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HomeMy WebLinkAboutPermit D08-161 - FIDELITY INVESTOR CENTER - FOUNDATION AND UNDERGROUND WORKFIDELITY INVESTOR CENTER 304 STRANDER BL D08 -161 Parcel No.: 6364200010 Address: 304 STRANDER BL TUKW Suite No: Tenant: Name: FIDELITY INVESTOR CENTER Address: 304 STRANDER BL , TUKWILA WA Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Phone: Contractor: Name: B N BUILDERS INC Address: 2601 4 AV STE 350 , SEATTLE WA 98121 Phone: 206 718 -0960 Contractor License No: BNBUII *990K3 CitAbf 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 DEVELOPMENT PERMIT Contact Person: Name: JOSH KIMMEL Address: 11601 WILSHIRE BL 14 FLOOR , LOS ANGELES CA 90025 Phone: 310 - 893 -4761 DESCRIPTION OF WORK: FOUNDATION AND UNDERGROUND WORK FOR NEW STAND ALONE BUILDING Value of Construction: $250,000.00 Fees Collected: $17,042.50 Type of Fire Protection: SPRINXLERS /AFA International Building Code Edition: 2006 Type of Construction: II-B Occupancy per IBC: 0008 doc: IBC - 10/06 * *continued on next page ** Permit Number: D08 -161 Issue Date: 06/05/2008 Permit Expires On: 12/02/2008 Expiration Date: 09/12/2009 D08 -161 Printed: 06-05 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Flood Control Zone: Hauling: N Land Altering: Y Landscape Irrigation: Moving Oversize Load: City *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 Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 100 c.y. End Time: Fill 0 c.y. Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: 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 p rformance = wor . am authorized to sign and obtain this development permit. Signature: Print Name: M- A A 1-11 ( - - t This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -10/06 Permit Number: D08 - 161 Issue Date: 06/05/2008 Permit Expires On: 12/02/2008 Date: (.9 — O Date: Le . S O ° o D08 -161 Printed: 06 -05 -2008 Parcel No.: 6364200010 Address: Suite No: Tenant: • • 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 304 STRANDER BL TUI W FIDELITY INVESTOR CENTER 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08 -161 ISSUED 04/01/2008 06/05/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: The special inspections and verifications for concrete construction shall be required. 4: 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. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: 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. 8: 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. 9: 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. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. doc: Cond - 10/06 * *continued on next page ** D08 -161 Printed: 06-05 -2008 • S City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: ‘1 doc: Cond -10/06 Print Name: t/1-1--)09.-1--.-- , (-1 1 t_._ t_1 A 2_i9 Date: G ' ' 5 D08 -161 Printed: 06-05 -2008 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us 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: 3 a i f QGV cL / t l/A Suite Number: Tenant Name: �i G/C✓aJi,-) a/r Cei Property Owners Name: We .Q tat e.-0 - r a- r Mailing Address: 11601 Nash; re. 7! /e1 S7tt_ /hoed i Name: -. 0-51-) ki e-r-) !vi e r Mailing Address: // LD/ GUi lS i'r"e- /J/(rd / /4 f/ E -Mail Addres tC l f Company Name: a e, Contact Person: E -Mail Address: Contractor Registration Number: Company Name: C e4 - s /4', ` Mailing Address: l>7 .4. B�'_. A-Ce n Si ec.T Contact Person: P4 hie t r E -Mail Address: f a 1714 ._ ca rr+ ec_t iennedge c.ern ENGINEER OF RECORD - Au plans must be wet stamped by En Company Name: RD K ZFi- i ,p v e Mailing Address: 7!) Pa,- ;es Sire Ls "r/e 0 5 1 Contact Person: O ?D/ , j E -Mail Address: Q:\Applications \Forms - Applications On Line'3 -2006 - Permit Application.doc Revised: 9-2006 bit King Co Assessor's Tax No.: b 3'/0 /b Weer, of Record New Tenant: City CONTACT PERSO odo contact when your permit is„ ready to be Issued Day Telephone: 3 /v ' 13 — ¥74 l Los ley qoei.)S City State Zip Fax Number State Floor: Yes City Day Telephone: 617- ,-34 9 F16" Fax Number: 4(7— SYS- 422- ❑.. No State Zip State Zip belbeZS Zip GENERAL CO Y INFORMATI (Contractor`lnformation for Mechanical (pg 4) for Plumbing and, Gas Piping (pg Mailing Address: State Zip City Day Telephone: Fax Number: Expiration Date: ARCHITECT OF RECORD All p lans must be wet stamped b rchitect of Recor City Day Telephone: C I - / 5 - 3 '7-17 Fax Number: l 7- 6 /1 - 5 7O J 1274 62.2./40 Page 1 of 6 Valuation of Project (contractor's bid price): $ sU� 4 ::'• 5 d , Existing Building Valuation: $ Scope of Work (please provide detailed information): ti n.�,t eti2, Y (-4 rid eir nr) If L 0Y' ( -f s�� h e=1.4-) e Li ; le Will there be new rack storage? ❑ Yes a. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below I Floor ;2 Floor Floor, .Floors .: Basement.::- Accessory Structure* Attached Garage Detached Garage , Attached Carport Detached Carport Covered Deck'` .Uncovered Deck Existing Interior Remodel Addition to ) Existing` Structure New ' 4 Zoo Type.of Construction per Typ of , Occupancy per. IBC PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: (12' Sprinklers [ ° Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes [Y No If "yes', attach list of materials and storage locations on a separate 8-1/2" s 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QMpplications`.Fomis- Applications On Lme'3°2006 - Permit Application.doc Revised: 9.2006 bb Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION _ 206 - 433=0179 Scope of Work (please provide detailed information): G /a-vr e_ A u; Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut ❑ ...Total Fill cubic yards 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 ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporar Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public • Q:\Applications.Fom»- Applications On Line‘3 -2006 - Permit Apphcation.dnc Revised: 9-2006 bh if "7./14 on. if ' fie- e Call before you Dig: 1- 800 - 424 -5555 ❑ .. Highline ❑ ...ValVue ❑ .. Renton ❑ ... Sewer Availability Provided [v]'. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage • ❑ .. Renton ❑ .. Seattle WO # WO # WO # ❑ ...Deduct Water Meter Size Private Private ❑...