TEST Rthattgrog Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 1 75 °F 0.436 Federated Warehouse 17000 Southcenter Pkwy Tukwila, WA MA Mortenson Construction MA Mortenson Construction 61 °F Cloudy Concrete Stoneway 701870 460175 1 nitial Storage Temp. (ASTM C31) NR [Water /Cement Ratio: !Slump (ASTM C143) 7.5" FIELD DATA ASTM C31 and C172 Design 1 Entrained Air (ASTM C231) NR Sample(s) Rec'd: Project No: Issued on: Sample Set ID: Permit # (s): Original: d Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Water Slag Cement -Type I & II WRDA -64 ADVA Daravair 06-050406 09/14/06 Required Strength (fc): Placement Location and Notes:1 4000 psi @ 28 days The first (5) dock leveler pit walls from the west end of the building. 66 ounces of ADVA added on site. Date Made Sample* 09/13/06 L 0006_1 7173 09/20/06 [09/13/06 ] L0006 7174 10/11/06 rooO6J 7175 1 10/11/06 L09/13/06 1r 1 7176 10/11/06 Remarks: 09/13/06 Lab! Inspector(s): McBride, M. Tested by: Le, Q. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 1 7 I 4 x 8 1 :1 43430 4.02 11 12.69 11 3420 IL NA _1• 1 28J[ 4 x 8 82435 i 4.00 12.57 1r 6560 jr NA j" L 26 r 4 x 8 1 79270 L4.00 12.57 r 6310 11 NA 1 4x8 1 28 82200 4.00 12.57 6540 Revieweby: Den is Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Sulk E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6169 10/12/06 11955 Weight (per cu.yd) 1,815.0 1,271.0 240.0 110.0 550.0 26.4 13.2 2.5 Ibs Ibs Ibs Ibs Ibs oz oz oz NA PATE Fnm M150, Rev 0 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 68 °F 1 Water /Cement Ratio: 0.436 75 °F Clear Concrete Stoneway 828 460175 1 ltial Storage Temp. (ASTM C31) NR `lump (ASTM C143) 4" Inspector(s): Emery, R. Tested by: Le, Q. CONCRETE LABORATORY TEST REPORT Federated Warehouse 17000 Southcenter Pkwy Tukwila, WA MA Mortenson Construction MA Mortenson Construction FIELD DATA ASTM C31 and C172 T Entrained Air (ASTM C231) 5.1% Design Sample(s) Rec'd: 09/13/06 Project No: Issued on: Sample Set ID: Permit # (s): 06- 050406 Original: ,_,�i Revised: 0 Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Water WRDA -64 A/E Admix Cement —Type 1 & II Required Strength (fc): Placement Location and Notes: 4000 psi @ 28 days Concrete was placed by chute at 5, footings for loading docks at west end north side of grid B/4 to 1.5 line. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab a Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 1 09/12/06 _0005 1 [ 7 ° 5 5 09/19/06 j _7_ j {_ 4 x 8 51100 11_4.01 1 12.63 H, 4050 NA _ L09/12/06 1 0005 11 7056 '. 10/10/06 1 28 174 x 8 I 77400 1L4.01 ! 12.63 6130 NA Lo9 /12/06 0005 7057 10/10/06 [ 2J 4 x 8___11±78630 I L4.01 12.6 J J 6230 1A L09/12/06 L0005_11 7058 _II 10/10/06 IL 28 J L 4x8 L 77690 11 4.01 f 12.63J j 6150 J( NA 1" Remarks: Reviewed by: Den is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6169 10/10/06 11926 Weight (per cu.yd) 1,815.0 Ibs 1,271.0 Ibs 240.0 Ibs 26.4 oz 2.5 oz 550.0 Ibs 337E Form 0150. Rev 3. 7-0 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 55 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -26 -06 Weather: Sunny Inspection: Resteel and Concrete Samples: (12) 4 x 8" MTE inspector arrived on site and performed final inspection of resteel. Inspector Blaney observed concrete placement, Inspector Le monitored and sampled 302 cubic yards of Cadman Concrete Mix #551081R (3,000 psi at 28 days) for slab on grade at building lines: A- E/1 -4. Concrete was properly mechanically consolidated. Welded wire reinforcement was properly pulled up into fresh concrete. Cast three sets of four 4 x 8" cylinders. Test Results: Set #1 Slump 7 W ; Set #2 Slump 7 "; Set #3 Slump 7 ": To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTORS: Tom Robinson Quang Le Steve Blaney Everett Office 917 -134th Street SW Suite A -1 Everett. WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.5843707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 54 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -25 -06 Weather: Sunny Inspection: Resteel and Concrete Samples: (12) 4 x 8" cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: MTE inspector arrived on site and performed final inspection of resteel. Inspector Blaney observed concrete placement, Inspector Le monitored and sampled 306 cubic yards of Cadman Concrete Mix #551081R (3,000 psi at 28 days) for slab on grade at building lines: A- E.5/4 -6. Concrete was properly mechanically consolidated. Welded wire reinforcement was properly pulled up into fresh concrete. Cast three sets of four 4 x 8" cylinders. Test Results: Set #1 Slump 4 % ; Set #2 Slump 6"; Set #3 Slump 5 ". To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTORS: Tom Robinson Quang Le Steve Blaney Everett Office 917 -134th Street SW Suite 41 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 lax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 53 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 9 -21 -06 Showers Resteel and Concrete (4)4x8" RECEIVED OCT 0 9 2006 COMMUNITY DEVELOPMENT Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9380 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland. OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and performed final inspection of resteel and observed concrete placement, Inspector Le monitored and sampled 102 cubic yards of Miles Sand and Gravel Concrete Mix #154CPS3 (3,000 psi at 28 days) for grade beams at building lines: A -D /1; A/1 -6; A -C /6. Water was pumped out of grade beams prior to concrete placement; any remnant of water left was properly chased out during the concrete placement. Concrete was properly mechanically consolidated. Cast one set of four 4 x 8" cylinders. Test results: Slump 4 % ". To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTORS: Tom Robinson Quang Le Reviewed by: Dennis Sanb 'ranch Manager RECEIVED MAYES TESTING ENGINEERS, INC. .00T 0 9 2006 MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 52 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -20 -06 Weather: Showers Inspection: Resteel Samples: N/A D MTE inspector arrived on site and performed inspection of resteel for Perimeter Grade Beams at lines: A -D /1; A/1 -6; A -C /6. Spoke with Tom (JTM Garage B Foreman) concerning some trash that need to be removed and water to be pumped out prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. SEP 2 6 2006 DEVELOPMENT NT MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 49 Owner: Westfield America Architect: FSI Architects Engineer. Coughlin Porter Lundeen Contractor. JTM Construction Date: 9 -14 -06 Weather: Cloudy Inspection: Resteel and Concrete Samples: (4) 4 x 8" MTE inspector arrived on site and performed final inspection of resteel, observed 52 cubic yards of Cadman Concrete Mix #551081R (3,000 psi at 28 days) for the pile caps at building lines: A/1.8 -2.3; B, C /2. Resteel found to be acceptable. Concrete was properly mechanically consolidated. Four 4 x 8" cylinders were cast. Test results: Slump 6 ". To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: RECEIVED INSPECTOR: Tom Robinson Everett Office 917 -134th Street SW Suke A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 SEP 2 6 2005 PROJECT: SOUTHCENTER MALL PARKING GARAGE DEVELOPMENT Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 48 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -8 -06 Weather. Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived onsite for ultrasonic testing of complete penetration pipe pile weld splices. See MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila ( RECEIVED INSPECTOR: Jim R. Kay Everett Office 917.134th Street SW Suite A -1 Everea, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E - Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503281 7579 Reviewed by: r/i , emu — x, i Sanborn, Branch Manager MAYES LNG ENGINEERS, INC 917134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E •2 Tacoma, WA 98299 7911 NE 33°Drive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 9 -8-06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: 1 of MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 MTE Forme 094 Rev 2, 5/02 Model: Serial No.: UT Equipment USN -50L Transducer: Size: Angle: Frequency: 3/4" x 3/4" MHZ Test Block or Reference: IIW /DSC Long Shear Method Used: Other ❑ 70° 4 00P89C 2.25 G Dec bels Inches Piece No. Wekl No. 12 A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID Acc Rej Defect Level Ref Level Alton Level Defect Rating 14 Top 60 3/8 CP X Comments A Top #2 3/8 CP X Added between 1 & 11 MAYES LNG ENGINEERS, INC 917134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E •2 Tacoma, WA 98299 7911 NE 33°Drive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 9 -8-06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: 1 of MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 MTE Forme 094 Rev 2, 5/02 MAYES TESTING ENGINEERS, INC N ., Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74 °F Water /Cement Ratio: Remarks: Rec ENED SEP 2 6 2006 p eva twi op sievr CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 78 °F Sunny Concrete Cadman 664621 551081R I Initial Storage Temp. (ASTM C31) NR [ Slump (ASTM C143) f 0.477 5.5" Inspector(s): Robinson, T. Tested by: Gordon, M. FIELD DATA ASTM C31 and C172 Entrained A ir (ASTM C231) NR Sample(s) Rec 09/08/06 Actual Placement Location and Notes: ` 3000 psi C 28 days Garage B pile caps at building lines: D -F, H -J /1. Cast at 16 yards at 4:OOpm. Date Made Sample • Lab* [ 9 9 / 0 7 / 0 - 1 C J I LOUR 6905 r [ _ p9/15/06J1 8 1 4 x 8 1 L L 0 9 / 0 7 / 0 6 J 1 0 0 0 2 I L 6906 ;I 28 J[ 4 x 8 ;1 09/07/06) 0002 11 6 907 i t 10/05/06 j 1 28 I 4 8 09/07/06] 0002 1 6908 1 10/05/06 I r 4 x 8 J 0.00 0.00 Reviewed by: Project No: Issued on: Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6109 09/18/06 Sample Set ID: 11888 Permit # (s): D06 -073 Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement –Type 1 & II HRWRA MRWRA Required Strength (f'c): COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 4.02 r 12.69 �n4210 1 NA o.00Jj 0.00 1r it NA • NA �' 0.00 0.00 1 1,524.0 396.0 1,401.0 247.0 79.0 439.0 13.4 21.4 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording geld temperature Information M this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. nbom (Branch Manager Weight (per cu.yd) Ibs Ibs Ibs Ibs Ibs Ibs oz oz NA POE Form E50, Rev 3, 7-0 RE ^ENED MAYES TESTING ENGINEERS, INC. SEP 21 P0061 DEVELDPbEN MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 47 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -7-06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site in the AM for Ultrasonic Testing of complete penetration pipe pile weld splices. See MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. Returned in the PM for additional testing as requested by the contractor. CORRECTIVE ACTION: UT reject at pile #16 top splice, noted on 09/06/06, was repaired, retested and found to be acceptable To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolltano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay AaAC Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503 281 7515 fax 503.281,7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917134M St. SW, SuiteA -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 SDrive, Suite 190 Pa land, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 9 -7 -06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: 1 of MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 MTE Rome 094 Rev 2, 5102 Model: Serial No.: UT Equipment USN -50L Transducer: Size: Angle: Frequency: 3/4" x we MH2 test Block or Reference: IIW /DSC Long El Shear ' Method Used: Other ❑ 70• 00P89C 2.25 Dec bels Inches Piece No. Weld No. Defect No. A B C 0 Skip Distance Length of Defect Surface Dist Length of Sound Path _ Q ni X Y Thick- ness Joint ID Aec Rej Defect Level Ref Level Atten Level Defect Rating 16 Top 60 3/8 CP X Comments 11 Top 3/8 CP X 12 Top 3/8 CP X A Bottom 3/8 CP X Added between 1 & 11 A Top 3/8 CP X 13 Top 3/8 CP X 23 Top 3/8 CP X 111 Top 3/8 CP X MAYES TESTING ENGINEERS, INC 917134M St. SW, SuiteA -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 SDrive, Suite 190 Pa land, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 9 -7 -06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: 1 of MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 MTE Rome 094 Rev 2, 5102 MAYES TESTING ENGINEERS, INf Set MTE NO: T6109 cat MUa t PROJECT: SOUTHCENTER MALL PARKING GAReetz Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 46 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -7 -06 Weather: Partly Cloudy inspection: Resteel and Concrete Samples: (4) 4 x 8" MTE inspector arrived on site and performed final inspection of resteel, and observed 67 cubic yards of Cadman Concrete Mix #551081R (3,000 psi) for the pile caps at building lines: D -F, H- J/1. Resteel found to be acceptable. Concrete was properly mechanically consolidated. Four 4 x 8" cylinders were cast. Test results: Slump 5 W To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Tom Robinson Everett Office 917 - 134th Street SW Suite A - 1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager RECEIVED MAYES TESTING ENGINEERS, INC. !SEP 21 2006 MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 45 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -6 -06 Weather: Cloudy Inspection: Resteel and Structural Steel Samples: N/A MTE inspector arrived on site and performed inspection of resteel for the pile cap at building lines: D -F /1; J -H /1. Work in progress. Performed visual weld inspection of resteel welded to the piles at building lines: A -J /1. Resteel and welds are acceptable per D1.4 and detail 19 on S3.2 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Tom Robinson Everett Office 917 -134th Street SW Suite A - Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager RECEIVED MAYES TESTING ENGINEERS, INC. ISEP 21 2006 COMMUNITY DEVELOPMENT MTE NO: 76109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 44 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9-6 -06 Weather. Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. NONCORMING CONDITIONS: UT reject at pile #16 top splice. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Evereff Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 428742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager Y Thick- ness Joint ID Acc Rej 3/8 CP X Comments 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP X MAYES TESTING ENGINEERS, INC 917134th St SW, Suite A -1 Everett. WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 a l Drive, Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.5843720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Notes: Report of Ultrasonic Examination Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: Section or Shape: Type Material: UT Equipment: Model: USN -50L Serial No.: 00P89C Transducer. Size' Angle: Frequency: 3/4" x 3/4" 70° 2.25 MHZ Test Block or Reference: IIW /DSC Long Shear V1 Method Used: Other ❑ Date: 9-6-06 FCAW Carbon Steel A Dec bels B C D Defect Piece No. Weld No. No. 1 2 3 4 5 6 7 8 9 10 15 16 Top #2 Top Top Top Top Top Top Top Top Top Top Top 1 Defect Level 60 Ref Level 60 60 Atten Level 0 Defect Rating 0 Skip Distance Length of Defect 8" Inch Surface Dist es Length of Sound Path Depth from Surface A 3/8" Sketch: X 1 of T6109 D1.1 -2004 Pipe 2 WE Form 094 Rev 2.592 MAYES TESTING ENGINEERS, INC q -a Report of Ultrasonic Examination Page: 2 of 2 Date: 9-6-06 MTE Form # 094, Rev 2. 5/02, p2 Decibels Inches MTE Project*: T6109 Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X V Thick- ness I] Ref Level Atten Level Defect Rating Joint ID 17 Top 60 3/8 CP Acc X Rej Comments 18 Top 3/8 CP X 19 Top 3/8 CP X MAYES TESTING ENGINEERS, INC q -a Report of Ultrasonic Examination Page: 2 of 2 Date: 9-6-06 MTE Form # 094, Rev 2. 5/02, p2 MAYES TESTING ENGINEERS, INC. RECEIVED SEP 1 4 1006 MTE NO: 76109 DEMO MENr PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 43 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 9 -5 -06 Cloudy Resteel and Concrete N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281 7515 fax 503.281.7579 MTE inspector arrived on site and performed final inspection of resteel, observed 5 cubic yards (included in the total from the Garage A shearwall placement). Cadman Concrete Mix #661281 (3,000 psi required this application) for the pile cap at building line: J /2. Resteel was found to be acceptable. Concrete was properly mechanically consolidated. Cylinders cast at today's Garage A placement To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson s Sanborn, Branch Manager Reviewed by: cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila RECEIVED MAYES TESTING ENGINEERS, INC. 