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewa Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billin,: Name: Day Telephone: Mailing Address: City State Zip Page 3 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks I Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain II Lavatory 3 Water Closet 3 Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Additional medical gas inlets /outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets /outlets for specific gas PLUMBING AND GAS PIPING PERMIT INFORMATION - 206 -431 -3670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: cD be_ d/,-, r Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ 2 v o to U Valuation of Gas Piping work (contractor's bid price): $ �. / Scope of Work ((please provide detailed information): L I rider �j res L/ i 7i./ m 6/ r� q Gr.)irYK ll7 f7 ext.) S�'� r rt / dhe 47tri id v `J Building Use (per Int'l Building Code): Occupancy (per Int'1 Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q:\Applications'\Fomts- Applications On Line3 -2006 - Permit Application.doc Revised: 9.2006 bh Page 5 of 6 PERMIT APPLICATION NOTES Applicable to all permits in`this apphcatioi Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING ON OR AUTHORIZEI? AGEN Signature: Print Name: /,q 221) D IG eanL) Mailing Address: 433 &L, iCe--.1-e-,-- / `ri - 4; /e-r t 3 Q:\Applicatinr slFomts- Applications On Lin&3- ?006 - Permit Application.dne Revised: 9 -20116 bh Day Telephone: 5 /e_ City Date: 3 /2-G /O 9--- Go 7/ Go j state Zip Date Application Accepted: Date Application Expires: Staff Initials: e I Page 6 of 6 Receipt No.: R08 - 01947 Initials: WER User ID: 1655 Payee: BNBUILDERS INC ACCOUNT ITEM LIST: Description BUILDING - NONRES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 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 Parcel No.: 6364200010 Permit Number: D08 -161 Address: 304 STRANDER BL TUKW Status: APPROVED Suite No: Applied Date: 04/01/2008 Applicant: FIDELITY INVESTOR CENTER Issue Date: TRANSACTION LIST: Type Method Descriptio Amount Payment Check 34242 14,716.50 RECEIPT Account Code Current Pmts 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 Payment Amount: $14,716.50 Payment Date: 06/05/2008 08:33 AM Balance: $0.00 4,700.00 37.00 5,250.00 4,725.00 4.50 Total: $14,716.50 3300 06/05 9711 TOTAL 14716.50 doc: Receiot -06 Printed: 06-05 -2008 Parcel No.: 6364200010 Permit Number: D08 -161 Address: 2800 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 04/01/2008 Applicant: FIDELITY INVESTOR CENTER Issue Date: Receipt No.: R08 -00998 Initials: WER Payment Date: 04/01/2008 02:16 PM User ID: 1655 Balance: $12,366.50 Payee: A2Z SPECIALTIES TRANSACTION LIST: Type Method Descriptio Amount doc: Receipt -06 Payment Check 0118 798.50 ACCOUNT ITEM LIST: Description PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW • 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 Account Code Current Pmts 000/322.100 000/345.830 000/345.830 RECEIPT 250.00 23.50 525.00 Total: $798.50 Payment Amount: $798.50 0617 04/01 9 711 TOTAL 2601.5') Printed: 04 -01 -2008 Parcel No.: 6364200010 Permit Number: D08 -161 Address: 2800 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 04/01/2008 Applicant: FIDELITY INVESTOR CENTER Issue Date: Receipt No.: R08 -00996 Payment Amount: $1,527.50 Initials: WER Payment Date: 04/01/2008 01:59 PM User ID: 1655 Balance: $2,354.50 Payee: A2Z SPECIALTIES • 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 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 0118 1,527.50 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES RECEIPT Account Code Current Pmts 000/345.830 1,527.50 Total: $1,527.50 061 t 04/01 9711 TOTAL 2601.50 doc: Receipt -06 Printed: 04 -01 -2008 COMMENTS: Type of Inspection: ) n! el l �� II (>1) r ;NC, -- A-o f� QC% Date Called: Special Instructions: St)46 (to ( OaAidve - Akio . c_1 ,, e.. riN `Io Le 1 vei'lZ Phone No �v�— Ycl - 5 6, Ili (\Alec.( 12 / t c)o l 0 rim i4 O ?tA-14f iki 4 Proj ct: 1--- I � E t_I TT-( Type of Inspection: ) n! el l Address: � S I AaI c- Date Called: Special Instructions: Date Wanted:_ ! 1 (D !/ �a. m,, gy. Requester: Phone No �v�— Ycl - 5 6, Ili p' 3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit b8-u) PERMIT NO. CITY OF TUKWILA BUILDING DIVISION It- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. D Corrections required prior to approval. 00 REINSPECTION F REQUIIIED. Prior tJ,inspection, fee must be at 6300 Southcenter lvd., Sui a 100. Call to schedule reinspection. Receipt No.: Date: V�' Project: IN ` l Type of Insction t: y� d r Ad s ` SA( I Date Called: Special Instructions: Date Wa U � / V m. p .m. Requester: - e UC INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, TUikwila, WA 98188 ' b ( Z -1(°\ PERMIT NO. (206)431 -3670 :Approved per applicabig.codes. Corrections required prior to approval. COMMENTS: CO %I Nil [ t . -e41° S ILIrns ' —r\J KACekia• (NC t‘CI 4 P IA Nal p 0.0 i REINSPECTION EE RED ' ED. Pri • to inspection, fee must be id -t 6300 Southcenter Blvd., Sui 100. all to schedule reinspection. Recei No.: !Date: Project: - T— , ( ( • g ? CeJ Ty f Ins fction: e it- (.. ,"'�' Address tt n Date Called: Special Instructions: Date Wanted. V ,gym. Requester: Phone No: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION hO6* INSPECTION NO. PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 E2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: .00 REINSPECTION FE EQUIRED. Prior to inspection. fee must be d at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. eipt No.: 'Date: \(\ Project: ' e / / ett�,/70�' Type of I ..5/) &i LZ Ad ess:44� _ie/7�C/ rioto e Date Call A „5 ��j�`,i 1 Special Instructions: Date Wanted: .m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Ddel PERMIT NO. It- (206)431-3670 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: //eo / / 14' 444/774 Par 4,/ / S /SS ? /FBi Inspec $ 8.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be aid at 6300 Southcentbr Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 1 Datg: elee5 Date: - � razan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING NSTALtION TESTING & INSPECTION RECEIV January 20, 2009 � KA No. 066 -08140 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 COMMUNIT DEVELOPMENT RE: In Process Inspection Report Fidelity Investments Tukwila, WA Permit No. D08 -161 Dear Mr. Burns, Enclosed are copies of the compressive strength test results regarding the above referenced project. I f you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC ,re-c Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever @lemessurier.com Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States 922 Valley Avenue NW Suite 10I • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08140 Break Template Krazan & Associates, Inc. Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Field Data MORTAR/GROUT REPORT Supplier W.R. Meadows / 588 Grout Plant No. Site Mix X Initial Flow o Grout Air MaxlMin Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 10:10am Flow 68 50 Grout Box Used Number of units used to form specimens ;3) 2x4's Placement Area Location Base plates - @ lines 1.6 / F & 3.1 / F (1" thk x 12" x 12" ) Remarks Grout - 50 lbs of "W.R. Meadows" SealTight - 588 - Non - Shrink grout (CRD- C621 Specs) ACI 351.1R-93 Mixed in bucket - 3 1/2 pints of water. Refer to field report # 90523 Inspector Mike A. Preciado Laboratory Data Cyl. Test Code Date Age 81977 -1 1/5/2009 7 81977 -2 1/5/2009 28 81977 -3 1/5/2009 28 81977 -4 H Remarks Results Reviewed By gep Codes for Break Types: Mid Pt. Width (in) 1.993 1.993 1.989 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -08140 Cyl. Code 81977 Pour Date 11/18/2008 Report No. 8529 Weather Overcast Jurisdiction City of Tukwila Permit No. D08 -161 Engineer Architect Contractor BN Builders Date Reviewed Form 04103 Revision 0 Effective Date 12/02/02 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Reported Batch Data Design Actual Weights Weights Mix No. P T Cem.lbs. R Y F. Ash lbs. 0 P C. agg. lbs. 1 P E C. agg. lbs. 2 R C. agg. lbs. 3 Sand lbs. E Water lbs. T Air Ent. (oz) A Other(oz) R Other(oz) Y Other (oz) Other (oz) Water Added on Job (gals.) 3 1/2 pints Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 Other High Strength Not specified @ 28 days Date Specimens Rec'd. Cross Out of Section Max. Comp. Height Plumb Area Load Strength Tested Break (in) ( %) (sq.in) (Ibs) (psi) Set # By Type 3.11 19430 6,250 2 DH 2 3.11 22325 7,180 2 DH 2 3.10 25450 8,210 2 DH 3 2 4: Shear 5: Columnar (Split) Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results Conforming Non - Conforming , Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -08140 Cyl. Code 81978 Pour Date 11/18/2008 Report No. 6911 Weather Overcast Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Inspector Mike A. Preciado Laboratory Data Remarks Results Reviewed Bye Engineer Architect Contractor BN Builders Field Data MORTAR/GROUT REPORT Supplier Quick -Crete Plant No. Site Mix X Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 9:15am 64 50 Grout Box Used Number of units used to form specimens (3) 2x4's Placement Area Location Mortar used at South West corner - Brick Veneer above lintel - lines E / 1.1 Remarks 80 lb Bags of "Quick- Crete" Commercial grade & blended mortar - Type "S ". (ASTM C -270) Mixed in paddle mixer on site. Refer to field report # 90523 Design Strength 1,800 @ 28 days Date Specimens Rec'd. Date Reviewed Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +l- 10.7, ASTM C1019= +l- 14.4% Form 04103 Revision 0 Effective Date t2102102 The Information provided on this report ms prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Reported Batch Data Design Actual Weights Weights Mix No. P T Cem.lbs. R Y F. Ash lbs. 0 P C. agg. lbs. 1 P E C. agg. lbs. 2 R C. agg. lbs. 3 I ° S" Sand lbs. E Water lbs. T Air Ent (oz) A Other (oz) R Other (oz) Y Other (oz) Other (oz) Water Added on Job (gals.) As Needed Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 Other Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 81978 - 1 1/5/2009 7 1990 3.11 10090 3,240 1 DH 2 81978 -2 1/5/2009 28 1990 3.11 10985 3,530 1 DH 2 1 81978 -3 1/5/2009 28 3.10 10055 3,240 1 DH 4 81978 - 4 H 4: Shear 5: Columnar (Split) Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results Conforming Non - Conforming L Wit! MM. AIM al111 December 1'6`8 DECt 2 3 X008 ti comitgr 41 pa Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: In Process Inspection Report Fidelity Investments Tukwila, WA Dear Mr. Burns, GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING I NSTRUCTION TESTING & INSPECTION Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC muel H. Hyatt Project Manager Puyallup Division aZafl & ASSOCIATES, INC. CC: City of Tukwila Peter Cheever: pcheever @lemessurier.com Nicole Needle: nneedle @lemessurier.com KA No. 066 -08140 Permit No. D08 -161 Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371•(253)939-2500• Fax: (253) 939 -2556 08 140 Break Template mrazan Qc Associates, Inc. Uzi valley Avenue NW, suite iui, ruyallup, WA, Vd.in, (LDS) yi -LSUU Project No. 066 -08140 Cyl. Code 81859 Pour Date 11/12/2008 Report No. 40595 Weather Overcast / Rain Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Engineer Architect Contractor BN Builders Field Data CYLINDER REPORT Concrete X Other Supplier Glacier Plant No. 282 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 12:45pm 7646 242445 5 55 Placement Area Location Pour Back for columns @ gridlines : D -1.9, C -1.9, B -1.9, A -1, A -7.1, B -1 & E -1 Stem Walls @ gridlines A -1.4 / A -1.7 Remarks Concrete was placed using a wheelbarrow, mechanical vibrator was used to consolidate the concrete. Reviewed the approved plans. Refer to field report # 8140DFR111208 -JP -1 Inspector Jonathan Pink Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. Reported Batch Data Design Actual Weights Weights Mix No. 3181 Cem.lbs. 385 386 F. Ash lbs. C. agg. lbs. 1 1960 1944 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 Water lbs. 30g 28g Air Ent. (oz) wRA 14oz 14oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 10 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81859 -1 11/19/2008 7 4.005 12.59 38225 3,040 DH 2 81859 -2 12/10/2008 28 4.008 12.61 62525 4,960 DH 3 81859 -3 12/10/2008 28 4.008 12.61 65135 5,170 DH 2 81859 -4 H 81859 -5 81859 -6 81859 -7 81859 -7 Remarks Results Reviewed By Date Reviewed /. - / 7 Codes for Break Types: 1: Cone 2: Cone & Split Measurement Uncertainties: ASTM C - 