'SEP 1 4 1006' COMMU -., . -... I • D EVELOPM E NT MTE NO: 76109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 42 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 9 -1 -06 Weather: Cloudy Inspection: Resteel and Structural Steel Samples: N/A MTE inspector arrived on site and performed inspection of resteel for the pile cap at building lines: J /2. Resteel found to be acceptable. Need to check clearances prior to concrete placement. Performed visual weld inspection of resteel welded to the piles at building lines: D- K.5/2. Resteel and welds are acceptable per D1.4 and Detail 19 on S3.2 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Everett Office 917.134th Street SW Suite A•1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253 584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Reviewed by: • MAYES TESTING ENGINEERS, INC. SEP 1 4 2006 Everett, �o MTE NO: T6109 COMMUNITY fax 425.745.1737 PROJECT: SOUTHCENTER MALL PARKING GARAGE B DEVELOPMENT Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 41 Owner. Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -31-06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site and performed ultrasonic examination of pipe splices in piles 19, 81, 82, 90, 91, 100 and 101. Connections were made per plan. Weidments visually and ultrasonically acceptable; workmanship per AWS D1.1. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila RECEIVED 9 7134 et SW Office Suite A -1 INSPECTOR: Skip Szurek Reviewed by: % i e-._ O< Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 D ni Sanborn, Branch Manager MAYES 917 134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 99299 7911 NE 33 "'Drive, Suite 190 Portland, OR 97211 Inspector: TESTING ENGINEERS, INC Skip Szurek Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.251.7579 Notes: Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Date: 8/31/06 Carbon Steel Sketch: 1 of 1 T6109 D 'StP 1..._ MTE Fame 094 Rev 2, 5/02 — " /(i Model: Serial No.: UT Equipment: USN -50L Transducer, Size: Angle: Frequency: 3/4" x 3/4" MHZ Test Block or Reference: IIW /DSC Long 4 Shear ' en Method Used: . SOP ' Other ❑ 70° 00P89C 2.25 Dec bels Inches Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X V Thick- ness Joint ID Acc Rej Defect Level Ref Level Atten Level Defect Rating 19 1 56 3/8 Bott X Comments 81 1 3/8 Bott X 82 1 3/8 Bott X 90 1 3/8 Bott X 91 1 3/8 Bott X 100 1 3/8 Bott X 101 1 3/8 Bott X MAYES 917 134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 99299 7911 NE 33 "'Drive, Suite 190 Portland, OR 97211 Inspector: TESTING ENGINEERS, INC Skip Szurek Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.251.7579 Notes: Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Date: 8/31/06 Carbon Steel Sketch: 1 of 1 T6109 D 'StP 1..._ MTE Fame 094 Rev 2, 5/02 MAYES TESTING ENGINEERS, INC. RECEIVED S SW ,�,...,..- .f --«.. ,...,..,....,..,.- �....m..- ._�.,...._....._.._ S Suite A -1 EP 1 �_.._ 4 ?006 Everett, WA 98204 ph 425.742.9360 MTE NO: T6109 COMMUNITY tax 425.745.1737 DEVELOPMENT Tacoma Office SOUTHCENTER MALL PARKING GARAGE B 100295. Tacoma Way Address: 633 Southcenter Mall Blvd suite E -2 Tukwila, WA Tacoma, WA 98499 ph 253.584.3720 PERMIT NO: D06 -073 fax 253.584.3707 Portland Office Page 40 7911 NE 33rd Drive Suite 190 Owner: Westfield America ph 503. h 503x OR 97211 p281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -30 -06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of complete penetration pipe pile weld splices. See MTE "Report of Ultrasonic Examination" for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Reviewed by: nnis Sanborn, Branch Manager MAYES 917 134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 i ODrive, Suite 190 Portland, OR 97211 Inspector: TESTING ENGINEERS, INC Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 8 -30-06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: 1 of MTE Project #: T6109 Specifications: RE CEIfdFIPO4 Section or Shape: SFP 1 4 at c 1 MTE Forma 094 Rey 2, SA2 DEwc Model: Serial No.: UT Equipment: USN -50L Transducer. Size: Angle: Frequency: requency: 3/4' x 3/4" wiz Test Block or Reference: IIW /DSC Long Shear Method Used: Other II 70° d 00P89C 2.25 '' Dec bels Inches Piece No. Well No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID Ace Rej Defect Level Ref Level Aften Level Defect Rating 98 Top 58 3/8 CP X Comments 99 Top 3/8 CP X 102 Top 3/8 CP X MAYES 917 134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 i ODrive, Suite 190 Portland, OR 97211 Inspector: TESTING ENGINEERS, INC Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 8 -30-06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: 1 of MTE Project #: T6109 Specifications: RE CEIfdFIPO4 Section or Shape: SFP 1 4 at c 1 MTE Forma 094 Rey 2, SA2 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 39 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: MTE inspector arrived onsite as scheduled for ultrasonic testing of complete penetration pile weld splices. There was no welding today and the contractor failed to cancel the inspection. PRELIMINARY: cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 8 -29-06 Cloudy Ultrasonic Testing N/A INSPECTOR: Jim R. Kay Reviewed b RECEIVED SEP 1 2006 COMMUNITY DEVELOPMENT Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.7419360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 90499 ph 253.584.3720 fax 251584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland OR 97211 ph 503.281.7515 fax 503 281 7579 nnis Sanborn, Branch Manager RECEIVED SEP 14 2006 COMMUNITY MTE NO: T6109 DEVELOPMENT PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 38 MAYES TESTING ENGINEERS, INC. Owner. Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -29 -06 Weather. Cloudy Inspection: Reinforced Concrete Samples: (4) 4 x8" MTE inspector arrived onsite for reinforced concrete. Prior to placement T. Robinson inspected all resteel in (2) shear wall pile caps located at C to E on 6 & J to L on 6, also L/5 pile cap for column. Inspected the placement of Mix #551081R at same locations. Mixture is a (3,000 psi mix). Concrete was placed by chute and any steel that moved during placement was moved back into place by concrete placers. Took samples from the 2 " truck at site and had a slump of 8 ". Specifications called for 6 ", informed the concrete placers. This was placed in south end of pile cap at grid line C to E on 6. Concrete was thoroughly vibrated with (2) other truckloads that slumped at 6 ". A total of 96 cubic yards was placed by chute. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Kerri Schaible i • - • i s Sanborn, Branch Manager Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 • MAYES TESTING ENGINEERS, INC RECEIVED ►SEP 1 4 2006 CONCRETE LABORATORY TEST REpne&NT Project Name: Site Address: Client: Engineer. Contractor. Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74 °F Water /Cement Ratio: 0.503 °F Sunny Concrete Cadman [Placement Location and Notes: Southcenter Mall Parking Garage B 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Initial Storage Temp. r Entrained Air (ASTM C31) (ASTM C231) NR NR ` Slump (ASTM C143) L Sample(s) Rec'd: NR 08/31/06 Pile Cap for Shear Wall 2 @ CTO E on 6 (1st Lift - South End) Spec slump was suppose to be 6" -Driver said he didn't add water. Also Driver lost a lot of cement from leaky chute. Date Made Sample # Lab # 08 6568 08/29/06 i 0001 L 6569 1 09/06/06 6570 6571 11 09 /26/06 08/29/06 08/29/06 j Remarks: 0001 1 0001 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) i 09/01/06 3 j 1 4 x 8 11 41390 E8 [ 4x8 i) 61930 DELI 4x8 4x8 09/26/06 Inspector(s): Schaible, K. Tested by: Simmons, N. 28 FIELD DATA ASTM C31 and C172 Actual Project No: T6109 Issued on: 09/12/06 Sample Set ID: 11804 Permit # (s): D 06-073 Original: 1 Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II WRA Glen 3030 Required Strength (fc): 3000 psi @ 28 days Surface Strength (psi) Failure Code 12.57 1 1 3290 L NA j' 4.01 _j[ 12.631 [ 4900 ) NA 1' NA J' 4.00 0.00 LO.00J Reviewed b 0.00 0.00 s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without are approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,522.2 lbs 399.3 lbs 1,400.3 lbs 259.2 lbs 77.0 lbs 438.0 lbs 21.6 oz 12.9 oz NA MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 31 Owner Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -22 -06 Weather: Cloudy Inspection: Resteel and Structural Steel Samples: N/A cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila RECEIVED AUG 31 2006 COMMUNITY DEVELOPMENT INSPECTOR: Tom Robinson Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9380 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and performed visual weld inspection of resteel welded to the piles at building lines: E -K/4; H -K/3. Resteel and welds are acceptable per D1.4 and Detail 19 on S3.2. Performed inspection of resteel for shearwali foundation at building lines' G -J /6. Resteel is installed per plan. Forms were not in place at time of inspection. Need to check clearances prior to concrete placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED Date: 8 -21 -06 Weather: Partly Cloudy Inspection: Ultrasonic Testing Samples: N/A Everett Office 917434th Street SW Suite 41 Everett. WA 98204 ph 425.742.9360 fax 425.745.1737 'AUG 31 2006 MTE NO: T6109 COMMUNITY PROJECT: SOUTHCENTER MALL PARKING GARAGE -ND I IENT Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E-2 Tukwila, WA Tacoma, WA 98499 ph 253 584.3720 PERMIT NO: D06 -073 fax 253 584 3707 Portland Office Page 30 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer. Coughlin Porter Lundeen Contractor: JTM Construction MTE inspector arrived onsite for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Reviewed by: Dennis Sanborn, Branch Manager MAYES TESnNO ENGINEERS, INC 917134th St SW, Suite A -1 Everett WA 98204 10029 S. Tawny Way. Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Poland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9350 Fax 425.745.1737 Ph 253.504.3720 Fax 253.584.3707 Ph 503.201.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: South Center Garage B Specifications: Section or Shape: Project: Welding Process: Type Material: Date: 8 -21-06 FCAW Carbon Steel 1 Of 1 T6109 D1.1 -2004 Pipe RECEIVFn UT Equipment Model: USN -50L Serial No.: 00P89C Transducer. Size: Angle: Frequency: 3/4" x 3/4" 70" 2.25 MM2 Test Block or Reference: IIW/DSC Long Shear El El Method UsedAI 3 1 20( Other co mMUNITY D EVELOPMEM Notes: Sketch: MTE Fame 094 Rev 2, 5x02 6 ___ .,,,,,, mcnes Piece No. Weld No. Defect No. e A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thidc- ness Joint ID Aec Rej Defect Level Ref Level Atten Level Defect Rating Rg 60 Top 58 3/8 CP X Comments 53 Top 3/8 CP X 52 Top 3/8 CP X 46 Top 3/8 CP X 74 Top 3/8 CP X 59 Top 3/8 CP X MAYES TESnNO ENGINEERS, INC 917134th St SW, Suite A -1 Everett WA 98204 10029 S. Tawny Way. Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Poland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9350 Fax 425.745.1737 Ph 253.504.3720 Fax 253.584.3707 Ph 503.201.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: South Center Garage B Specifications: Section or Shape: Project: Welding Process: Type Material: Date: 8 -21-06 FCAW Carbon Steel 1 Of 1 T6109 D1.1 -2004 Pipe RECEIVFn UT Equipment Model: USN -50L Serial No.: 00P89C Transducer. Size: Angle: Frequency: 3/4" x 3/4" 70" 2.25 MM2 Test Block or Reference: IIW/DSC Long Shear El El Method UsedAI 3 1 20( Other co mMUNITY D EVELOPMEM Notes: Sketch: MTE Fame 094 Rev 2, 5x02 6 RECENED Everett Office MAYES TESTING ENGINEERS, INC. 0 3 1 1° Suite 917-134th Street SW MUD Everett, WA 98204 CO © E � fax 225.745. MTE N T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Tacoma Office S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tukwila, WA Tacoma, WA 98499 PERMIT NO: D06-073 ph 253.584.3720 fax 253.584.3707 Portland Office Page 29 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503 281.7515 Architect: FSI Architects fax 503.281.7579 Engineer. Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -21-06 Weather. Cloudy Inspection: Resteel and Structural Steel Samples: N/A MTE inspector arrived on site and performed final inspection of resteel, observed 10 cubic yards (included in the 100 yard total shown on Garage A report) Miles Sand and Gravel Concrete Mix #151 CD10 (3,000 psi at 28 days this application) for Pile Caps at building lines: B, C /5. Resteel acceptable. Concrete was properly mechanically consolidated. Performed visual weld inspection of resteel welded to the piles at building lines: A -L/5, 6; A/4.8, 5.3; A -D /3, 4. Resteel and welds are acceptable per D1.3 and Detail 19 on S3.2 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Reviewed by:'r'' / `"e - 'l/S t "` --- Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED MTE NO: T6109 AUG 312006 PROJECT: SOUTHCENTER MALL PARKING GARAGE 'JI Address 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 28 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -19 -06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived onsite for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503 281 7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 134th St. SW, Sutra Pt -1 Everett, WA 98204 10029 S. Tacoma Way, Suits E -2 Tacoma, WA 99299 7911 NE 33' Suite 190 Poaand, OR 97211 Inspector: Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.291.7515 Fax 503.291.7579 Client: Project: Wel T Report of Ultrasonic Examination Page: 1 Westfield MTE Project #:/p�. Specifications if� 1 -2004 nvti ding Process: Section or Shape: 3 1 in ` P ipe Type Material: 01,94 ` v, Date: 8 -19-06 South Center Garage B FCAW Carbon Steel Notes: Sketch: of 1 T6109 MTE Fan. 094 Rev 2, 502 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: Frequency: 3/4" x 3/4" xxlz Test Block or Reference: IIW /DSC Long Shear Method Used: Other ❑ 70" ' 00P89C 2.25 Dec bets Inches Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A - X Y r �� Joint ID Acc Rej Defect level Ref Level Mein Level Defect Rating ng 61 Top 58 3/8 CP X Comments 67 Top 3/8 CP X 68 Top 3/8 CP X 54 Top 3/8 CP X 48 Top 3/8 CP X 40 Top 3/8 CP X 30 Top 3/8 CP X 31 Top 3/8 CP X 39 Top 3/8 CP X 47 Top 3/8 CP X MAYES TESTING ENGINEERS, INC 917 134th St. SW, Sutra Pt -1 Everett, WA 98204 10029 S. Tacoma Way, Suits E -2 Tacoma, WA 99299 7911 NE 33' Suite 190 Poaand, OR 97211 Inspector: Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.291.7515 Fax 503.291.7579 Client: Project: Wel T Report of Ultrasonic Examination Page: 1 Westfield MTE Project #:/p�. Specifications if� 1 -2004 nvti ding Process: Section or Shape: 3 1 in ` P ipe Type Material: 01,94 ` v, Date: 8 -19-06 South Center Garage B FCAW Carbon Steel Notes: Sketch: of 1 T6109 MTE Fan. 094 Rev 2, 502 RECEIVED MAYES TESTING ENGINEERS, INC. AUG 312006 COMMUNITY DEVELOPMENT MTE NO: 76109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 27 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -18 -06 Weather: Sunny Inspection: Ultrasonic Testing Samples: N/A cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Mike Virgillio Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of pile splice welding for parking garage B. Testing was performed on pile numbers: 62, 68, 83 and 84. Pile 84 has a 4" length of weld found unacceptable to AWS D1.1. Repair on this weld was performed and found acceptable upon reinspection. All pile welds tested by ultrasonic testing today were found acceptable upon completion. Visual inspection was performed on rebar to pile at the following piles, 32, 41, 49, 55, 26, 27, 33, 34, 42, 43, 50, 56, 63, 69, 77, 76, and 110. All of the welding of rebar to these piles was found to be acceptable. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: . — ' i Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 134th St. SW, Sulfa A -1 Everett. WA 98204 10029 S. Tacoma Way, Suite E - Tacana, WA 98299 7911 NE 33 Sutra 190 Portland, OR 97211 Inspector. Mike vrgillio Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.251.7579 Report of Ultrasonic Examination PiteeavE5 1 MTE Project T6109 R UC 31 /U4) Specifications: oMplpgRy 1.1 -2004 Section or Sha EL Pipe Client: Project: Welding Process: Type Material: Date: 8 -18 -06 Westfield South Center Garage B FCAW Carbon Steel Notes: Sketch: MTE Fame 094 Rev 2, 5 1VQ Model: Serial No.: UT Equipment USN -501 Transducer. Size: Angle: Frequency: 3/4" x 3/4" ,e1Z Test Blodc or Reference: IIW /pSC Long Shear Method Used: Other ❑ 70° 4 00P89C 2.25 4 Dec bels Inches Piece No. Weld No. 1� A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X V Joint ID Defect Level Ref Level Atten Level Defect Rating 62 S2 — 3 /8 Ace X R M Comments 68 52 3/8 X 83 52 3/8 X 84 56 52 1 +3 4" 1.5 1/4" 3/8 X 84 52 3/8 X R -1 MAYES TESTING ENGINEERS, INC 917 134th St. SW, Sulfa A -1 Everett. WA 98204 10029 S. Tacoma Way, Suite E - Tacana, WA 98299 7911 NE 33 Sutra 190 Portland, OR 97211 Inspector. Mike vrgillio Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.251.7579 Report of Ultrasonic Examination PiteeavE5 1 MTE Project T6109 R UC 31 /U4) Specifications: oMplpgRy 1.1 -2004 Section or Sha EL Pipe Client: Project: Welding Process: Type Material: Date: 8 -18 -06 Westfield South Center Garage B FCAW Carbon Steel Notes: Sketch: MTE Fame 094 Rev 2, 5 1VQ MAYES TESTING ENGINEERS, INC. RECEIVED 97 1134thh Street SW Suite A -1 AUG 2 4 2006 Everett, 429 T6109 COMMUNITY fax 425.745.1737 MTE EC SOOT PROJECT: SOUTHCENTER MALL PARKING GARAGE B DEVELOPMENT Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tukwila, WA Tacoma, WA 98499 ph 253.584.3720 PERMIT NO: 006 -073 tax 253.584.3707 Portland Office Page 26 7911 NE 33rd Drive Suite 190 Owner: Westfield America p 5 03.2 1. 97271 ph 503.251.7515 Architect: FSI Architects fax 503.281.7579 Engineer Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -17 -06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary. JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Sanborn, Branch Manager Piece No. Well No. Detect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID I Rej Comments Detect Level Ref Level Atten Level Defect Rating 103 Top 58 3/8 CP X 104 Top 3/8 CP X 75 Top 3/8 CP X 76 Top 3/8 CP X 67 Top 318 CP X Model: Serial No.: UT Equipment USN - 50L Transducer. Frequency: Size 3/4" x 3/4" Test Block or Reference: IIW/DSC Long Shear El G Method Used: Other O Angle: 70° 00P89C 2.25 Mn MAYES TESTING ENGINEERS, INC 91713491 St SW, Suite A -1 Everett WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33i Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Decibels Report of Ultrasonic Examination Page: 1 of 1 1‘ Client: Westfield MTE Project #: T6109 Project: South Center Garage B Specifications: D1.1 -2004 Welding Process: FCAW Section or Shape: Type Material: Carbon Steel Date: 8 -17-06 Inches Notes: Sketch: Pipe MTE Fame 094 Rev 2. 502 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 25 Owner: Westfield America Architect: FSI Architects Engineer Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -16 -06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: RECEIVED AUG 2 4 2006 COMMUNITY DEVELOPMENT INSPECTOR: Jim R. Kay Everett Office 917 -134th Street SW Suite Al Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. O P CP Sanborn, Branch Manager Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y ! Joint ID k Rej Comments Defect Level Ref Level Atten Level Defect Rating 87 Top 58 3/8 CP X 88 Top #2 3/8 CP X 78 Top 3/8 CP X 79 Top 3/8 CP X 70 Top #2 3/8 CP X 24 Top 3/8 CP X 25 Top 3/8 CP X 32 Top 3/8 CP X 41 Top 3/8 CP X 34 Top 3/8 CP X Model: Serial No.: UT Equipment: USN -50L Transducer. Frequency: Size: 3/4" x 3/4" Test Block or Reference: IIW /DSC Long Shear Method Used: Other 0 Angle: 70° '' 00P89C 2.25 MHZ MAYES TESTING ENGINEERS, INC 917 134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way. Suite E -2 Tacoma, WA 98299 7911 NE 33 °Drive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Decibels Report of Ultrasonic Examination Page: Client: Project: Welding Process: Type Material: Date: 8 -16-06 Westfield South Center Garage B FCAW Carbon Steel Inches Notes: Sketch: 1 of 1 MTE Project #: T6109 Specifications: D1.1 -2004 Section or Shape: Pipe MTE Fan* 094 Rev 2. 5102 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GAR4 eE'VED Address: 633 Southcenter Mall Blvd Tukwila, WA AUG 2 2 2006 PERMIT NO: D06 -073 COMMUNITY Page 24 DEVELOPMENT Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -15-06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 s Sanborn, Branch Manager MAYES TESTING ENCINITAS, INC 917 134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Wry, Suite E -2 Tacoma. WA 98299 7911 NE 33 Wive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: 1 of 1 Westfield MTE Project #: T6109 South Center Garage B Specifications: D1.1 - 2004 Section or Shape: Client: Project: Welding Process: Type Material: Date: 8 -15 -06 Notes: FCAW Carbon Steel Sketch: Pipe MTE Fame 094 Rev 2, 5/02 Model: Serial No.: UT Equipment USN -50L Transducer. Size Angle: Frequency: 3/4" x 3/4" MHz Test Block or Reference: IIW /DSc Long Shear Method Used: Other ❑ 70° ' 00P89C 2.25 G Dec bets Inches Piece No. Weld No. Defect No. A 8 C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID Acc Rej Defect Level Ref Level Attest Level Defect Rating 50 Top 58 3/8 CP X Comments 43 Top 3/8 CP X 42 Top 3/8 CP X 33 Top 3/8 CP X 26 Top 3/8 CP X 27 Top 3/8 CP X MAYES TESTING ENCINITAS, INC 917 134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Wry, Suite E -2 Tacoma. WA 98299 7911 NE 33 Wive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: 1 of 1 Westfield MTE Project #: T6109 South Center Garage B Specifications: D1.1 - 2004 Section or Shape: Client: Project: Welding Process: Type Material: Date: 8 -15 -06 Notes: FCAW Carbon Steel Sketch: Pipe MTE Fame 094 Rev 2, 5/02 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 23 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 8 -14 -06 Clear Ultrasonic Testing N/A MTE inspector arrived on site for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber. FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Everett Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Offices 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 aCr : nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 PODrive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 8 -14 -06 Notes: FCAW Carbon Steel Sketch: Page: 1 of MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 PPE Fame 094 Rev 2. 5/02 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: Frequency: �uency: 3/4" x 3/4" unz Test Block or Reference: IIW /DSC Long Shear Method 4 Used: Other ❑ 70° 00P89C 2.25 4 Dec bets Inches Piece No. Web No. Defect No. A B C D 1 Skip Distance Length of Defect Surface Dist Length of Sound Path from Surface A X Y Thick- ness Joint ID Ace Raj Defect Level Ref Level Atten Level Defect Rating 56 Top 58 3/8 CP X Comments 63 Top 3/8 CP X 87 Top 3/8 CP X 96 Top #2 3/8 CP X MAYES TESTING ENGINEERS, INC 917134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 PODrive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 8 -14 -06 Notes: FCAW Carbon Steel Sketch: Page: 1 of MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 PPE Fame 094 Rev 2. 5/02 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 22 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -12 -06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 99204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Reviewed by nis Sanborn, Branch Manager Y Thick- nese Joint ID Acc Rej 3/8 CP X Comments 3/8 CP X 3/8 CP X 3/8 CP X 3/8 CP Ixlxlxlr 3/8 CP 3/8 CP 3/8 CP MAYES TESTING ENGINEERS, INC 917134th SL SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 i°Dnve, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.291.7579 Report of Ultrasonic Examination UT Equipment: Model: USN -50L Serial No.: 00P89C Transducer, Size: Angle: Frequency: 3/4' x 3/4' 70° 2.25 MNZ Test Block or Reference: IIW /DSC Long Shear Method Used: Other ❑ Page: 1 of Client: Westfield MTE Project #: Project: South Center Garage B Welding Process: Type Material: Date: 8 -12 -06 Notes: FCAW Carbon Steel A Dec bets B C D Defect Piece No. Weld No. No. 94 95 70 69 88 78 71 77 Top Top Top Top Top Top Top Top Defect Level Ref Level 58 Atten Level Defect Rating Skip Distance Length of Defect Surface Dist Inches Length of Sound Path Depth from Surface A Sketch: X Specifications: Section or Shape: T6109 DI.1 -2004 Pipe 1 MTE Form" 094 Rev 2, 5.02 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 21 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -11 -06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of complete penetration pipe pile weld splices. See the MTE Report of Ultrasonic Examination for pile numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Reviewed by: Everett Office 917.13401 Street SW Suhe 41 Everett, WA 98204 ph 425.742.9300 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 nis Sanborn, Branch Manager MAYES YESITNG ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 8 -11 -06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: _ 1 of MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 WE Forme 094 Rev 2, 5/02 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: Frequency: 3/4" x 3/4" Mez Test Block or Reference: OW /DSC Long 4 Shear Method Used: Other ■ 70° 00P89C 2.25 Dec bels Inches Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y 11 Joint ID Acc Rej Defect Level Ref Level Arten Level Defect Rating 108 Top 58 3/8 CP X Comments 109 Top 3/8 CP X 96 Top 3/8 CP X 88 Top 3/8 CP X 79 Top 3/8 CP X 86 Top 3/8 CP X 85 Top 3/8 CP X MAYES YESITNG ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 8 -11 -06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: _ 1 of MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 WE Forme 094 Rev 2, 5/02 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 20 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -10 -06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite in the afternoon for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for locations; weld ID's and results. CORRECTIVE ACTION TAKEN: Retest of pile #106 reject noted in the morning. Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. RECEIVED 'AUG 21 2006 COMMUNITY DEVELOPMENT cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by:/ INSPECTOR: Jim R. Kay nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 134th St SW, Suite A -1 • Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 *Drive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9360 Fax 425.745,1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.261.7515 Fax 503.201.7579 Notes: R -1 - noted on 8/10/06 AM. Report of Ultrasonic Examination Page: Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 8 -10 -06 FCAW Carbon Steel Sketch: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE FomM 094 Ray 2, 5102 Model: Serial No.: UT Equipment: USN -50L Transducer: Size: Angle: Frequency: 3/4" x 3/4" Mffz Test Block or Reference: IIW /DSc Long i Shear 12 Method Used: Other ❑ 70• 00P89C 2.25 Dec bels Inches Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y g ij Joint ID Acc Rej Defect Level Ref Level Atten Level Defect Rating 106 R1 58 _ 3/8 CP X Comments Pipe Splice 105 Top 3/8 CP X 110 Top 3/8 CP X ^ MAYES TESTING ENGINEERS, INC 917 134th St SW, Suite A -1 • Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 *Drive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9360 Fax 425.745,1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.261.7515 Fax 503.201.7579 Notes: R -1 - noted on 8/10/06 AM. Report of Ultrasonic Examination Page: Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 8 -10 -06 FCAW Carbon Steel Sketch: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE FomM 094 Ray 2, 5102 MAYES TESTING ENGINEERS, INC MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 19 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -10 -06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of pile splice welds. Testing was performed on pile numbers 106 and 107. Pile 106 has 2 locations on the weld that are unacceptable to AWS D1.1. These locations have been laid out for repair. Pile 107 was acceptable. DeWitt Welding foreman was informed of these conditions. PRELIMINARY: RECEIVED AUG 21 2006 COMMUNITY DEVELOPMENT cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: • / INSPECTOR: Mike Virgilio Everett Office 917•134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 nis Sanborn, Branch Manager Y Thick- ness 3/8 Joint ID Acc Rej X Comments 3/8 X 3/8 X MAYES 917134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 "'Drive, Suite 190 Portland, OR 97211 Inspector. TESTING ENGINEERS, INC Mike Virgilio Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: Type Material: Date: 8 -10 -06 Notes: FCAW Carbon Steel Piece No. 106 107 Weld No. Defect No. 1 2 Dec bets A Defect Level 54 57 B Ref Level 51 51 51 C Atten Level 2 2 D Defect Rating +1 +4 Skip Distance Length of Defect 2 1/2 2 " Inches Surface Dist Length of Sound Path Depth from Surface A Sketch: X Section or Shape: 1 of T6109 D1.1 -2004 Pipe UT Equipment: Model: USN -50L Serial No.: 00P89C Transducer. Frequency: Size: Angle: 3/4" x 3/4" 70" 2.25 MHZ Test Block or Reference: IIW /DSC Long Shear Method Used: ❑ Other ❑ a MTE Forma 094 Rev 2, 5/02 MAYES TESTING ENGINEERS, INC. MTE NO: 76109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 18 Owner Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 8 -9 -06 Weather: Overcast Inspection: Ultrasonic Testing Samples: N/A PRELIMINARY: RECEIVED AUG 21 2006 COMMUNITY DEVELOPMENT cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by INSPECTOR: Mike Virgilio Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584.3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503281.7579 MTE inspector arrived on site for ultrasonic testing of pile splice welding at parking garage B. Inspection was performed on fit up and root passes of splice welds. Inspection found some areas of lack of fusion and incomplete penetration These areas were ground out and re- welded. Welding is in progress on pile splices on pile #105, 106 and 107. No welding was presented for final inspection during this visit. nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. Rece r C u p u Tacoma Office �T 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253584.3720 fax 253.584.3707 MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARA Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 15 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7 -17-06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Everett Office 917-134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281 7579 Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 134th St SW, Suite A -1 Everett WA 98204 10029 S. Tacoma Way. Suite E -2 Tacoma, WA 98299 7911 NE 33 i° Dttve, Suite 190 Portland. OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Date: 7 -17 -06 Carbon Steel Notes: Sketch: 1 of 1 T6109 D1.1 -2004 Pipe MTE Fan, 094 Rev 2. 5102 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: Frequency: 3/4" x 3/4" MNZ Test Block or Reference: IIW /DSC Long ' Shear G Method Used: Other ❑ 70" 00P89C 2.25 Dec bets Inches Piece No. Weld No. Defect No. A B C D Distance Defect S Dist Length of Sound Depth Surface A X Y ness J ID t Ace Rej Defect Level Ref Level Atten Level Defect Rating 89 Bott 57 3/8 CP X Comments 90 Bott 3/8 CP X 91 Bott 3/8 CP X 92 Bott 3/8 CP X MAYES TESTING ENGINEERS, INC 917 134th St SW, Suite A -1 Everett WA 98204 10029 S. Tacoma Way. Suite E -2 Tacoma, WA 98299 7911 NE 33 i° Dttve, Suite 190 Portland. OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Date: 7 -17 -06 Carbon Steel Notes: Sketch: 1 of 1 T6109 D1.1 -2004 Pipe MTE Fan, 094 Rev 2. 5102 JOB NUMBER:? 9 DATE: CY, /04 PROJECT:S,YkL, i ota e r RA( e _1 PERMIT #: �D6 .