39 +/ 8% Form 03101 Revision 3 Effective Date 5/12/Of The information provided on this report is prepared for the exclusive use of the died. This report may not be reproduced in any format without the written permission of the client and Krazan d Assiut Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming 3: Cone & Shear 4: Shear 5: Columnar (Split) Kr azan December 8, 2008 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION RECEIVED )EC.1 2008 DEVELO NAT Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: In Process Inspection Report Fidelity Investments Tukwila, WA Dear Mr. Burns, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordan Project Manager Puyallup Division E60-Jh2t_ CC: City of Tukwila Peter Cheever: pcheever @lemessurier.com Nicole Needle: nneedle @lemessurier.com & ASSOCIATES, INC. KA No. 066 -08140 Permit No. D08 -161 Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08110 Break Temvlam .....rw..VI, r....•v v.w.v..•, ..WY, v a_r •wn.. .-x•.....a ..• ••, # l . .v ., . wy w..wp, • •.n avv. . %rvvI vv.. - •. vvv Project No. 066 -08140 Cyl. Code Pour Date 11 /18/2008 Report No. 6911 Weather Overcast Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Engineer Location 304 Strander Blvd Tukwila Architect Client Westfield Corporation, Inc. Contractor BN Builders Field Data MORTAR/GROUT REPORT Supplier Quick -Crete Plant No. Site Mix X Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 9:15am 64 50 Grout Box Used Number of units used to form specimens (3) 2x4's Placement Area Location Mortar used at South West corner - Brick Veneer above lintel - lines E / 1.1 Remarks 80 lb Bags of "Quick- Crete" Commercial grade & blended mortar - Type "S ". (ASTM C -270) Mixed in paddle mixer on site. Refer to field report # 90523 Inspector Mike A. Preciado Laboratory Data Design Strength 1 ,800 @ 28 days Date Specimens Rec'd. Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type -1 11/25/2008 7 1 -2 12/16/2008 28 Destroyed in Field 1 -3 12/16/2008 28 1 - 4 H Remarks Results Reviewed By p{(G Date Reviewed Reported Batch Data Design Actual Weights Weights Mix No. P T Cem.lbs. R Y F. Ash lbs. 0 P C. agg. lbs. 1 P E C. agg. lbs. 2 R C. agg. lbs. 3 I Sand lbs. E Water lbs. T Air Ent. (oz) A Other (oz) R Other (oz) Y Other (oz) Other (oz) Water Added on Job (gals.) As Needed Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 Other Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revision 0 Effective Date 12/02/0: The Information provided on this report is prepared for the exclusive use of the diem. This report may not be reproduced In any format 'Without the 'mitten perrtussion of the client and Krazan 8 Assoc Laboratory Test Methods ASTM C39 ASTM C109 ASTM C617 ASTM C1019 ASTM C1231 Test Results Conforming Non - Conforming ...u4..... M . U.V. ./1,11.111. . u....7 /"..YUU.. ..• • v%4 •. V II . uJu..u'a, .0 , .IU.I. 1 ,e.•Ui VVV ' Project No. 066 -08140 Weather Overcast Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Inspector Mike A. Preciado Laboratory Data Codes for Break Types: Cyl. Code Jurisdiction City of Tukwila Engineer Architect Contractor BN Builders Field Data MORTAR/GROUT REPORT Supplier W.R. Meadows / 588 Grout Plant No. Site Mix X Initial Flow o Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 10:10am Flow 68 50 Grout Box Used Number of units used to form specimen$3) 2x4's Placement Area Location Base plates - @ lines 1.6 / F & 3.1 / F (1" thk x 12" x 12" ) Remarks Grout - 50 lbs of "W.R. Meadows" SealTight - 588 - Non - Shrink grout (CRD- C621 Specs) ACI 351.1 R -93 Mixed in bucket - 3 1/2 pints of water. Refer to field report # 90523 Remarks Results Reviewed ByKl4 Date Reviewed Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM 01019= +/- 14.4% Farm 04103 Revision 0 Effective Date 12/02/02 The information provided on this report is prepared for the axolusive use of the client. This report may not be reproduced in any format *dhout the written permission of the client and Krazan & Assocuu Pour Date 11 /1 8/2008 Report No. 8529 Permit No. D08 - 161 Reported Batch Data Design Actual Weights Weights Mix No. P T Cem.lbs. R Y F. Ash lbs. 0 P C. agg. lbs. 1 P E C. agg. lbs. 2 R C. agg. lbs. 3 Sand lbs. E Water lbs. T Air Ent. (oz) A Other (oz) R Other (oz) Y Other (oz) Other (oz) Water Added on Job (gals.) 3 1/2 pints Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 Other Date Specimens Recd. High Strength Not specified @ 28 days Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (Ibs) (psi) Set # By Type - 1 11/25/2008 7 2 -2 12/16/2008 28 Destroyed in Field 2 -3 12/16/2008 28 2 -4 H 2 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Laboratory Test Methods ASTM C39 ASTM C109 ASTM C617 ASTM C1019 ASTM C1231 Test Results Conforming Non - Conforming nrazan as Associates, inc. Field Data MORTAR/GROUT REPORT Supplier Quickrete Plant No. Site Mix Yes Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 11:45am N/A Workable 57 51 Grout Box Used Number of units used to form specimens Placement Area Location Brick Veneer at grids 3 / D.2 - D.3 & E / 1.1 - 3 Remarks Quickrete Mason mix, 80 lb bags Refer to field report # 8140DFR110508 -rh -1 Inspector Randy Hansen Laboratory Data 2x4 Remarks Results Reviewed By � Date Reviewed 4,1 Codes for Break Types: Measurement Uncertainties: ASTM C109= +/ 10.7, ASTM C1019= +/ 14.4% y« valley Avenue NW, butte tut, Puyallup, WA 9t13 /1 (ZbJ) 939 - "L5UU Project No. 066 -08140 Cyl. Code 81852 Pour Date 11 /5/2008 Report No. 814oMG110508 - - Weather Mstly to Pray Cloudy Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Engineer Location 304 Strander Blvd Tukwila Architect Client Westfield Corporation, Inc. Contractor BN Builders Design Strength 1,800 @ 28 days Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 81852 -1 11/12/2008 7 1993 3.11 3465 1,110 DH 1 81852 -2 12/3/2008 28 1998 3.14 6475 2,060 DH 3 1.998 81852 -3 12/3/2008 28 3.14 6620 2,110 DH 3 81852 -4 H Form 04103 Revision 0 Effective Date 12/02/02 The information provided on this .aeon is ensnared for the axctusrve rue of the dent. This report may not be reproduced in any format without the wnren permission of he client and Kreran & Associates Reported Batch Data Mix No. Cent lbs. F. Ash lbs. C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water lbs. Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Design Actual Weights Weights Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 Other Date Specimens Rec'd. 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Laboratory Test Methods ASTM C39 ASTM C109 ASTM C617 X ASTM C1019 X ASTM C1231 Test Results X Conforming Non - Conforming h MI AMINO r December 8, 2008 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION RECEIVED DEC 15 2008 E EVELOP D T Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA Dear Mr. Burns, azaZ & ASSOCIATES, INC. KA No. 066 -08140 Permit No. D08 -161 In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on December 1, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Go on Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever@lemessurier.com Nicole Needle: nneedle @Iemessurier.com Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washineton 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 0x14o DFR Template r I(.ra.ziri &ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 01 December 2008 PROJECT #: 066 -08140 PROJECT: Fidelity Investment Center LOCATION: 304 Strander Blvd. KRAZAN PROJECT MANAGER: KEG FIELD REPORT NO.: 8140DFR120108 -rh -1 CONTRACTOR: BN Builders PERMIT NO: D08 -161 INSPECTOR: Randy Hansen JURISDICTION: City of Tukwila WEATHER: Overcast/Mostly Sunny Lateral Framing inspection — Roof Diaphragm TEMP:53 -54 F On site as requested by the general contractor for roof diaphragm fastener pattern inspection of the high roof area. Met with the contractor and reviewed the fastener requirements of the wood deck sheathing to the metal deck. as noted on the architectural plans and the specifications. The fastener pattern calls for 6° on center edge and Boundary and 12" on center in the field. The sheathing used is 19/32" Exposure I treated plywood. Visually verified the fastener pattern was done per the plans and specifications. Observed several locations That required additional fasteners be installed. The contractor made the necessary corrections. The fastener pattern appears to be done per the plans and specifications. To the best of my knowledge, the above WAS ® / WAS NOT 0 performed in accordance with the approved pans. specifications, and regulatory requiremikt Superintendent/Representative: Technician: Offices Serving the Western United States Equipment/Asset Number(s): Form 1501 r.2 Effective Date: 12- 20-07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. WIN December 8, 2008 az & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION City of Tukwila Attn: Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 RE: Final Letter Fidelity Investments 304 Strander Blvd. Tukwila, WA To Whom It May Concern: • Reinforced Concrete • Reinforcing Masonry • Non - Destructive Examination - VT • Structural Steel Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: Westfieled Corp, Inc. LeMessurier Consultants Attn: Peter Cheever, Engineer pcheever @lemessurier.com With Offices Serving The Western United States 922 - Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 KA No. 066 -08140 Permit No. D08 -161 Permit No. D08 -316 RECEIVED DEC 10 2008 COMMUNITY DEVELOPMENT In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: To the best of our knowledge, all work which has been tested and /or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2006 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. (ra tan & ASSOCIATES, INC. Dear Mr. Burns, GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION November 17, 2008 KA No. 066 -08140 Permit No. D08 -161 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA In accordance with your request and authorization, our firm performed special inspections for the above- referenced project. The inspections were performed by our inspectors from November 3 though November 12, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC �� 6'I Del ' Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever@lemessurier.com Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States NCY 2 ; 2008 DEVELOPMENT 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08140 DFR Template ®-ate I( r 21.ZliT1 & Associates, Inc. 4 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION 0 -FIELD ❑ SHOP WELDING E M.T. ll P.T. inspected: 1 sr G'/4.V0 .ay Gib /QL..vE / ra 1,,//4.7 Z'r44/L 5So s .6a /A/s.owr2?.d r-NA ' //" G' eD nsnsgC1' /oAv1 / //o.viravv �/ A/SS G Ao G x AY$4 OJ O r es Co 4,++0vs it - _ . /to rW #SS /o Superintendent/Representative: Technician: WELDING REPORT NO.: 4547 DATE: /� �/ - 3 - 6, er CONTRACTOR: ,EN 41aitheres PROJECT 6'66-- B,8 PERMIT NO: Z 4' — ` -/ PROJECT: A�l7I&77 /N/'£d A/e,e $ INSPECTOR: �4NFS8 /4N4 LOCATION: ✓ _ _44_ I.bEie LI&& JURISDICTION: C /TY 40, rl atralleh 4 KRAZAN PROJECT MANAGER /e,G WEATHER: doyeexCRIr/4078~ TEMP: 419 0 N C ik 3- CivAw.veZ ..90 G x7"44 7 ASS 6 ,k G 34 P — ,e'oC rr .4.es r ,'i' .d E'B.."seoL A iz. `s.e, /s0 r , SAz /A,ss .one ctivw1f64. 1'z /E,soy' .mr-sce�../ .42E 44/ An r' SFCTsio•v 1 3 -i3 0 FLAT VERIT HORIZONTAL ZONTAL OVER G - Filler Metal: L :/g - Process: 5_,MaL. FCAW GMAW SAW ❑ Other: .. Weld Type: FILLET C.P. P.P. PLUG - Other: A - A " "/3P 4 Weld Size 3/16" 1/4" 5/16" 3/B" ❑ Other Codes: AWS AISC TITLE 21 TITLE 24 UBC ASME &dA/ 41/ /A/i v-op// 4 A-A, Q re /14-peers 77 'awe .P /•4.44✓ p 4401, 41,1 .4 To the best of my knowledge, the abov= ,' WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirem. Serving the Western United States This field report indicates our inspector's observation and testing • esults cased on the site condition and contractor's activities. This information is subiect to review prior to final submittal. By signing this report, our inspector does not accept responsibility for ratidity of results. Some information on this report has been provided by others on sae. Revision I Eitec:ive Dale: i :/:5/07 flit :nrnrmatinn provided .n his repel •s prepared ;or .he :z; lu.i rc , >e of he • _.icm. this •pon .n my ••,r:nar v,dn nu :hc vnacn ;. r:ms.cion of - he _lien Ind Kra t.111 f As.uaates. 