- WEATHER: ('4 c o) y OWN: \e‘cl ARCH: f3 ENG: CQ L- CONTR: Z5TM TYPE OF INSPECTION: 07 SAMPLES: rOp .n e MAYES TESTING ENGINEERS, IC 917 -134th St. SW. Suite A -1 Ph 425.742.9360 Everett, WA 98204 Fax 425.745.1737 10029 S. Tacoma Way, Suite E•2 Tacoma, WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 Ph 253 584 3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 INSPECTOR: 7 5C { n 4` kcc+)t HR INSPECTOR: HRS INSPECTOR: SUMMARY: HRS TIME: TO NONCONFORMING CONDITIONS/CORRECTIVE ACTION TAKEN: oC ..fie. .Q�1P Cv ne12:ke ,Poe *&.S�n -1p4 �A;c•-e S. �4 t? �T& y c o -co4so i,k ('. E ISq,M \ n 4 , o n -v i e ce ,0c , t \01 cp no) c e�,� \� To the best of our knowledge, ite spected this date are in accordance with approved plans and specifications. Yes No 0 Preliminary Inspection 0 Page_i_ofj___ MAYES TESTING ENGINEERS, INC. Report of Ultrasonic Examination 917.134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 UT Equipment: Model: 0,mo— 931 - Serial NO.: ,y r,. r Transducer: Frequency: Size: Angle: [-S MHz Test Block or Reference: Apse Method Used: Long 1 Other O Shear Notes: Inspector X Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253384.3707 Ph 503.281.7515 Fax 503.281.7579 Client: in ess1-S', 4 Project: Srxte,CPg-iter Paca9.4 6 Welding Process: F�rAla V Type Material: e c v'OC1 n &tee Pa A__ of r i/ n � on fi re Date: tr,Ji /o6 Sketch: MTE Project # Specifics - -- Secti Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist X Y _ _ I Rej Comments Defect Level Ref Level Atten Level Defect Rating `Sci .(4- 57 3 / c f l54 o tvir 3 4 . 9 emit ii of . Jx 9 % cc P MAYES TESTING ENGINEERS, INC. Report of Ultrasonic Examination 917.134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 UT Equipment: Model: 0,mo— 931 - Serial NO.: ,y r,. r Transducer: Frequency: Size: Angle: [-S MHz Test Block or Reference: Apse Method Used: Long 1 Other O Shear Notes: Inspector X Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253384.3707 Ph 503.281.7515 Fax 503.281.7579 Client: in ess1-S', 4 Project: Srxte,CPg-iter Paca9.4 6 Welding Process: F�rAla V Type Material: e c v'OC1 n &tee Pa A__ of r i/ n � on fi re Date: tr,Ji /o6 Sketch: MTE Project # Specifics - -- Secti " / WO MAYES TESTING ENGINEERS, INC o(, Project Name: Site Address' Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 68 °F Water /Cement Ratio: Remarks: 0.511 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58 °F Cloudy Concrete Cadman 646081 551081R I Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 7 1/2" CONCRETE LABORATORY TEST REPORT FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) 06/20/06 Actual NR [ Sample(s) Rec'd: / /ir Project No: Issued on: Sample Set ID: Permit # (s): D06 -072 Original: Revised: 0 I Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA Required Strength (fc): Inspector(s): Robinson, T. Le, Q. Reviewed by: Tested by: Gordon, M. NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6100 07/17/06 11232 Weight (per cu.yd) 1,522.0 Ibs 400.0 Ibs 1,396.0 lbs 264.0 lbs 77.0 lbs 440.0 Ibs 13.2 oz 21.3 oz Placement Location and Notes: j 4000 psi @ 28 days Set I: Slab on grade at building lines: A- D/2.5; D- G/2.5 -5.2; G- J/5.2 -6. Cast at 63 cubic yards at 6:30 am. Note: 4000 PSI required due to the shearwalls will be constructed on top of the slab and 4000 psi is required for the shearwalls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample if Lab it Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 06/19/06 11 0041 1_4213 06/26/011 7 I 4 x 8 1' 31810 j L 4.02 a2.69 11 2510 J1 NA 06/19/06) r 0041 4214 i 07/17/06 J 28 J r 4 x 8 1' 6851 [ 4.02 1 12.69 I[ 5400 i t NA 06/19/06j[ 0041 1[ 4215 I'`07/17/06 J1 28 1j 4x8 - 1r 68579 ;; 4.02 lj 12.6]r 5400 ][ NA 06/19/06 0041 _IF 4216 1 07/17/06 1 r 4 x 8 1 69895 1 4.02 r 12.69 11 5510 _1 NA r• ' _Ar.siZe /a • Dennis Sanborn Branch Manager MTE Fenn 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 52 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7 -15 -06 Weather: Cloudy Inspection: Reinforced Concrete Samples: N/A MTE inspector arrived on site to continue inspection of resteel and tendons for the level 2 slab at lines: G- N/4-6. Completed tendon count in beams and checked CGS of tendons. Spoke with Dave (JTM Garage A foreman) and Mike (Corona Steel) concerning the CGS of tendons and tendon profile at the column at lines: N /4. The heads for the end of the beam at this location were installed per detail E on PT-4 instead of detail F. This causes the profile over the column and the CGS at the heads to be low. Dave stated that he would redo the tendon heads per detail F on PT-4, which will correct both situations. All other tendon profiles and CGS at end of beams appear to be per details on PT-4. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed b INSPECTOR: Tom Robinson c Everett Office 917.1341h Street SW Suite 41 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 5. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 51 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7 -14 -06 Weather: Cloudy Inspection: Reinforced Concrete Samples: N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd DrIve Sule 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform inspection of resteel for shear walls (level 1 -2) at building lines: N/1.7 -2.2; L.8 -N /1. Resteel is acceptable. Need to check clearances prior to concrete placement. Continued inspection of level 2 slab at lines: G- N/4 -6. Started counting tendons in beams and checking CGS of tendons. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Reviewed by Gt t nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp, (ASTM C1064) 73 °F Water /Cement Ratio: 0.413 CONCRETE LABORATORY TEST REPORT Southcenter Mail Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 62 °F Partly Cloudy Concrete Cadman 650977 581081R Initial Storage Temp. r (ASTM C31) NR I Stump (ASTM C143) 7" Placement Location and Notes:' FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) 07/08/06 Inspector(s): Robinson, T. Ferrell -Wyma Tested by: Hayes, B. Actual NR I Sample(s) Recd: Reviewed by Project No: T6100 Issued on: 07/14/06 Sample Set ID: 11356 Permit # (s): D06 -072 Original: Revised: ❑ Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement –Type I & II HRWRA MRWRA Required Strength (fc): 5000 psi @ 28 days Shear walls level 1 -2 (5,000 at 28 days) at lines: A/4.8 -5.2; A- B.2/6. Columns level 1 -2 (4,000 at 28 days) at lines: G /3; G, H /4. Ramp slab on grade (3,000 psi at 28 days) at lines: K- N/3-4. Cast at 6 cubic yards at 7:10am. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 07/07/06 1 0059 E L 4756 07/14/06 I 7 J [ 4 x 8 `47885)1 4.00 J L 12.57 i 3810 l i _ NA • 07/07(06 005C1_ 4757 r08/04/06 ]r2 11 4x8 !L Co.00-:IL0_00 1L � A_J • 07/07/06 IF 0059 r_4758 08/04/06 1 28 I[ 4 x 8 I n J 1 0.00 I[ 0.00 I I L NA j• 1 07/07/06 1 0059 L 4759 1 1 08/04/06 J [ 28_1[ 4 xx 8 11 0.0011,_ 0.00 J � if NA H • Remarks: is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.580.3707 Weight (per cu.yd) 1,134.0 lbs 806.0 lbs 1,238.0 lbs 249.0 lbs 85.0 lbs 518.0 lbs 10.0 oz 27.7 oz MTE Form M150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address' Client: Engineer. Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Remarks: 68 °F Water /Cement Ratio: 3.429 Date Made Sample # 57 °F Cloudy Concrete Cadman 645654 551081R I Initial Storage Temp. I (ASTM C31) NR Slump (ASTM C143) Placement Location and Notes:' CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 4" FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR �Sampte(s) Reed: 06/17/06 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Inspector(s): Robinson, T. Le, Q. Reviewed by: Tested by: Hayes, B. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 251584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/14/06 Sample Set ID: 11217 Permit # (s): Original: Revised: 0 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash HRWRA MRWRA Required Strength (fc): 4000 psi 28 days D06 -072 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 1,522.0 400.0 1,396.0 264.0 77.0 13.2 21.3 Set I: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 26 cubic yards at 5:30am. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. Strength (psi) Failure Code I 06/16/06 j [ 0036 J 1 4147 11 06/23/06 11 7 i 4 x 8 Jr 57240 [ 4.00 1 12.57 ; ( 4560 11 06/16/06 J1 003611 4148 i L07/14/06 28 4 x 8 1F 11 4.00 _f L 12.57] [_ 6270 L NA _ i' 06/16/06 I . 0036] r 4149 I 1 07/14/061 [28 174 x 8 ! [ 80225 I [ 4.00 11_12.5/11 6380 - L NA ' 06/16/06 I x0036 1 4150 I 1 07/14/0611 28 [ 4 x 8 11 4.00 j 12.57 L 6380 n_ _. j' arms Sanborn Branch Manager Ibs Ibs Ibs Ibs Ibs OZ OZ MTE Form $150, Rev 3. 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer. Contractor: 72 °F Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: 61°F Weather: Cloudy Product: Concrete Supplier: Cadman Ticket Number : 645695 MixDesign ID : 551081R Sample Temp. , Storage Temp. (ASTM C1064) (ASTM C31) NR Water /Cement Ratio: Slump (ASTM C143) 0.504 7" Placement Location and Notes: CONCRETE LABORATORY TEST REPORT Inspector(s): Robinson, T. Le, Q. Tested by: Hayes, B. FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 4.01 Project No: Issued on: Sample Set ID: Permit # (s): D06 -072 Original: WI Revised: ❑ Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement -Type I & II HRWRA MRWRA 06/17/06 Required Strength (fc): 4000 psi @ 28 days Set II: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 148 cubic yards at 8:25am. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 06H6/06 0037 -FJ( 4151 06/19/06 L_3J 4 x8Jr38790J L12,63 1 3070 1 NA____] • 06/16/06 [ 0037 ( 4152 06/23/06 7 C 4 8 j( 55270] x4.00 r 4400 r L _ NA ]' 06/16/06 Ir0037 ( { 4153 ' 07/14/06 1L28 4 x 8 f [ 74170 L 4.00_JL12,57 ] 5900 1 NA ]' 06/16/06 11 0037_11 4154 ' 07/14/06 J L 28 ] [ 4 x 8 j 7488 4.00 ] 5960 - IL NA 06/16/06 11 0037 j L4_155 0 7 / 1 4 / 0 6 _ ] ( 28 11 4 x 8 j ( 75662 [ j 4.00 (12.57 ] L 6020 ([ NA Remarks: 12.57 12.57 Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C - 31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/14/06 11218 Weight (per cu.yd) 1,525.0 Ibs 398.0 Ibs 1,396.0 lbs 260.0 Ibs 77.0 lbs 439.0 Ibs 13.1 oz 21.3 oz MTE Form x150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 0.503 Placement Location and Notes: Remarks: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65 °F Cloudy Concrete Cadman 645745 551081R Sample Temp, Initial Storage Temp. r Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) 71 °F NR NR Water /Cement Ratio: [Slump (ASTM C143) y r Sample(s) Rec'd: 8" 06/17/06 Set III: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 244 cubic yards at 9:45am. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 06/16/06J -FC 1 415 6j : 06/19/06 3 1 4 x 8 ][ 29010 4.1 1 L 12.63 2300 L NA 06/16/06 I 0038 ) 4157 1 i 06/23/06 } I 7 ] 4x8 1 37600 [02 ft t 12.69 [I 2960 } L NA .1 1' 06/16/06_1L0038 11 4158 ]! 07/14/061 2il 1r 4 x 8 Jr 61860 4.00 L12.57 r 4920 J L NA 1 • 06/16/061 L 0038 Jr 41591 i 07/14/06 28 i [ 4 x 8 L62375 r 4.001 L 12.57 I 4960 i[ NA j • 06/16/061 [0038 _1[ [ 07/14/061 28 ] 4 x 8 ] 61350 4.00 1 12.57 I L 4880 j P NA Inspector(s): Robinson, T. Le, Q. Tested by: Hayes, B. FIELD DATA ASTM C31 and C172 Actual Project No: Issued on: Sample Set ID: Permit # (s): 006 -072 Original: WI Revised: fl Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA Required Strength (fc): 4000 psi @ 28 days Reviewed by: Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/14/06 11219 Weight (per cu.yd) 1,523.0 Ibs 395.0 lbs 1,404.0 Ibs 260.0 lbs 77.0 Ibs 440.0 lbs 13.0 oz 21.1 oz Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MW Form 5150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Remarks: 70 °F Water /Cement Ratio: 0.495 68 °F Cloudy Concrete Cadman 645901 551081R Initial Storage Temp. (ASTM C31) Placement Location and Notes: 06/16/061 0 Date Made Sample 0 � # Lab # 06/16(p$j 004 -Fri 41 � 41 06/16/06] ( 00401 x4168 F L 06/16/06 I 0040 1 1 4169 06/16/06 I 1 0040 II_ 4170 CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction FIELD DATA ASTM C31 and C172 NR Entrained Air (ASTM C231) NR Actual [Slump (ASTM C143) I Rec'd: 8" 3 Inspector(s): Robinson, T. Le, Q. Tested by: Hayes, B. 06/17/06 . Reviewed by Permit # (s): ❑ Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash HRWRA Cement —Type I & 11 MRWRA NC 534 Required Strength (fc): 4000 psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) 66 111- 06/19/06 4 x 8 35840 4.01 12.63 67 06/23/06) L fl 4 x 8 i 1 37210 LA.02 Surface 7 07/14/06 - 1E - 2811 -- 4 x 8 I 65905 11 4.00 15 07/14/06) 28 1 4 x 8 j [69150 I': 4.00 fl 12.57 I . 07/14/06 T [ 2 8 I F 4 x 8 1[ 72505 j 1 4.00 [12.57 s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 -"recording field temperature Information in this report applies any to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/14/06 Sample Set ID: 11221 D06 -072 Weight (per cu.yd) 1,524.0 Ibs 399.0 Ibs 1,390.0 lbs 256.0 lbs 77.0 Ibs 20.3 oz 440.0 Ibs 21.2 oz 44.1 oz Set V: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 416 cubic yards at 1:30pm. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. Strength (psi) Failure Code 11 2840 I NA j" 12.69 ]F 2930 jL NA I" i r 5240 I I NA 1* ;1 5500 NA j_ 5770 NA • MTE Farm *150, Rev 3. 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address' Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 75 °F Water /Cement Ratio: Placement Location and Notes: 0.499 Date Made Sample # Lab # 06/16/06 0039-FO 1 4161 !_066/16(06 [. 0039 IF 4162 06/16/061 0039 J 4163 06/16/06 . 11 - 0039 J 4164 06/16/06,1!_ 0039 f[ 4165 Remarks: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 69 °F Cloudy Concrete Cadman 645812 551081R NR Slump (ASTM C143) • Initial Storage Temp. (ASTM C31) 7.75" Inspector(s): Robinson, T. Le, Q. Tested by: Hayes, B. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 06/17/06 Actual Project No: T6100 Issued on: 07/14/06 Sample Set ID: 11220 Permit # (s): Original: Revised: El Mix Proportions: Ingredient Water Fly Ash Cement —Type I & II HRWRA MRWRA NC 534 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Required Strength WO: 4000 psi @ 28 days Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 D06 -072 Weight (per cu.yd) 258.0 Ibs 77.0 lbs 440.0 Ibs 13.2 oz 21.3 oz 22.9 oz 1,522.0 lbs 399.0 Ibs 1,397.0 Ibs Set IV: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 351 cubic yards at 12:OOpm. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 1E06/19/OCT 3 L 4 x 8 [ 375651 4.0111 12.63)L 2970 IL_ NA I' ` L 7 ( 4 x 8 l ; 39530 ( 4.02 12.69_1L 3110 L NA 1' 07/14/06 [28 IL 4 x 8 1 70850 j_ 4.00 1 [ 12.57_1 L_ 5640 L NA — 1* 07/14/06A _11 4 x 8 . 7679511 4.00 1[12.57 I1_ 6110 j [NA 1* ! 07/14/061 28 1 1 4 x 8 ( 7375011_ 4.00 I L 12.57 IL 5870 J[ NA 1" Reviewed by: Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form 0150, Rev 3, 7-0 MAYES RECEIVED Snit Office TESTING ENGINEERS, INC. PAW B A th Street SW 2 4 2006 Everett, A WA 98204 COMMUNITY Ph /42. MTE NO: T6109 DEVELOPMENT fax 425.745.1737 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Tacoma Office 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd suite E-2 Tukwila, WA Tacoma, WA 98499 ph 253.584.3720 PERMIT NO: D06 -073 fax 253.584.3707 Portland Office Page 17 7911 NE 33rd Drive Suite 190 Owner Westfield America pti 503.281.7515 1. 97211 ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer. Coughlin Porter Lundeen Contractor: JTM Construction Date: 7 -19 -06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napotitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Reviewed by: e • s Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33'dDrive, Suite 190 Portland, OR 97211 Model: Serial No.: UT Equipment: USN -50L 00P89C Transducer. Frequency: Size: Angle: 3/4" x 3/4" 70" 2.25 MHZ Test Block or Reference: IIW /DSC Long Shear 0 Method Used: Other ❑ Inspector: Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Date: 7 -19 -06 Carbon Steel Notes: Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Sketch: 1 of 1 T6109 D1.1 -2004 Pipe MTE Form* 094 Rev 2. 5/02 • V 'cJ Piece No. Weld No. Defect No. AB C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness JoiM ID ..__ s Rej Comments Defect Level Ref Level Atten Level Defect Rating 102 Bott 58 3/8 CP X 103 Bott 3/8 CP X 104 Bott 3/8 CP X 105 Bott 3/8 CP X 106 Bott 3/8 CP X 107 Bott 3/8 CP X 108 Bott 3/8 CP X 109 Bott 3/8 CP X 110 Bott 3/8 CP X 111 Bott 3/8 CP X MAYES TESTING ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33'dDrive, Suite 190 Portland, OR 97211 Model: Serial No.: UT Equipment: USN -50L 00P89C Transducer. Frequency: Size: Angle: 3/4" x 3/4" 70" 2.25 MHZ Test Block or Reference: IIW /DSC Long Shear 0 Method Used: Other ❑ Inspector: Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Date: 7 -19 -06 Carbon Steel Notes: Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Sketch: 1 of 1 T6109 D1.1 -2004 Pipe MTE Form* 094 Rev 2. 