4 I(r -_u a. an. &ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION FIELD REPORT NO.: 814oDFR1 t 1208 -JP -1 DATE: 11 -12 -08 CONTRACTOR: B.N. BUILDERS INC. PROJECT #: 066 -08140 PERMIT NO: D08 -316 PROJECT: FIDELITY BANK INSPECTOR: JONATHAN PINK LOCATION: 304 STRANDER BLVD. TUKWILA, WA JURISDICTION: CITY OF TUKWILA KRAZAN PROJECT MANAGER: KEG WEATHER: OVERCAST AND RAIN TEMP: 48F TO 55F SPECIAL INSPECTION FOR REINFORCED CONCRETE SLAB COLUMN POUR BACKS AND BRICK VENEER TIE SYSTEM. On site as requested by the contractor for special inspection of reinforced concrete for slab on grade Contractor was ready to place concrete for column pour back and stem wall. Reinforcement steel was in place as on the approved plans. Reinforcement steel welded to the brace frame and mechanical splice coupler was done per the RFI see the attachments. (contractor will submit copy of RFI when it arrives on site). Column pour backs was located at gridline D -1.9, C -1.9, B -1.9, A -1, A.7 -1, B -1, and E -1. Stem wall pour was located at gridline A -1.4 and A -1.7. Glacier Northwest delivered 3 yd of mix design # 3181 3000psi concrete. See cylinder report 40595for more information. Concrete was placed using a wheel barrow. A mechanical vibrator was used to consolidate the concrete. Observed the masonry subcontractor install brick veneer and the tie system used to attach the brick to the buildinc The brick veneer tie system was installed every 16" on center vertical and on every stud horizontally. #9 GA wire was used with the clips. The brick veneer wall was observed along the west wall, gridline 1 from B.5 to D. Equipment/Asset Number(s): To the best of my knowledge, the above WAS lig / WAS ❑ performed in accordance with the non - approved plans, specifications. and regulatory requiremeas r' (\ Superintendent/Representative: Technician I ' JONATHAN PINK G Offices Serving the Western United Sates Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. 4 = -...-rt . ikri, aro � & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION November 17, 2008 KA No. 066 -08140 Permit No. D08 -161 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: In Process Inspection Report Fidelity Investments Tukwila, WA Dear Mr. Burns, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever @lemessurier.com Nicole Needle: nneedle @lemessurier.com ..,. • 1 ' 4 ?flop, COMMUNITY DEVELOP ENT Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08140 Break Template rcrazan ts< Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -08140 Cyl. Code 81657 Pour Date 10/9/2008 Report No. 40285 Weather OCST,CLR,COOL Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Engineer Location 304 Strander Blvd Tukwila Architect Client Westfield Corporation, Inc. Contractor BN Builders Field Data CYLINDER REPORT Concrete X Other Supplier Glacier Plant No. 282 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 1:00pm 623 233926 5 68 55 Placement Area Location Diamond pour backs for columns. Grid lines A.3 to E.3, E.1 to E.3, A.1 to E.1 Remarks Concrete placed from truck chute Concrete sampled at truck chute Consolidated w/ H/F vibrator Refer to field report # 103226 Inspector Bob Wozniak Laboratory Data Cyl. Test Field Max. Comp. Code Date Cure Age Dim. Area C.F. Load Str. (psi) 81657 -1 10/16/2008 7 4.007 12.61 54880 4,350 81657 -2 11/6/2008 28 4.002 12.57 75115 5,980 81657 -3 11/6/2008 28 4.002 12.57 70475 5,610 81657 -4 H 81657 -5 81657 -6 81657 -7 81657 -7 Remarks Results Reviewed By .ele Codes for Break Types: Design Strength 3,000 @ 28 days Date Reviewed Reported Batch Data Design Actual Weights Weights Mix No. 3181 Cem.lbs. 385 384 F. Ash lbs. 105 102.5 C. agg. lbs. 1 1960 1945 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 1440 Water lbs. 250 268 Air Ent. (oz) wRA 14oz 14oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 0 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Date Specimens Rec'd. Tested Break Set # By Type 1 DH 2 1 DH 3 1 DH 3 1 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +1- 8% Form 03101 Revision 3 Effective Date 5/12/Dr The intonation provided on this report is prepared for the exclusive use of the client. This report may not be reproduced In any format without the written permission of the client and Krazan d Ausocb Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming nrazan & Associates, Inc. I Project No. 066 -08140 Cyl. Code 81852 Pour Date 11/5/2008 Report No. 8140MG1 10508 - rh - Weather Mstly to Prtly Cloudy Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Field Data MORTAR/GROUT REPORT Supplier Quickrete Plant No. Site Mix Yes Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 11:45am N/A Workable 57 51 Grout Box Used Number of units used to form specimens Placement Area Location Brick Veneer at grids 3 / D.2 - D.3 & E / 1.1 - 3 Remarks Quickrete Mason mix, 80 lb bags Refer to field report # 8140DFR110508 -rh -1 Inspector Randy Hansen Laboratory Data 2x4 81852 -2 12/3/2008 28 81852 -3 12/3/2008 28 81852 -4 H 922 valley Avenue NW, butte 1u1, Puyallup, WA 98371 (253) 939 -2500 Design Strength 1,800 @ 28 days Engineer Architect Contractor BN Builders Remarks Results Reviewed By / Date Reviewed Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Reported Batch Data Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water lbs. Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Design Actual Weights Weights Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 Other Date Specimens Rec'd. Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 81852 -1 11/12/2008 7 993 3.11 3465 1,110 DH 1 4: Shear 5: Columnar (Split) Form 04103 Revision 0 Effective Date 1252/02 The Information pmvded on this report ie papered for the eon/arm use of the diem. This report may not be reproduced in any format without the written permission of the chant and Krenon 8 Associates Laboratory Test Methods ASTM C39 ASTM C109 ASTM C617 X ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming 1< November 10, 2008 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA Dear Mr. Burns, Respectfully submitted, KRAZAN & ASSOCIATES, E IC Kathryn E. Gordon Project Manager Puyallup Division aza1 & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION RECEIVED NOV 17 20D COMMUNITY DEVELOPMENT In accordance with your request and authorization, our firm performed special inspections for the above- referenced project. The inspections were performed by our inspectors from October 28 through November 11, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. CC: City of Tukwila Peter Cheever: pcheever@lemessurier.com Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States KA No. 066 -08140 Permit No. D08 -161 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 (181441 DFR Template azan & Associates, Inc. Position: Process: Weld Type: pi Weld Size 1 Codes: GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: io /aeon PROJECT #: 066 -" COW° PROJECT: F /DEL/Ty F /MANGE CTR LOCATION' c O+ STA'AAR4 R BLVD. KRAZAN PROJECT MANAGER KEG ❑ SHOP WELDING ❑ M.T. ❑ P.T. ❑ V.T. 56 !