5/02 • MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 16 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Malt Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 7 -18-06 Cloudy Ultrasonic Testing N/A MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: RECEIVED •JULY 2 4 2006 DEVELOPMENT COMMUNITY INSPECTOR: Jim R. Kay �[J - 4 Everett Office 917 -134th Street SW Suite 41 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacorna Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.554.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 tax 503.251.7579 s Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: 1 of Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 7 -18-06 FCAW Carbon Steel Notes: Sketch: MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 MTE Fame 094 Rev 2, 5/02 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: F reguency 3/4" x 3/4" M„2 Test Block or Reference: IIW /DSc Long Shear Method Used: Other 0 70" '' OOP89C 2.25 4 Dec bels Inches Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID i a Raj Defect Level Ref Level Atten Level Defect Rating n9 93 Bott 57 3/8 CP ,,,, X Comments 94 Bott 3/8 CP X 95 Bott 3/8 CP X 96 Bott 3/8 CP X 97 Bott 3/8 CP X 98 Bott 3/8 CP X 99 Bott 3/8 CP X 100 Bott 3/8 CP X 101 Bott 3/8 CP X MAYES TESTING ENGINEERS, INC 917134th St SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: 1 of Client: Westfield Project: South Center Garage B Welding Process: Type Material: Date: 7 -18-06 FCAW Carbon Steel Notes: Sketch: MTE Project #: Specifications: Section or Shape: T6109 D1.1 -2004 Pipe 1 MTE Fame 094 Rev 2, 5/02 JOB NUMBERQ09 DATE: (57 /j ?/4 PROJECT: Sni \CPh \Pr l P PERMIT #: -A WEATHER: a C 1g OWN: LoGS \Gici ARCH: Warm F51 ENG: efL CONTR: 1 Pn TYPE OF INSPECTION: 17I SAMPLES: vt')0tele MAYES TESTING ENGINEERS, 1C. 917 -134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma. WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 INSPECTOR: TIME: TO' Ph 425.742.9360 Fax 425.745.1737 Ph 253 584 3720 Fax 253.584.3707 Ph 503 281 7515 Fax 503.281.7579 INSPECTOR::3;1 n 4 Keel HRS INSPECTOR: HRS HRS SUMMARY: D n Sl} e. TV r + se , 41 \ c_ I esv.; ? e\ \e Om \lam (ene\- ct\AAo CeS �S Pe hTF ye to fccC r . t) xxs.n'w t2Q \ol t S c n NONCONFORMING CONDITIONS/CORRECTIVE ACTION TAKEN: ce,so To the best of our knowledge, itriespected this date are in accordance with approved plans and specifications. Yes No ❑ Preliminary Inspection 0 Page 1 of I MAYES TESTING ENGINEERS, INC. ISIIMISMOIESSINErenrtotEWEVC MTE NO: PROJECT: Address: PERMIT NO: Page 12 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 7-6-06 Cloudy Ultrasonic Testing N/A MTE ir(spector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report c: Ultrasonic Examination for piece numbers; weld ID's and results. To the best of out knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila 4 , c 20us T INSPECTOR: Jim R. Kay Everett Office 917 -134th Street SW Sake A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503281.7579 Reviewed by: 4 ea. /y>* s nis Sanborn, Branch Manager • wan ■ *io /4waa/esi ENGINEERS, INC 9171341h St SW, Suits A -1 Everett, WA 98204 11029 S. Tacoma Way, Suite E -2 Tacoma, WA 99299 7911 NE 33 i° DrWe, Suite 199 Portland, OR 97211 UT Equipment: Model: USN -50L Serial No.: of1P89C Inspector. Jim R. Kay Ph 425.742.9350 Fax 425.745.1737 Ph 253.584.3720 Fax 253.554.3707 Ph 503.251.7515 Fax 503.281.7579 Transducer. Frequency: Report of Ultrasonic Examination Client: Westfield Project: South Center Garage B Welding Process: FCAW Type Material: Carbon Steel' Size: Angle: 3/4" x 3/4" 70° 2.25 Date: 7-6-06 MHZ Piece Mo. 65 66 67 68 69 70 71 72 73 74 75 76 Weld No. Bott Batt Bott Bott Bott Bott Bott Bott Bott Bott Bott Bott Defect No. Dec bels A Defect Level B Ref Level 57 C Atten Level D Defect Rating Skip Distance Length of Defect Inches Surface Dist Length of Sound Path 'teeth tri Surtse A X Y Thick- ness 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 Joint ID CP CP CP CP CP CP CP CP CP CP Ace X X X X X X X CP CP X X X X X Comments Notes: Test Block or Reference: I Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 76109 01,1 -2004 Pipe Method Used: Long U Other ❑ Shear MTE Fame 0B4 Rev 2.502 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 14 Owner: Architect: Engineer. Contractor: Date: Weather: Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 7 -10-06 Cloudy Ultrasonic Testing N/A MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece numbers weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by Everett office �CF 917 - 134th Street SW Ito A -1 verett, WA 98204 o c 13 1 006 fax �i 44 5 .11 737 D ELO sr T INSPECTOR: Jim R. Kay , Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Once 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503281.7579 nis Sanborn, Branch Manager MAYES *EHNG Eroo►NEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9300 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 7 -10-06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE F&vr* 094 Rev 2, 5x2 Model: Serial No.: UT Equipment. USN -50L Transducer. Size: Angle: F requency: 3/4° x 3/46 MHZ Test Block or Reference: OW /DSC Long El Shear Method Used: Other ❑ 70° 00P89C 2.25 Dec bell Inches Piece No. Web No. Defect Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID Acc Ref Level Ref Level Level Defect Rating 83 Bott 57 3/8 CP X Comments 84 Bott 3/8 CP X 85 Bott 3/8 CP X 86 Bott 3/8 CP X 87 Bott 3/8 CP X 88 Bott 3/8 CP X MAYES *EHNG Eroo►NEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9300 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 7 -10-06 Notes: Westfield South Center Garage B FCAW Carbon Steel Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE F&vr* 094 Rev 2, 5x2 MAYES TESTING ENGINEERS, INC MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 13 Owner. Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7 -7 -06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Everett Ottke 917 -134th Street SW Suite A Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503.281.7579 nis Sanborn, Branch Manager MA YES GS TESTING ENGINEERS, INC 917134th SL SW. Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 99299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.7420360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.261.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Carbon Steel Date: 7 -7 -06 Notes: Sketch: 1 of 1 T6109 01.1 -2004 Pipe MTE Force 094 Rev 2, 5102 Model: Segal No.: UT Equipment USN -50L Transducer. Size: Angle: F Frequency. 3/4' x 3/4" earz Test Block or Reference: IIW /DSC Long Shear Method 12 Used: Other ❑ 70• 00P89C 2.25 El Decibels Inches Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- mess Joint ID Acc Raj Defect Level Ref Level Atten Level Defect Rating n9 77 Bott 57 3/8 CP X Comments 78 Bott 3/8 CP X 79 Bott 3/8 CP X 80 Bott 3/8 CP X 81 Bott 3/8 CP X 82 Bott 3/8 CP X MA YES GS TESTING ENGINEERS, INC 917134th SL SW. Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 99299 7911 NE 33 Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.7420360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.261.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: FCAW Section or Shape: Type Material: Carbon Steel Date: 7 -7 -06 Notes: Sketch: 1 of 1 T6109 01.1 -2004 Pipe MTE Force 094 Rev 2, 5102 MAYES TESTING ENGINEERS, INC. MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 45 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7 -7 -06 Weather: Partly Cloudy Inspection: Concrete and Resteel Samples: (4) 4 x 8" cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: / REC EIVED Emelt Office 917 -134th Street SW 'JUL 1 3 1006 Everett, WA 98204 COM MUNiT fax 425.742.9360 D�PMENT fax 425.745.1737 (Coned on page 46) nconra Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel and monitor concrete placement, Inspector Ferrell -Wyman observed and sampled 94 cubic yards of Cadman Concrete Mix #631081R for: Shearwalls Level 1 -2 (5,000 psi) at building lines A/4.8 -5.3 and A- B.2/6; ramp slab on grade (3,000 psi) at lines K- N/3-4; Columns Level 1 -2 (4,000 psi) at lines G/3 and G, H /4. Resteel is per plan. At the ramp slab on grade the thickened slab was installed per the structural engineers direction and sketch at Tines K -6' north of K/3-4. Near the end of the ramp slab on grade placement Dave (City of Tukwila) building inspector came by to check job progress Dave noticed that where the grade beam on N line intersects with the columns at lines N /3, 4 the concrete had been chipped down to only allow a 2" thick section of fresh concrete, for the ramp slab on grade, to be placed over the existing grade beam for about 3 square feet at each column and no bonding agent had been applied. Dave was concemed that the new section of concrete was too thin and would eventually start to break away so he spoke with the contractor. nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RE CE/vED T6100 J co 1 3 10 06 SOUTHCENTER MALL PARKING GARAGE A MTE NO: PROJECT: Address: PERMIT NO: Page 46 Owner. Architect: Engineer: Contractor: (Cont'd from page 45) 633 Southcenter Mall Blvd Tukwila, WA D06 -072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction D �'ELOP P ENT Everett Office 917.1341h Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Woe 10029 S. Tacoma Way Suite E - Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 It was agreed that the fresh concrete would be removed, the existing concrete would be chipped down to give the proper section of concrete in the areas of concern, and a bonding agent would be applied prior to placing fresh concrete back in these ramp slab sections. JTM did indeed remove the fresh concrete, chip the existing grade beam concrete down so that there was a 3 1/2" - 5" thick section of concrete over the existing grade beam concrete, then duraweld bonding agent was applied plus #4 bar was placed to reinforce the area of concern prior to placing fresh concrete back in these areas. The areas of concern were repaired as agreed to by all parties. Cast one set of four 4x8 cylinders. Test results: slump 7 ". To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTORS: Tom Robinson Ron Ferrell -Wyman nis Sanborn, Branch Manager T ESTING ENGINEERS, INC. elte a 7 " -134 h Street SW MAYES , ��� RFe 917- A-1 _ _ . Suite .._. . __..a _ .... 310/1 Everett, WA 98204 �F u � ax 425.745.. MTE NO: T6100 � FNr Tacoma Office PROJECT: SOUTHCENTER MALL PARKING GARAGE A 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tukwila, WA Tacoma, WA 98499 PERMIT NO: D06 -072 ph 253.584.3720 Portland Office Page 44 7911 NE 33rd Drive Sulte 190 Portland, OR 97211 Owner: Westfield America ph 503 281.7515 Architect: FSI Architects fax 503.281.7579 Engineer Coughlin Porter Lundeen Contractor: JTM Construction Date: 7 -6-06 Weather: Partly Cloudy Inspection: Concrete and Resteel Samples: (4) 4 x 8" MTE inspector arrived on site to perform final inspection of resteel, Inspector Ferrell -Wyman observed and sampled 4 cubic yards of Cadman Concrete Mix #581081R (4,000 psi) for column (level 1 -2) at building lines: H /5. Resteel is per plan. Concrete was properly mechanically consolidated. Cast one set of four 4 x 8" cylinders. Test results: Slump 4 Y:". Inspector Robinson performed inspection of resteel for shearwalls (level 1 -2) at building lines: A/4.8 -5.3; A- B.2/6. Resteel is acceptable. Forms have been closed and resteel clearances checked and are acceptable. Started inspection of reinforcing for the Ramp Slab on Grade at lines K- N/3-4. Work in progress. Performed inspection of resteel for Columns (Level 1 -2) at lines: G /3; G, H /4. Resteel is acceptable. Need to check clearances prior to concrete placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed b INSPECTORS: Tom Robinson Ron Ferrell -Wyman nnis Sanborn, Branch Manager / j MAYES TESTING ENGINEERS, INC co 13 1000 D PbT CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1084) Date Made Sample # Lab # 06/12/06 0033 .i 3961 06/12/06_L 00331 3962 06/12/06 !' 0033 t3963 Remarks: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58 °F Cloudy Grout Stoneway 667868 10000 I Initial Storage Temp. j (ASTM C31) FIELD DATA ASTM C39 and C109 Actual f Mix Proportions: Ingredient Fine Aggregate Water Cement —Type I & II HRWRA 73 °F NR NR Water /Cement Ratio:' Slump (ASTM C143 Sample(s) Rec'd: ' 0.382 Flowable 06/13/06 Required Strength (f c): Placement Location and Notes: j 4000 psi @ 28 days Garage A augercast replacement piles for canopy at lines: N/5.6; M.26. Added 95 gallons of water of 95 gallons of water allowable. Inspector(s): Robinson, T. Tested by: Hayes, B. Entrained Air (ASTM C231) COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code L06/19/Ofi l 7 2 x 4 9550 1.99j 3.11 3070 Type_ 2 __ • ' 07/10/06 f [28 2 x 4 12630 [ 2.03 14 1 [ 4020 Type 41 • [07/10/06 _j 128 ! L 2 x 4'i 12695 , 2.00 j r3.14 _II 4040 — IF Type 4 • Reviewed by: Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/11/06 Sample Set ID: 11173 Permit # (s): Original: Revised: D06 -072 ' s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing perforated in accordance with applicable ASTM's except C 10.1.2 - 'recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 2,316.0 lbs 359.0 lbs 939.0 Ibs 38.0 oz MTE Form 1150, Rev 3, 7-0 • MAYES TESTING ENGINEERS, INC �, CONCRETE LABORATORY TEST REPOK'FNT Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70 °F Water /Cement Ratio: 0.458 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 54 °F Cloudy Concrete Cadman 643698 551083 ('Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) fSample(s) Rec'd: 5 1/2" Placement Location and Notes: FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) 4% 06/10/06 Design I Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Water Fly Ash Cement —Type I & II MRWRA A/E Admix Required Strength (fc): 4000 psi @ 28 days Set I: Slab on grade at building lines: A- D/4.8 -6; D- G/5.2 -6. Cast at 75 cubic yards at 6:30 am. Note: 4000 psi required due to the shearwalls will be constructed on top of the slab and 4000 is required for the shearwalls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/0 I . 00301 L1875 2: 06/16/0 rjJ r 4 x 8 I' 53975 11 4.02 11 12.69 j 4250 __IL NA 06/09/061 r 0030 1 1 3876 { 1 07/07/06 ! L28 1F4 x 8 I LI9765] ` 4.00 _I L 12.57 II-6350 1( N A I' 06/09/06 I{ 00301r 3877 _ I L07/07/061F28 _I L x 8 1 L _ 76180 J% 4.00 L 12 57 ! I 6060 i f NA 06/09/0 x030 ! 3878 ' L 07/07/06 f 28 I r 4 x 8 1 77130 4.00 12.57 6140 NA • Remarks: Inspector(s): Robinson, T. Reviewed by Tested by: Le, Q. Project No: Issued on: Sample Set ID: Permit # (s): D 06-072 Original: Revised: Tacoma 10029 5. Tacoma Way Suite E -2 Tacoma WA 88499 ph 253.584.3720 fax 253.584.3707 T6100 07/10/06 11153 Weight (per cu.yd) 1,208.0 698.0 240.0 84.0 440.0 18.2 2.2 Ibs Ibs Ibs Ibs Ibs oz oz s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form 050. Rev 3, 7-0 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 8552 (a -22 A -29 '1 to ti zs.a 117 '-/1(00 8553 7 -6 Py i 53 W Sk'3 o e5SY 7-2.0 ZR f l BS55 / 7 -Zo 28 Ir CEO SUPPLIER S tc14nap AI ArAii4 1OSO2/LnRnn (.4 PLACEMENT AREA &NOTES CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 96034 (425) 823-9800 EVERETT (425) 259.0817 COMPRESSION REPORT TO' nchaQ Cnuf'F.t- fcu f.T. 1 ' - 013 1(D?, fcvel2T q 11/41.E I'voodiuv}IE Orin €7 OMM ELOp ATTN THE FOLLOWING WAS NOTED: FIELD TEST DATA TRUCK SAMPLED Wein TRUCK TICKET NO. ( 19-50 MIX NO. 41-arri TIME SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR cdock TEMP. ASTM C -1064 CONC AIR Z8 AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO tip THERMOMETER CCOTHO It6 AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH CONCRETE COMPRESSION MACHINE I.D. #CC00000 I. SAMPLE P/U DATE 6 - z 3 TEST METHOD C 39 LOCATION REC s te atk . s '- gDF BLDG. PERMIT NO. OWNER D LATH eu s ■ VOL 13 ? OU£ WEATHER [j c,�c ENGINEER CEMENT TYPE Z.13oz/L.ctin CAC1 L tplA 19 fl a tiaN nil? It I.1rV1 ASTM C-1231 ❑ ASTM C-617 T / 11' FIELD REPORT No. CU. YARDS PLACED DESIGN STRENGTH L.2 Atit 11 C.Tet isro No. 6 8 l U2 DATE -ZZ-b p PROJECT CERT. NO. Oloo Le- fl KEtil. �?LSofu Up-u t TEMP. AT AM AT PM ARCHITECT CONTRACTOR k1'Eti. e (nu rD' en= (nu C. BATCH OAT4 FOR 10 Cu. YO. CEMENT FLY ASH C.A. C.A. C A. FINE AGG. WATER TOTAL DESIGN WEIGHTS /128 MOIST. is 80 ADJUSTED WEIGHTS 195/.0 1940 2317 On Site Cure Method 14 m g r r SAMPLING IN ACCORDANCE WITH , APPLICABLE CODES & SPECS . byt -I.s 3 3onn n �. 1 ^ ... ' P TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 COPIES TO 1` /(it INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY •r� D 1H4 ttUJ4uAf MAYES TESTING ENGINEERS, INC. J L 1 1 1006 C ommute r ........... DEVEL l Y PagENT MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 11 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7 -5-06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A REC EI VED MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. DeWitt is welding the bottom splice at the onsite fab area and a second splice will be made after this section has been driven. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. On site in the AM and PM. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolkano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Everett Office 917-134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Reviewed by: / GC' ' / s Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 13411151. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33°Drive, Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9350 Fax 425.745.1737 Ph 253.554.3720 Fax 259.584.3707 Ph 503.281.7515 Fax 503.281.7579 Notes: Report of Ultrasonic Examination Page: Client Westfield Project #: Project: South Center Garage B Welding Process: Type Material: Date: 7 -5-06 FCAW Carbon Steel Sketch: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe PATE Forma 094 Rev 2.5102 MAYES TESTING ENGINEERS, INC MTE NO: PROJECT: Address: PERMIT N Page 8 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd WA Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6 -26 -06 Clear Ultrasonic Testing N/A r Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9350 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of pipe pile splice complete penetration welds. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Reviewed by: Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 M Drhre, Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Project: Welding Process: Type Material: Date: 6 - 26 - 06 Notes: Report of Ultrasonic Examination Page: 1 of Client: Westfield MTE #: South Center Garage B Specifications: Section or Shape: FCAW Carbon Steel Sketch: T6109 D1.1 -2004 Pipe 1 MTE Forme 094 Rev 2, 5102 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 REL, PROJECT: SOUTHCENTER MALL PARKING GARAGE B EiVEo Address: 633 Southcenter Mall Blvd Tukwila, WA JUL 0 6 1006 PERMIT NO: D06 -073 p E o Mt ,� t a Page 10 fi ' rT Owner. Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -29-06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9380 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. On site AM and PM. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Reviewed by: nis Sanborn, Branch Manager MAYES tfsrms ENGINEERS, INC 917134th St SW, Suite A -1 Everett, WA 98204 10029 5. Tacoma Way, Suite E - Tacoma, WA 99299 7911 NE 33 i 'Drive, Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9390 Fax 425.745.1737 Ph 259.594.9720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: Type Material: Date: 6 -29-06 FCAW Carbon Steel Notes: Sketch: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE Forme 094 Rev 2, 5a2 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: Frequency: 3/4" x 3/4" , 2 Test Block or Reference: VW /DSC Long Shear Method Used: Other 70• ' 00P89C 2.25 12 Dec bels Inches Piece No. Web No. � A B C D Skip Distance length of Defect Surface Dist Length o Sound Path from Surface A X Y Thick- mess Joint ID Ace Rej Defect Level Ref Level Atten Level Defect Rating 47 Bott 57 3/8 CP X Comments 48 Bott 3/8 CP X 49 Bott 3/8 CP X 50 Bott 3/8 CP X 51 Bott 3/8 CP X 52 Bott 3/8 CP X 53 Bott 3/8 CP X 54 Bott 3/8 CP X 55 Bott 3/8 CP X MAYES tfsrms ENGINEERS, INC 917134th St SW, Suite A -1 Everett, WA 98204 10029 5. Tacoma Way, Suite E - Tacoma, WA 99299 7911 NE 33 i 'Drive, Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9390 Fax 425.745.1737 Ph 259.594.9720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: South Center Garage B Specifications: Welding Process: Type Material: Date: 6 -29-06 FCAW Carbon Steel Notes: Sketch: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE Forme 094 Rev 2, 5a2 MAYES TESTING ENGINEERS, INC. IIIMIREENEEM :21=7=7:77 r.' MTE NO: 76109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 9 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -28 -06 Weather: Clear Inspection: Ultrasonic Testing Samples: N/A cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by INSPECTOR: Jim R. Kay Everett Office 917 -134th Street SW Sutle A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 5. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. ennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917134t1 St SW, Suite A -1 Everet WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 " Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 6 -28-06 Westfield South Center Garage B FCAW Carbon Steel Notes: Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE Forme 094 Rev 2. 592 Model: Serial No.: UT Equipment USN -50L Transducer. Size: Angle: Frequency: 3/4" x 3/4" in Test Brock or Reference: IIW /DSC Long Shear Method Used: Other ❑ 70' 00P89C 2.25 ' Dec bels Inches Piece No. Weld No. 1 2 A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID Acc Rel Defect Level Ref Level Atten Level Defect Rating 40 Bott 56 3/8 CP X Comments Splice Weld 41 Bott 3/8 CP X 42 Bott 3/8 CP X 43 Bott 3/8 CP X 44 Bott 3/8 CP X 45 Bott 3/8 CP X 46 Bott 3/8 CP X MAYES TESTING ENGINEERS, INC 917134t1 St SW, Suite A -1 Everet WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 " Suite 190 Portland, OR 97211 Inspector. Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 6 -28-06 Westfield South Center Garage B FCAW Carbon Steel Notes: Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe MTE Forme 094 Rev 2. 592 MAYES TESTING ENGINEERS, INC MTE NO: PROJECT: Address: PERMIT NO: Page 7 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila 16109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6 -22 -06 Partly Cloudy Ultrasonic Testing N/A Reviewed by: RECEIVED JUN 2 8 2006 JlamMuNtTY 4 DEVELOPMENT DEVELO INSPECTOR: Jim R. Kay Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site in the AM and the PM for ultrasonic testing of pipe pile splice complete penetration welds. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 134th Si SW, Suite A -1 Everett, WA 98204 10029 5. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33' Suite 190 Portland, OR 97211 Inspector: 4 p1114• , .,x,. Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253 584.3707 Ph 503.291.7515 Fax 503.281.7579 Notes: Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: Southcenter Mall Garage B Specifications: Welding Process: Section or Shape: Type Material: 1 of 2 T6109 D1.1-2004 Pipe Date: 6/22/06 Sketch: RECe JUN 2 8 20 oeveLo M MTE Fomm 094 Rev 2, 5102 Model: Serial No.: UT Equipment: USN -50L Transducer: Size: Angle: Frequency: 3/4" x 3/4" ^ ^HZ Test Block or Reference: IIW /DSc Long Shear Method Used: Other ❑ 70° 1 El 00989C • 2 25 Dec bets Inches Piece No. Weld No. Defect No. A 8 C D kip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y � Joint ID Acc Rej Defect Level Ref Level Atten Level Defect Rating 9 23 Bott 56 3/8 CP X Comments 24 Bott 3/8 CP X 25 Bott 3/8 CP X 26 Bott 3/8 CP X 27 Bott 3/8 CP X 26 Bott 3/8 CP X 29 Bott 3/8 CP X 30 Bott 3/8 CP X MAYES TESTING ENGINEERS, INC 917 134th Si SW, Suite A -1 Everett, WA 98204 10029 5. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33' Suite 190 Portland, OR 97211 Inspector: 4 p1114• , .,x,. Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253 584.3707 Ph 503.291.7515 Fax 503.281.7579 Notes: Report of Ultrasonic Examination Page: Client: Westfield MTE Project #: Project: Southcenter Mall Garage B Specifications: Welding Process: Section or Shape: Type Material: 1 of 2 T6109 D1.1-2004 Pipe Date: 6/22/06 Sketch: RECe JUN 2 8 20 oeveLo M MTE Fomm 094 Rev 2, 5102 MAYES TESTING ENGINEERS, INC Report of Ultrasonic Examination . MMUNIiy -- +ELQp,. Page: 2 of 2 Date: 6 -22-06 MTE Form* 094, Rev 2. 5/02, p2 Decibels Inches MTE Project #: T6109 Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID Acc Rej Defect Level Ref Level Atten Level Defect Rating 31 Bott 56 3/8 CP X Comments 32 Bott 3/8 CP X 33 Bott 3/8 CP X 34 Bott 3/8 CP X 35 Bott 3/8 CP X 36 Bott 3/8 CP X C EIVED 2 8 ;006; MAYES TESTING ENGINEERS, INC Report of Ultrasonic Examination . MMUNIiy -- +ELQp,. Page: 2 of 2 Date: 6 -22-06 MTE Form* 094, Rev 2. 5/02, p2 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 6 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6109 SOUTHCENTER MALL PARKING GARAGE B 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6 -21-06 Cloudy Ultrasonic Testing N/A Everett Office 917 -1340 Street SW RE CEIVE 25 A-1 9 JUN 2 g 20 _ ggcoma Office re ?vile 2 Tacoma Way • Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 fax 425.745.1737 Portland Office 7911 NE 33rd Dnve Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece number; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay Reviewed by: /Ce Dennis Sanborn, Branch Manager Y Thick- ness Joint ID Ace Rej 3/8 CP X Comments Splice Weld 3/8 CP IXIXIXIX 3/8 CP 3/8 CP 3/8 CP MAYES TESTING ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma ay, Suite E -2 Tacoma, WA 7911 NE 33 m Suite 190 Portland, OR! Inspector: Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Client: Project: Welding Process: Type Material: . Equipment: Model: USN -50L Serial No.: 00P89C Transducer: Size: 3/4" x 3/4" Angle: 70° 2.25 Frequency: MHz Test Block or Reference: IIW/DSC Long Shear 0 Method Used: Other ❑ Piece No. 18 19 20 21 22 Weld No. Bott Bott Bott Bott Bott Defect No. Dec bets A Defect Level B Ref Level 56 C Atten Level D Defect Rating Skip Distance Length of Defect Inches Surface Dist Length of Sound Path Depth from Surface A Date: 6 -21 -06 Notes: Report of Ultrasonic Examination Page: 1 of 1 Westfield MTE Project #: T6109 South Center Garage B Specifications: D1.1 -2004 Section or Shape: FCAW Carbon Steel Sketch: X Pipe RECE ryED JUN 2 8 200g DpmEg MTE Forma 094 Rev 2. 5/02 MAYE5 TESTING ENGINEERS, INC. RECEIVED 'JUN 2 8 2006 MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE � cCO o� Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 5 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -20 -06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece number; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano. JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Everett Office 917.134th Street SW Suite A - Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 id Drive, Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Westfield - Project: South Center Garage B Welding Process: Type Material: Date: 6/20/06 Notes: FCAW Carbon Steel Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe RECEIVED JUN 2 8 2006 D VE i o E MTE Forma 094 Rev 2, 5102 Model: Serial No.: UT Equipment USN -50L Transducer: Size: Angle: Fr eQ uen cy: 3/4" x 3/4" Nog Test Block or Reference: IIW /DSC Long Shear 4 Method Used: Other ❑ 70° 00P89C 2.25 o Decibels Inches Piece No. Wekl No. Defect e No. A 8 C D Distance stance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint ID Acc Rej Re' Defect Level Ref Level Atten Level Defect Rating 10 Bott 56 3/8 CP x Comments 11 Bott 3/8 CP X 12 Bott 3/8 CP X 13 Bott 3/8 CP X 14 Bott 3/8 CP X 15 Bob 3/8 CP X 16 Bott 3/8 CP X 17 Bott 3/8 CP X MAYES TESTING ENGINEERS, INC 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 id Drive, Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Westfield - Project: South Center Garage B Welding Process: Type Material: Date: 6/20/06 Notes: FCAW Carbon Steel Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 D1.1 -2004 Pipe RECEIVED JUN 2 8 2006 D VE i o E MTE Forma 094 Rev 2, 5102 MAYES TESTING ENGINEERS, INC e 34thh st Street SW Suite A -1 RECEIVED ph Everett WA 98204 425.742.9360 fax 425.745.1737 MTE NO: T6109 2 8 2006 PROJECT: SOUTHCENTER MALL PARKING GARAGE Tacoma Office C MMUNITY 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd DEYELOp Suite E - DEVELOPMENT Tacoma, WA 98499 Tukwila, WA ph 253.584.3720 PERMIT NO: D06 -073 fax 253 584 3707 Portland Office Page 4 7911 NE 33rd Drive Suite 190 Portland, 011 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -19 -06 Weather: Cloudy Inspection: Ultrasonic Testing Samples: N/A MTE inspector arrived on site for ultrasonic testing of pipe pile complete penetration weld splices. See the MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Dennis Sanborn, Branch Manager MAYES TESTING 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33' Suite 190 Portland, OR 97211 Inspector: ENGINEERS, INC Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 6/19/06 Westfield South Center Garage B Carbon Steel Notes: FCAW Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 01.1 -2004 Pipe RECEIVED JUN 2 8 2006 COMMUNITY DEVELOPMENT MTE Forma 094 Rev 2. 5/02 Model: Serial No.: UT Equipment USN -50L Transducer: Frequency: Size 3/4" x 3/4" ^+ H7 Test Block or Reference: IIW /DSC Long Shear Method Used: Other ❑ Angle: 70° 4 00P89C 2.25 5 Dec bels Inches Piece No. Well No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y 7 g Joint ID Acc Rej Defect Level Ref Level Atten Level Defect Rating 6 Bott 56 3/8 CP X Comments 7 Bott 3/8 CP X 8 Bott 3/8 CP X 9 Bott 3/8 CP X MAYES TESTING 917 134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33' Suite 190 Portland, OR 97211 Inspector: ENGINEERS, INC Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Project: Welding Process: Type Material: Date: 6/19/06 Westfield South Center Garage B Carbon Steel Notes: FCAW Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 01.1 -2004 Pipe RECEIVED JUN 2 8 2006 COMMUNITY DEVELOPMENT MTE Forma 094 Rev 2. 5/02 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAG 2 8 1006 Address: 633 Southcenter Mall Blvd Ct 0 Tukwila, WA ELo phar PERMIT NO: D06 -073 Page 3 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -16-06 Weather: Overcast Inspection: Ultrasonic Testing Samples: NIA Everett Office 917 -134th Street SW Suite A -1 RECEIVED ph 425.742.9360 MTE inspector arrived onsite for ultrasonic testing of pipe pile complete penetration weld splices. See MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. Note: Ultrasonic testing from one side only due to excessive weld spatter. There are indications at the chill ring (backing bar) attributed to joint offset from out of round pipe. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, PSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. ' a_ ., -. __. MTE NO: PROJECT: Address: PERMIT NO: Page 2 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: PRELIMINARY: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila T6109 SOUTHCENTER MALL PARKING 633 Southcenter Mall Blvd Tukwila, WA D06 -073 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6 -15-06 Partly Cloudy Ultrasonic Testing N/A Reviewed by: 'kW 2 GARAGE B b Cp tier RFCF Everett 917-134th S eet SW INSPECTOR: Jim R. Kay s O Suite A -1 Everett, WA 98204 ph 425.742.9380 8 2 fax 425.745.1737 0 06 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503 281 7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of complete penetration weld splices on pipe pile. DeWitt welder and fitter had a slow start and were unable to complete any welds for testing. Discussed fit -up and inspection with DeWitt. See the MTE report from Tom Robinson for particulars for piles and welder certifications. Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. Everett 4 thh Street SW Suite A - �...: ,..�...; .:.. _. -.. .._. .. Everett. WA 98204 ph 425.742.9360 RECEIVE fax 425.745.1737 MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE B JUN n 1 002 9 S Taros 8 2006 00eTacoma Way Address: 633 Southcenter Mall Blvd u s�Suite E-2 Tukwila, WA D Tacoma, , 2s3 .37 o� PERMIT NO: D06 -073 fax 253 584.3707 Portland Office Page 1 791T NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -15 -06 Weather: Cloudy Inspection: Structural Steel Welding Samples: N/A MTE inspector arrived on site to perform visual weld and check fit up on complete penetration welds installed by Dewitt for the Pipe Pile splices. Dewitt has set up a welding table to accommodate the 40' and 60' pipe that are to be spliced together for the piles. Yesterday afternoon Inspector Robinson was asked by Garth (Dewitt Superintendent) to have a U.T. inspection set up for today in the afternoon. Inspector Robinson spoke with WABO certified welders Gregg A Jennings (WABO #W01930 expires July 1 2006) and William T Barnes (WABO #W07324 expires October 1,2006) in the AM to verify welds would be ready for inspection and was told that there would be some ready after 1pm today. Inspector Kay found that there were no welds ready for inspection by the end of the shift. Rescheduled UT inspection for tomorrow June 16, 06 in the afternoon. PRELIMINARY: cc: Patrick Burns. Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Tom Robinson Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, ICEIVED JUN 2 8 2006 MTE NO: 76100 DEVELOPMENT PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 36 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -23 -06 Weather: Partly Cloudy Inspection: Reinforced Concrete Samples: (4) 4 x 8" Everett Office 917 -134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584.3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site perform final inspection of resteel, observed and sampled 15 cubic yards of Cadman Concrete Mix #581081R (4,000 psi) for columns (Level 1 -2) at building lines: M /4; H, J, K, L. M /5. Resteel is per plan. Concrete was properly mechanically consolidated. Performed visual examination of columns placed yesterday at lines; K, L, M, N /3; K, L, N/4 and found that there are rock pockets at the bottom of the columns in the corners, some going deeper than others. Spoke with Mike (JTM Superintendent) about chipping back to solid concrete to verify that the pockets do not extend behind the reinforcement. We agreed that verification would be done prior to making repairs. Mike also stated that he would be looking at adjusting the method of placement and consolidation to eliminate the situation. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Reviewed by: /� ✓/„ `� Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. Everett 917-134th `a SS P et SW RECEIVED Suite A-1 _....,._.._ ... -. - __ . ... Everett, WA 98204 ph 425.742.9360 MTE NO: T6100 'JUN 2 8 2006 fax 425.745.1737 OMMU Tacoma Office PROJECT: SOUTHCENTER MALL PARKING GARAG NITY EWP T 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E -2 Tukwila, WA Tacoma, WA 98499 ph 253 584 3720 PERMIT NO: D06 -072 fax 251584.3707 Portland Office Page 35 7911 NE 33rd Drive Suite 190' Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -22 -06 Weather: Partly Cloudy Inspection: Reinforced Concrete and Epoxy Samples: (8) 4 x 8" MTE inspector arrived on site to perform final inspection of resteel, observed and sampled 20 cubic yards of Cadman Concrete Mix #581081R (4,000 psi) for columns (Level 1 -2) at building lines: K, L, M, N /3; K, L, N /4. Resteel is per plan. Concrete was properly mechanically consolidated. Inspector Robinson performed final inspection of resteel, observed and sampled 31 cubic yards of Cadman Concrete Mix #631081 (5,000 psi) for shearwall (Level 1 -2) at building lines: N/4.8 -5.2. Spoke with Lou (Corona Steel Foreman) about placing trim bars per detail 15/S3.8 for pipe penetration through the wall prior to closing the forms. Lou did add trim bars per the detail. Resteel per plans. Concrete was properly mechanically consolidated. Inspector Robinson observed installation of #7 Dowels installed to continue bottom grade beam bars out of pile caps at building lines: G, J /1. Holes were drilled a minimum of 12" deep, well cleaned, then the dowels were installed using Hilti HY -150 Epoxy (expires 12/06). To the best of our knowledge. items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Tom Robinson Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC RECEIVED MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 34 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6 -21-06 Partly Cloudy Resteel and Epoxy N/A MTE inspector arrived on site to perform preliminary inspection of resteel for columns (level 1 -2) at lines H, J, K, L, M /3, 4. Spoke with Lou (Corona Steel Foreman) concerning the column at lines J/4 and the corbel detail 9/S3.9. The four ties shown on detail 9/S3.9 were in place, spaced per column detail 20/S3.9. After reviewing detail 9 it was decided that these ties are added steel and needed to be re- spaced at 3" OC, plus the regular ties were put in place at 6" OC. The remainder of the columns that are to have the corbel detail will have ties spaced per column detail 20/S3.9 then the ties per corbel detail 9/S3.9 will be added at the proper spacing. Performed inspection of resteel for shearwall 4 (Level 1 -2) at lines N/4.8 -5.2. Resteel found to be acceptable. Spoke with Steve (SeaTac Electric Foreman) concerning electrical conduit installed in the shearwall. Sixteen 1" conduit were installed in a manner that they were all bundled together and were tied to the outside face of the resteel curtain for the shearwall. It was decided that the conduit could be run more up the center of the wall by adding a short #8 bar to the inside of the curtain and tying the conduit to the spacer bar. The conduit was also spread apart. This will allow concrete cover for the resteel and conduit. Steve stated that he would install conduit in the future in the same manner. Steve and MTE also discussed conduit installation in future PT Slabs. It was decided that we would discuss installation as it comes up so as to not interfere with PT Cable installation or resteel installation. Inspector Robinson observed installation of 5- #7 Dowels to continue the bottom grade beam resteel out of the pile cap at lines M.5/1. Holes were drilled a minimum of 12" deep, well cleaned, then dowels installed using Hilti HY -150 Epoxy. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: 'JUN 2 8 2006 COMMUNITY GARAGE A DEVELOPMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425 742 9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 CT Tom Robinson s Sanborn, Branch Manager RECEIVED MAYES TESTING ENGINEERS, INC. ►JUN 2 8 2006 _ u - COMMUNITY DEVELOPMENT MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -072 Page 33 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -20 -06 Weather Partly Cloudy Inspection: Resteel Samples: N/A MTE inspector arrived on site to perform preliminary inspection of resteel for columns (level 1 -2) at lines H, J, K, L, M /5; Grade Beams at lines N/1 -2.5, A -N /1. Resteel noted at column locations is acceptable; clearances need to be checked prior to placements. At grade beams resteel is in progress. Pile tops need to have soil cleared away to have the 4" concrete cover. Resteel will need to be chaired to have 2" clearance from the pile tops. Grade needs to be set so grade beams can be set to proper elevation. Bottom dowels in placed pile caps will need to be replaced, as they were placed too low to be in continuation of the grade beams at lines M.5, J, and G /1. Also started preliminary inspection of slab on grade and tie beams at lines A -N /1- 2.5. Crushed rock placed for the cap break was placed high at grade beams, which does not leave proper clearance for the slab dowels. Spoke with Dave (JTM Garage Superintendent) and Mike (JTM Superintendent) concerning the items to complete. Work in progress. PRELIMINARY: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: is Sanborn, Branch Manager INSPECTOR: Tom Robinson Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584.3720 fax 253584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAYES TESTING ENGINEERS, INC 'JUN 2 8 200& COMMUNITY DEVELOPMENT Project Name: Site Address' Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70 °F Water /Cement Ratio: 0.495 68 °F Cloudy Concrete Cadman 645901 551081R Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 8" CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. FIELD DATA ASTM C31 and C172 I Entrained Air (ASTM C231) NR Sample(s) Recd: 06/17/06 Actual RECEIVED Project No: Issued on: Sample Set ID: Permit # (s): D06 - 072 Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash HRWRA Cement —Type I & II MRWRA NC 534 Required Strength (f c): NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/23/06 11221 Weight (per cu.yd) 1,524.0 Ibs 399.0 Ibs 1,390.0 Ibs 256.0 Ibs 77.0 Ibs 20.3 oz 440.0 Ibs 21.2 oz 44.1 oz Placement Location and Notes: 1 4000 psi @ 28 days Set V: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 416 cubic yards at 1:30pm. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39 C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 06/16/06 ' 4 06/19/06 4166 0/6 1' 3 , - - -- 4 x 8 35840 4.01 1 12.63 2840 NA _,* 1 06/16/06 1! 0040 I 1 4167 _ 06/23/06 j 7 4 x 8 37210 4.02 12.69 1 2930 NA 06/16/06 11 00401 4168 07/14/06 H l 28 1! 4 x 8 0.00 '+ 0.00 !I NA 06/16/06 11 0040 ! 4169 07/14/06 11 28 1 4 x 8 0.00 0.00 NA • 06/16/06 0040 4170 07/14/06 1 i 28 I 4 x 8 0.00 0.00 NA • Remarks: Reviewed by: , t f .17 /Denni Sanborn l Branch Manager MTE Form #150, Rev 3. 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) 75 °F Water /Cement Ratio: 0.499 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 69 °F Cloudy Concrete Cadman 645812 551081R Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 7.75" Placement Location and Notes: COMMUNITY DEVELOPMrad CONCRETE LABORATORY TEST REPORT Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) Actual NR Sample(s) Rec'd: 06/17/06 RECEIVED JUN 2 8 2006 .Project No: T6100 Issued on: 06/23/06 Sample Set ID: 11220 Permit # (s) Original:! Revised: 71 Mix Proportions: Ingredient Water Fly Ash Cement —Type I & II HRWRA MRWRA NC 534 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Required Strength (fc): 4000 psi @ 28 days Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 006 -072 Weight (per cu -yd) 258.0 lbs 77.0 Ibs 440.0 lbs 13.2 oz 21.3 oz 22.9 oz 1,522.0 lbs 399.0 lbs 1,397.0 lbs Set IV: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 351 cubic yards at 12:OOpm. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 06/16/06_' 0039 -FC; 4161 06/19/06 1 3 4 x 8 37565 4.01__ 12.63 '! 2970 ', NA ;' 06/16/06 1 0039j! 4162 06/23/06 7 is 4 x 8_ 39530 4.02 ;: 12.69 3110 7 NA 1 06/16/06 0039 i 1 4163 07/14/06 28 - 4 x 8- _ ,- _ 0.00 h 0.00 NA ' 06/16/061 0039 ! ! 4164 07/14/06 28 I , 4 x 8 ' 0.00 0.00 NA • 06/16/06 0039 I 4165 07/14/06 28 4 x 8 0.00 1 0.00 ' NA • Remarks: Reviewed by: " %�C4� — Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address' Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 71 °F Water /Cement Ratio: Remarks: 0.503 Placement Location and Notes: Date Made Sample # Lab # 0 1 ,6336-FO 4156_ 06/16/06 ' 1 0038 4157 06/16/06 ! 0038 1 . 4168_ 06/16/06 0038 ' 4159 coMMUN'TM CONCRETE LABORATORY TEST REIDDIWM Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65 °F Cloudy Concrete Cadman 645745 551081R Initial Storage Temp. (ASTM C31) 8" Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) 06/17/06 Actual NR NR Slump (ASTM C143) 1 Sample(s) Rec'd: RECEIVED 'JUN 2 8 2006 Reviewed by: Project No: T6100 Issued on: 06/23/06 Sample Set ID: 11219 Permit # (s): r Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement —Type I & II HRWRA MRWRA Required Strength (fc): 4000 psi @ 28 days D06 -072 Set III: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 244 cubic yards at 9:45am. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, 01231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code __06/19/06 ! I__3 - 4x8_ __ 29010 4_01 j; 12.63 2300 NA 06/23/00 7 4 x 8 37600 4.02 1169 2960 NA 07/14/06 28 H 4 x 8 " 0.00 : 0.00 ! NA 07/14/06___j' 28 '4x8 , 0.00 ; 0 00 NA 06/16/06 0038 ' 4160 07/14/06_1 28 _ _ 4 x 8 H 0.00 0.00 ! NA _ ' Dennis Sanborn Branch Manager Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 1,523.0 Ibs 395.0 Ibs 1,404.0 Ibs 260.0 lbs 77.0 lbs 440.0 Ibs 13.0 oz 21.1 oz NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 -"recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC 'JUN 2 8 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) 72 °F Water /Cement Ratio: Date Made Sample # Lab # 06/16/06 ! 0037 -FC 1 4151 06/16/06 0037 1 ! 4152 0646/06 00377 r 4153 06/16/061' 0037 11 4154 06/11 16/06 !' 0037 11 4155 Remarks: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 61 °F Cloudy Concrete Cadman 645695 551081R r initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) • 0.504 7" Placement Location and Notes: Inspector(s): Tested by: Robinson, T. Le, Q. Le, Q. FIELD DATA ASTM C31 and C172 NR Actual Entrained Air (ASTM C231) Samples) Rec'd: 06/17/06 RECEIVED I Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement -Type 1 & 11 HRWRA MRWRA Required Strength (f'c): 4000 psi @ 28 days Set II: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 148 cubic yards at 8:25am. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) 06/19/06J! 3 h 4x8 !' 38790 ;,_4_01 I' 12.63'! 3070 1 NA 06/23/06 77 ; H 4 x 8 55270 : 4.00 11 12.57 1 4400 1 NA 07/14/06 i, 28 i 4 x 8 0.00 11 0.00 y 1* 07/14/06 _j' 28 1! 4x8 0.0011 0.00,_ NA 07/14/06 11 288_j 1 4 x 8 0.00 1 1 0.00 NA - * Reviewed by: Permit # (s): Original: 'J Revised: fl Tacoma 10029 S. Tacoma Way Suite E - Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/23/06 Sample Set ID: 11218 D06 -072 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Inforrnahon in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Sanborn t- Branch Manager Weight (per cu.yd) 1,525.0 398.0 1,396.0 260.0 77.0 439.0 13.1 21.3 Ibs Ibs Ibs Ibs Ibs Ibs oz oz Failure Code MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) 3.429 Placement Location and Notes: p Remarks: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 57 °F Cloudy Concrete Cadman 645654 551081R Initial Storage Tem (ASTM C31) 4 " p. Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) 06/17/06 Actual 68 °F NR NR Water /Cement Ratio:'rSlump (ASTM C143) Sample(s) Recd: RECEIVED 'JUN 2 8 2006 COMMUNRY DEVELOPMENT Project No: Issued on: Sample Set ID: Permit # (s): 006 -072 Original: J, Revised: IT Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash HRWRA MRWRA Required Strength (fc): 4000 psi @ 28 days Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E - Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/23/06 11217 Weight (per cu.yd) 1,522.0 Ibs 400.0 Ibs 1,396.0 lbs 264.0 lbs 77.0 lbs 13.2 oz 21.3 oz Set I: Slab on grade at building lines: G -K, M- N/2.5 -5.2; K- M/2.5 -6. Cast at 26 cubic yards at 5:30am. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 06/16/06 I I 0036 4147 , 06/23/06 1 1 7 [ 4 x 8 57240 4.00 12.57 4560 NA ; " 06/16/06 J i 0036 ! 4148 07/14/061 28 I 4 x 8 ; 0.00 , i 0.00 ' NA 06/16/06 t 1 0036 j 4149 07/14/06 28 I r 4 x 8 r 0.00 0.00 NA ' 06/16/06 0036 ' i 4150 .07/14/06 J I ' 28 I ` 4 x 8 0.00 0.00 , _ _ NA MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address Client: Engineer Contractor: Air Temperature: 65 °F Weather Cloudy Product: Grout Supplier: Stoneway Ticket Number : 661516 MixDesign ID : 10000 Sample Temp. Initial Storage Temp. (ASTM C1064) (ASTM C31) 75 °F NR Water /Cement Ratio: Slump (ASTM C143) 0.378 flowable Placement Location and Notes: Inspector(s): Robinson, T. Tested by: Le, Q. CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Reed: 05/27/06 RECEIVED 'JUN 2 8 2006 COMMON DE VELOPMENT Project No: Issued on: Sample Set ID: I Mix Proportions: Ingredient Fine Aggregate Water Cement —Type 1 & 11 HRWRA ADVA Permit # (s): D06 LJ Original: Revised: Required Strength (fc): 4000 psi @ 28 days Reviewed by :' , 4 / se 7 Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/23/06 11064 Weight (per cu.yd) 2,316.0 Ibs 356.0 Ibs 942.0 Ibs 47.5 oz 9.4 oz Set 11: Garage A augercast piles number's: A84, A86, A87, A88, A89, A90, A91, A98, A101, A96, A94. Cast on Pile #98 © 84 cubic yards. 98 gallons of water allowable added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code _05/26/06_'' 0021 1 3497 06/02/06 7 !2 x 2 x 2 ; 18635 _ 0.00 1 4.02 1 4640 Type 2 05/26/06 1 0021 1 1 3498 06/23/06 28 ! 2 x 2 x 2 27165 .1 0.00 !: 3.96 6860 Type 1 J' 05/26/06 0021 ' j 3499 06/23/06 28 2 x 2 x 2 ' 26325 ! 0. 4.02 _ ' 6550 _ _ ' Type 1 _ 1' Remarks: s Sanbom MTE Form 0150. Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC JUN 2 8 2006 COMMUNITY .�_- ._� .:- ._. -.,._. _. DEVELOPMENT CONCRETE LABORATORY TEST REPORT Project Name: Site Address' Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70 °F 0.379 Placement Location and Notes: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 55 °F Cloudy Grout Stoneway 661206 10000 I Initial Storage Temp. (ASTM C31) Entrained Air (ASTM C231) NR NR flowable Inspector(s): Robinson, T. Tested by: Le, Q. FIELD DATA ASTM C39 and C109 05/27/06 Actual Water /Ce ment Ratio:' Slump (ASTM C143) I' Sample(s) Recd: Project No: Issued on: Sample Set ID: Permit # (s): Original: ;! Revised: ❑ Mix Proportions: Ingredient Fine Aggregate Water Cement —Type I & II HRWRA ADVA Required Strength (fc): 4000 psi @ 28 days D06 -072 Set I: Garage A augercast piles number's: A84, A86, A87, M8, A89, A90, A91, A98, A101, A96, A94. Cast on Pile #87 @ 20 cubic yards. 96 gallons of water allowable added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/26/06_; 0020 7' 3494 , 06/02/06_ 7. ; 2 x 2 x 2, 18680 0. -3.96 4720 Tvpe 2 • i 05/26/06 j' 0020 , "3495 06/23/06 I 28 ' 2x2x2 27625 0.00 4.02 I 6870 ! Type _ 1 _ I i' 05/26/06 - 0020 3496 06/23/06 28 ! i 2 x 2 x 2 25470 0.00 ! 3.98 I 6400 1 Remarks: Reviewed by: �� 4 Den Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C•31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/23/06 11063 Weight (per cu.yd) 2,311.0 Ibs 358.0 lbs 945.0 lbs 47.0 oz 9.4 oz MTE Ram #150, Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC 'JUN 2 8 2006 DEVELOPMENT Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) Water /Cement Ratio :I Slump (ASTM C143) 0.410 65 °F Cloudy Grout Stoneway 661091 10000 Initial Storage Temp. (ASTM C31) flowable Placement Location and Notes: Inspector(s): Robinson, T. Tested by: Hayes, B. CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction FIELD DATA ASTM C39 and C109 Entrained Air (ASTM 0231) 77 °F NR NR Sample(s) Rec'd: 05/26/06 Actual Project No: Issued on: Sample Set ID: Permit # (s): Original: 9 Revised: Mix Proportions: Ingredient Fine Aggregate Water Cement —Type I & II ADVA HRWRA Required Strength (fc): 4000 psi @ 28 days Set II: Garage A augercast piles number's: A63, A64, A62, A65, A61, A60, A66, A67, A68, A82. Cast on Pile #68, 108 cubic yards. 96 gallons of water added allowable on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 05/25/06 ; ! 0019 I i 3453 06/01/06 l r7 2 x 2 x 2 16750 ' 0.00 ; 4.02 4170 Type 2 e 05/25/06 !I 0019 ! ! 3454 06/22/06 28 12 x 2 x 2 26695 0.00 x 4.02 6640 Type 2 ' • 05/25/06 0019 3455 06/22/06 i l 28 i 2 x 2 x 2 28774 0.00 4.04 7120 Type 2 Remarks: Reviewed by: / Dennis Sanborn / Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies ony to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/23/06 11053 D06 -072 Weight (per cu.yd) 2,311.0 Ibs 385.0 lbs 940.0 Ibs 10.0 oz 38.3 oz MTE Form #150, Rev 3, 7 -0 MAYES TESTING ENGINEERS, INC RECEIVED 'JUN 2 8 2006 CONCRETE LABORATORY TEST 2 Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 60 °F Cloudy Grout Stoneway 660563 10000 Initial Storage Temp. (ASTM C31) Entrained Air (ASTM C231) 72 °F NR NR Water /Cement Ratio: 0.410 ' Slump (ASTM C143) Sample(s) Rec'd: flowable 05/26/06 Placement Location and Notes: 4000 psi @ 28 days Set I: Garage A augercast piles number's: A63, A64, A62, A65, A61, A60, A66, A67, A68, A82 cubic yards. 70 gallons of water added allowable on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 05/25/06 1 0018 3450 06/01/06 !: 7 I 12 x 2 x 2 8722 0.00 05/25/06 !' 0018 1 x 3451 06/22 28 _' 2 x 2 x 2 1 17655 0.00 05/25/06 08 - I -- - - -- - . _ 0018 i ' 3452 06/22/06 I: 28 i' 2 x 2 x 2 1899 80 '! 0.00 Remarks: 7 day cube was damaged, Mark Gordon 6/2/06 Inspector(s): Robinson, T. Tested by: Hayes, B. FIELD DATA ASTM C39 and C109 Actual Project No: Issued on: Sample Set ID: Permit # (s): D06 -072 Original: Revised: Mix Proportions: Ingredient Fine Aggregate Water Cement —Type I & II ADVA HRWRA 1: Required Strength (fc): Reviewed by: Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/23/06 11052 Weight (per cu.yd) 2,311.0 Ibs 385.0 Ibs 940.0 Ibs 10.0 oz 38.3 oz Cast on Pile #63, 4 Surface Strength (psi) Failure Code 3.94 2210 Type 4 j 3.96 4460 Type 2 • 4.06 4670 Type 2 1 : a ( 4,, Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C - 31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC 'JUN 2 8 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Project Name: Site Address' Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Remarks: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 71 °F Rain Grout Stoneway 660108 10000 — Sample Temp. ' Initial Storage Temp (ASTM C1064) (ASTM C31) 76 °F NR Water /Cement Ratio: Slump (ASTM C143) 0.412 flowable Tested by: Hayes, B. FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: Mix Proportions: Fine Aggregate Water Cement –Type I & II HRWRA 05/25/06 Required Strength (fc): Placement Location and Notes: 4000 psi @ 28 days Set 11: Garage A augercast piles number's: A74, A54, A73, A55, A72, A56, A71, A57, A70, A58, A69, A59. Cast on Pile# 58. Sampled 84 cubic yards at 1:00 pm. Added 68 gallons of water allowable added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) _05/24/06,: 0017 3433 05/31/06 j 7 i 2 x 2 x 2 15345 0.00 4.06 05/24/06 0017 ! 3434 2 x 2 x 2 22295 0.00 ' 4.06 05/24/06 ' 001T 3435 06/21/06 28 2 x 2 x 2 21874 0.00 4.02 Inspector(s): Robinson, T. Reviewed by Tacoma 10029 S. Tacoma Way Suite E -2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/21/06 Sample Set ID: 11048 Permit # (s): D06-072 J Original: Revised: Ingredient Weight (per cu.yd) NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. 2,314.0 Ibs 387.0 Ibs 940.0 Ibs 38.8 oz Failure Code 3780 Type 1 5490 Type 2 5440 Type _2 • Denis Sanborn Branch Manager MTE Form *150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 77 747 ,... ; .. - -- Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58 °F Rain Grout Stoneway 659827 10000 I Initial Storage Temp. (ASTM C31) 67 °F NR NR Water /Cement Ratio: Slump (ASTM C143) Sample(s) Recd: 05/24/06 '' 0016 1' 3431 05/24/06 ''- 0016 ! 3432 0.413 Date Made Sample # Lab # 05/24/06 0016 3430 Remarks: flowable Inspector(s): Robinson, T. Tested by: Hayes, B. RECEIVED JUN 2 8 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) Mix Proportions: Ingredient Fine Aggregate Water Cement -Type I & II HRWRA Project No: T6100 Issued on: 06/21/06 Sample Set ID: 11047 Permit # (s): D 06-072 Original: 17 Revised: 05/25/06 Required Strength (fc): Placement Location and Notes: 1 4000 psi @ 28 days Set I: Garage A augercast piles number's : A74, A54, A73, A55, A72, A56, A71, A57, A70, A58, A69, A59 on Pile# 54. Sampled 12 cubic yards at 7:30 am. Added 60 gallons of water allowable added on site. COMPRESSION TEST RESULTS (ASTM C39. C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 05/31/06 7 , 12 x 2 x 2 17630 0.00 ' 4.11 06/21/06'. 28 1 r 2 x 2 x 2! 21730' 0.00 j H 4.08 06/21 /06 i 28 r 2 x 2 x 2 ' 21160 0.00 4.06 Reviewed by: NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Tacoma 10029 S. Tacoma Wav Suite E -2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Weight (per cu.yd) 2,311.0 lbs 390.0 Ibs 944.0 Ibs 38.3 oz Cast Strength (psi) Failure Code 4290 ' Type 1 5330 Type 2 5210 Type 2 • De Is Sanborn Branch Manager MTE Form %150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC RECEIVED MTE NO: T6109 COMMUNITY PROJECT: SOUTHCENTER MALL PARKING GAMMA :weir Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 3 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -16 -06 Weather: Overcast Inspection: Ultrasonic Testing Samples: N/A 'JUN 2 6 2006 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 tax 253 584 3707 Note: Ultrasonic testing from one side only due to excessive weld spatter. There are indications at the chill ring (backing bar) attributed to joint offset from out of round pipe Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503281 7579 MTE inspector arrived onsite for ultrasonic testing of pipe pile complete penetration weld splices. See MTE Report of Ultrasonic Examination for piece numbers; weld ID's and results. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Jim R. Kay anis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC 9171341h St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 "'Drive, Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Westfield Project: Southcenter Garage B Welding Process: Type Material: Date: 6 -16 -06 Notes: FCAW Carbon Steel Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 01.1 -2004 Pipe MTE Forma 094 Rev 2, 5102 Model: Serial No.: UT Equipment: USN -50L Transducer. Size: Angle: Frequency: 3/4" x 3/4" Mnz Test Block or Reference: IIW /DSC Long Shear Method Used: Other ❑ 70° ' ' 00P89C 2.25 Dec bels Inches Piece No. Weld No. Defect No. A B C D Skip Distance Length of Defect Surface Dist Length of Sound Path Depth from Surface A X Y Thick- ness Joint • ID Acc Rej Defect Level Ref Level Atten Level Defect Rating 1 Bott 56 3/8 CP X Comments 2 Bott 3/8 CP X 3 Bott 3/8 CP X 4 Bott 3/8 CP X 5 Bott 3/8 CP X MAYES TESTING ENGINEERS, INC 9171341h St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98299 7911 NE 33 "'Drive, Suite 190 Portland, OR 97211 Inspector: Jim R. Kay Ph 425.742.9380 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 Report of Ultrasonic Examination Client: Westfield Project: Southcenter Garage B Welding Process: Type Material: Date: 6 -16 -06 Notes: FCAW Carbon Steel Sketch: Page: MTE Project #: Specifications: Section or Shape: 1 of 1 T6109 01.1 -2004 Pipe MTE Forma 094 Rev 2, 5102 MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 2 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6 -15 -06 Partly Cloudy Ultrasonic Testing N/A Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503 281 7515 fax 503.281.7579 MTE inspector arrived on site for ultrasonic testing of complete penetration weld splices on pipe pile. DeWitt welder and fitter had a slow start and were unable to complete any welds for testing. Discussed fit -up and inspection with DeWitt. See the MTE report from Tom Robinson for particulars for piles and welder certifications. PRELIMINARY: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Jim R. Kay / , 2 Reviewed by: i / Bennis S anborn ranch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6109 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06 -073 Page 1 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6 -15 -06 Weather: Cloudy Inspection: Structural Steel Welding Samples: N/A MTE inspector arrived on site to perform visual weld and check fit up on complete penetration welds installed by Dewitt for the Pipe Pile splices. Dewitt has set up a welding table to accommodate the 40' and 60' pipe that are to be spliced together for the piles. Yesterday afternoon Inspector Robinson was asked by Garth (Dewitt Superintendent) to have a U.T. inspection set up for today in the afternoon. Inspector Robinson spoke with WABO certified welders Gregg A Jennings (WABO #W01930 expires July 1 2006) and William T Barnes (WABO #W07324 expires October 1,2006) in the AM to verify welds would be ready for inspection and was told that there would be some ready after fpm today. Inspector Kay found that there were no welds ready for inspection by the end of the shift. Rescheduled UT inspection for tomorrow June 16, 06 in the afternoon. PRELIMINARY: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: 1 INSPECTOR: Tom Robinson Everett Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33d Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503 281 7579 lit nis Sanborn, Branch Manager ACTIVITY NUMBER: D06 -073 DATE: 04 -26 -06 PROJECT NAME: WESTFIELD PKG GARAGE B (FOUNDATION) SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal X Response to Incomplete Letter # 1 X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: ((A pG / Buiding Division Fire Prevention Public Works Structural III 406 h o' DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY � PLAN REVIEW /ROUTING SLIP Incomplete ❑ Approved with Conditions DUE DATE: 04-27-06 No further Review Required DATE: DUE DATE: 0 Not Approved (attach comments) ❑ DATE: Planning Division Permit Coordinator Not Applicable ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -073 DATE: 03 -06 -06 PROJECT NAME: WESTFIELD - PKG GARAGE B (FOUNDATION ONLY) SITE ADDRESS: 633 SOUTHCENTER MALL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DPARDPAR • 3201* B I ding 'vision ork 3 -(3-0 Public Complete Comments: Documents/routing slip.doc 2 -28-02 511 bilh ' — B -O Fire Prevention Str ctural DETERMINATI9N OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROUTJNG: Please Route u Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions❑ Notation: REVIEWER'S INITIALS: DATE: DATE: j 1(1 P of - nning D vl' ision Permit Coordinator No further Review Required DUE DATE: 03-07-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DUE DATE: 04-04 -06 Not Approved (attach comments) d Permit Center Use Only CORRECTION LETTER MAILED: OM-1W Departments issued corrections: Bldg Fire ❑ PI ngfill PW O Staff Initials :. '' ACTIVITY NUMBER: D06 -073 DATE: 04 -14 -06 PROJECT NAME: WESTFIELD - PKG GARAGE B (FOUNDATION ONLY) SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: I$ ob -a Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documemd`oudng dlp.doc 2 -2802 HERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete El R&D. AP 4 -2 - D Planning Division Permit Coordinator ❑ DUE DATE: 04-18-06 Not Applicable ❑ Permit Center Use Only at' INCOMPLETE LETTER MAILED: NIA !tt( LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: DUE DATE: 05 -16 -06 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 1 REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 64-tie •0C.p ® Response to Incomplete Letter # 1 to Correction Letter #1 elm ❑ Response to Correction Letter # APR 2 6 2006 ❑ Revision # after Permit is Issued PERhur Gump ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Westfield — Parking Garage B (Foundation Only) Project Address: Contact Person: 633 Southcenter Mall Martin O'Leary Summary of Revision: Plan Check/Permit Number: D06 -073 u 't -t Kink Sheet Number(s): -0 A1 • 7 • "Cloud" or highlight all areas'of revision including date of revision Received at the City of Tukwila Permit Center by: AWtp Entered in Permits Plus on tx t , VP • (l,,/ \applications\ forms- applications on line \revision submittal Created: 8-13-2004 Revised: Phone Number: Za_p'gl 'LJ Steven M. Mullet, Mayor Steve Lancaster, Director City of Tukwila \applications\forms- applications on linelrevision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: k\ (t C# Plan Check/Permit Number: D06-073 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Steven M. Mullet, Mayor Steve Lancaster, Director �'CFT nA APR t 4 2006 PERMIT CFrlri:a Project Name: Westfield — Parking Garage B (Foundation Only) Project Address: 633 Southcenter Mall Contact Person: Martin O'Leary Phone Number: lob - 4vt- -koo Summary of Revision: ft/Ea A. 44p - ST M Cs- d 5-1V-vi C- UoiJ 1 e te? PPr--xet 4A 01\ fq- SUM MM - 1 * • -A-- nlilu A4,4 -cc . Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision nn Received at the City of Tukwila Permit Center by: ( ittpAN( Entered in Permits Plus on 0-1114 vV 1 / ,I q*Mt - 'j License Information License ITMCOC•951BC Licensee Name I T M CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR UBI 600170606 Ind. Ins. Account Id OWNER Business Type INDIVIDUAL Address 1 METROPOLITAN PARK EAST Address 2 1730 MINOR AVE STE 1120 City SEATTLE County KING State WA Zip 98101 Phone 2065874000 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 1/3/2005 Expiration Date 1/3/2007 Suspend Date Separation Date Parent Company FISHER & SONS INC Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date FISHER, CHAD OWNER 01/03/2005 BERGLIN, BRUCE OWNER 01/03/2005 WOODMANSEE, MICHAEL OWNER 01/03/2005 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date TRAVELERS CAS & STY https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= JTMCOC•95IBC 05/12/2006 DEPARTMENT OF LABOR AND INDTTSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # EXP. DAME ECO1 JTMCOC*951BC 01/03/2007 EFFECTTVE'DATE — 01/03 5'" J T M CONSTRUCTION METROPOLLTAN PARK EAST 1730 MINOR AVE STE 1120 SEATTLE WA 98101 Detach And Display Certificate • x x x x x x x x x x x x x x x x x x x x x x x x