/T/,/ eANOPY F,Q.4ME F /LZET WEL,D//YG BETA/E4 E 1 F / /.6 -3 7A//S OfoeS /Yer/^/CL//DE' L4/ES T 0,41140■X X FIELD item(s) inspected: FLAT SMAW 3/16" To the best of my knowledge, the abov Superintendent/Representative: AISC GMAW P.P. 5/16" TITLE 21 WELDING REPORTNO.: 334 5 CONTRACTOR: B 5N Bull DERS PERMIT N& .008 INSPECTOR: /y So.PANT/NO JURISDICTION: 5,6l '7Weeir R, k',4. WEATHER: FA/.P TEMP: gn °F (OVERHEAD) ❑ Filler Metal: `� SAW // ❑ Other: PLUG ❑ Other: 3/8" ❑ Other: TITLE 24 UBC ASME J4/1 QK4PPEARE)) S4T /SF4 eTORY AS PER IIZCS P/./ 4Ath £ETA /LS OF 530.1 OF PLAN, WAS NOT perf dtmed in accordance with the approved plans, specifications, and regulatory requiremeldp. Technician: Serving the Western United States This field report indicates our °nspectors observation and testing : esults based on the site condition and contractor's activities. This;nfermation is subject to review prior to final submittal. By signing this report. our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. Revision I Effective Date I I115/0 The niurrnaunn provided .n :his rpm prepared :or he :rt hi.ive ire if :he -.l eni This - er r: m;iv va Se rpwmice.I n .Inv .viihula she wnurn pernn..r n ••I the :rims .nd Xr.i/ to i A',IX User. I(r2LZ &ASSOCIATES,INC. GEOTECHMCAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 11 November 2008 PROJECT #: 066-08140 PROJECT: Fidelity Investment Center LOCATION: 304 Strander Blvd. KRAZAN PROJECT MANAGER: KEG FIELD REPORT NO.: 8140DFR110508 -rh -1 CONTRACTOR: BN Builders PERMIT NO: D08 -161 INSPECTOR: Randy Hansen Brick Veneer Inspection JURISDICTION: City of Tukwila WEATHER: Mostly to Partly Cloudy TEMP: 47 -51 F On site as requested by the general contractor for brick veneer inspection for the building. Observed the masonry contractor installing the brick veneer along the building exterior at grids 3/D.2 -D.3„ and E/1.1 -3 lines Reviewed the approved plans for the correct means and methods for the veneer installation. The veneer tie system was being installed per plans and specifications. The tie system was at 16° on center with clips and # 9 GA wire being used. Cast a set of 2 x 4 cylinders on Quikrete Commercial grade Type S mortar, mixed on site. See Krazan Mortar /Grout report # 8140MG110508 -rh -1 for test data and additional information. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ® ! WAS NOT ❑ performed in accordance with the approved p ans, specifications. and regulatory requiteme440 Superintendent/Representative: Technician Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. ML KraZan & ASSOCIATES, INC. November 5, 2008 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: In Process Inspection Report Fidelity Investments Tukwila, WA RECEIVED NOV 1 7 1009 D COMM EV�LO KA No. 066 -08140 Permit No. D08 -161 Dear Mr. Burns, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever @lemessurier.com Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08140 Break Template rat aLall a rW0v Ill/.. VLL valley MVe11ue 19YY, aline RI 1, ruyallup, YYN, VO•/ I, teL DJ) a.) -L000 Project No. 066 -08140 Cyl. Code 81587 Pour Date 9/25/2008 Report No. 20759 Weather Prtly Cloudy Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Field Data CYLINDER REPORT Concrete S.O.G. Other Supplier Glacier N.W. Plant No. 291 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 6:00am 650 229953 5.5 65 55 Placement Area Location Slab on grade at Gridline A to F / 1 to 3 Sample obtained at gridline A.5 - 3 Remarks Pump truck used to place the concrete, Mechanical vibrator used to consolidate the concrete. Reviewed the approved site plans. Refer to field report # 8140DFR092508 -JP -1 Inspector Jonathan Pink Laboratory Data Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81587 -1 10/2/2008 7 4.005 12.59 40635 3,230 1 SS 2 81587 -2 10/23/2008 28 4.006 12.60 62055 4,930 1 DH 2 81587 -3 10/23/2008 28 4.006 12.60 63960 5,080 1 DH 2 81587 -4 H 1 81587 -5 81587 -6 81587 -7 81587 -7 Remarks Results Reviewed By ela, Codes for Break Types: Measurement Uncertainties: ASTM C -39 +1- 8% Engineer Architect Contractor BN Builders Design Strength 3,000 @ 28 days Date Specimens Rec'd. Date Reviewed 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Fonn 03101 Revision 3 Effective Date 5/17/04 The infonnatlon provided on this report is prepared for the exclusive use of the client. This report may not be reproduced In any format without the soften mission of the client and Krazan & Assoc', Reported Batch Data Design Actual Weights Weights Mix No. 3181 Cem.lbs. 385 384 F. Ash lbs. 105 105 C. agg. lbs. 1 1 960 1970 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 1374 Water lbs. 30g 29g Air Ent. (oz) Admixture 14oz 14oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 25 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming 1 %1 QLa11 0* I1-70•■IO1.VO, 111V. Inspector Jonathan Pink Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Laboratory Data Project No. 066 -08140 Cyl. Code 81586 Pour Date 9/25/2008 Report No. 23767 Weather Prtly Cloudy Jurisdiction City of Tukwila Permit No. D08 -161 81586 -4 H 81586 -5 81586 -6 81586 -7 81586 -7 Remarks Results Reviewed By acc vauey'Avenue 19vv, aunts iu I, ruyauup, vvM, yo, I, (cis) J.) - L3UU Engineer Architect Contractor BN Builders Field Data CYLINDER REPORT Concrete S.O.G. Other Supplier Glacier N.W. Plant No. 291 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 9:00am 7566 230024 5.75 69 57 Placement Area Location Slab on grade at Gridline A to F / 1 to 3 Sample obtained at gridline D - 2.7 Remarks Pump truck used to place the concrete, Mechanical vibrator used to consolidate the concrete. Reviewed the approved site plans. Refer to field report # 8140DFR092508 -JP -1 Date Reviewed Form 03101 Revision 3 Effective Dale 5/17/0. The informatbn provided on this report Is prepared for the exclusive use of the dent. This report may not be reproduced In any format without the written permission of the dent and Krazan S Assodi Reported Batch Data Design Actual Weights Weights Mix No. 3181 Cem.lbs. 385 384 F. Ash lbs. 105 105 C. agg. lbs. 1 1960 1952 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 1370 Water lbs. 30g 29g Air Ent. (oz) Admixture 14oz 14oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 25 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Design Strength 3,000 @ 28 days Date Specimens Rec'd. Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81586 -1 10/2/2008 7 4.005 12.59 41520 3,300 2 SS 2 81586 -2 10/23/2008 28 4.006 12.60 65895 5,230 2 DH 2 81586 -3 10/23/2008 28 4.006 12.60 68005 5,400 2 DH 2 2 Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C - 39 +1 8% Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming ....- •••........ .•.......ww•., ...v. Inspector Mike Thomas Laboratory Data LL vQuay /1v CIluts I\vv, Qum: Iv 1, ruyduup, vv,. , VOJ/ 1, VL0J) `JJ`J -L3UU Project No. 066 -08140 Cyl. Code 81599 Pour Date 10/1/2008 Report No. 21196 Weather Mostly Clear Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Engineer Architect Contractor BN Builders Field Data CYLINDER REPORT Concrete Base plate Other Supplier W.R. Meadows Plant No. Site Mix yes Sealtight Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 9:30am Flow 62 40 Placement Area Location Base Plate grout at gridlines: A -E / 3 line, A -E / 1 line, 1- 1.8 /Aline, 1.8 - 3 / A.3 line, 1 -3 /E line Remarks Grout placement completed per plans & specs. Refer to field report # 103503 Design Strength 9,000 @ 28 days Date Specimens Rec'd. Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81599 -1 10/8/2008 7 1.994 3.12 24645 7,899 1 DH 1 81599 -2 10/29/2008 28 1.996 3.12 30775 9,860 1 DH 4 81599 -3 10/29/2008 28 1.996 3.12 29435 9,430 1 DH 1 81599 -4 H 1 81599 -5 81599 -6 81599 -7 81599 -7 Remarks Results Reviewed By /< Codes for Break Types: 1: Cone 2: Cone & Split Measurement Uncertainties: ASTM C -39 +1- 8% Fonn 03101 Revision 3 Effective Date 5/12/01 The information provided on this report Is prepared for the exclusive use of the client. This report may not he reproduced in any format without the w,i ten permission of the client and Hrazan d Assoc4 Date Reviewed Reported Batch Data Design Actual Weights Weights Mix No. Sitemix Sitemix Cem.lbs. P F. Ash lbs. R C. agg. lbs. 1 0 C. agg. lbs. 2 P C. agg. lbs. 3 R Sand lbs. Water lbs. E Air Ent. (oz) T Other(oz) A Other (oz) R Other(oz) Y Other (oz) Water Added on Job (gals.) 3.9 Ltrs Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 3: Cone & Shear 4: Shear 5: Columnar (Split) Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming MEL Ma FtV,CE VED October 2 u9 fa 2008 t;UMIM oN nv A a za'1 & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: In Process Inspection Report Fidelity Investments Tukwila, WA KA No. 066 -08140 Permit No. D08 -161 Dear Mr. Burns, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC /1' 6.9-76az Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever @Iemessurier.com Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup. Washington 98371 • (253) 939 -2500 • Fax: (253) 939-2556 Break Tempi= nrazan at Associates, inc. 912 valley Avenue NW, suite in Puyallup, WA, 98371, (253) 939 -15UU Project No. 066 -08140 Cyl. Code 81657 Pour Date 10/9/2008 Report No. 40285 Weather OCST,CLR,COOL Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila client Westfield Corporation, Inc. Inspector Bob Wozniak 81657 -1 10/16/2008 81657 -2 11/6/2008 81657 -3 11/6/2008 81657 -4 81657 -5 81657 -6 81657 -7 81657 -7 Remarks Results Reviewed By XL 28 28 H Engineer Architect Contractor BN Builders Field Data Concrete X Supplier Glacier Other CYLINDER REPORT Plant No. 282 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 1:OOpm 623 233926 5 68 55 Placement Area Location Diamond pour backs for columns. Grid lines A.3 to E.3, E.1 to E.3, A.1 to E.1 Remarks Concrete placed from truck chute Concrete sampled at truck chute Consolidated w/ H/F vibrator Refer to field report # 103226 Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. Cyl, Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 7 4.007 12.61 54880 4,350 1 DH 2 Date Reviewed Reported Batch Data Design Actual Weights Weights Mix No. 3181 Cem.lbs. 385 384 F. Ash lbs. 105 102.5 C. agg. lbs. 1 1960 1945 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 1440 Water lbs. 250 268 Air Ent. (oz) WRA 14oz 14oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 0 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear Measurement Uncertainties: ASTM C -39 +1- 8% Fonn 03101 Revision 3 Effective Date 5/11/0• of the men/ and fCraian d mss°°' The rdormction provided on Oils report is prepared for the exclusive use of the went This report may not he reproduced in any format wdhout the `Mitten pertnissun Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other 1 Test Results Conforming Non - Conforming 5: Columnar (Split) , ISr aZafl & ASSOCIATES, INC. �������� EOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING �Qtl O 2C1* CONSTRUCTION TESTING & INSPECTION 1 � tl 2008 KA No. 066 -08140 Etd ' Permit No. D08 -161 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA Dear Mr. Burns, In accordance with your request and authorization, our firm performed special inspections for the above- referenced project. The inspections were performed by our inspectors from October 16 through October 27, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC E 'sc-)eav7, Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheeveraJemessuriercom Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08140 oFa rompWe aZan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: /0//41 PROJECT #: O "OF / PROJECT: F11)AL/TY i c/N4/VCIA/ LOCATION: 304/ STR.4NhER S1 VD. KRAZAN PROJECT MANAGER: YFl9 ONSITF. 4.c_RFOOESTEn !3Y CONTR4e,TOR FOR - i1 �iNP!/NCT Nom OF Lola �t/IGH RnOF DFCKINr- PV..D.DL,gliiEz ,o/i / >f P�,9N1 WO PkAPp AIWA .54775FA£ T2 V,4.5 pF.R �Q1.t/S DJ- 4 j.S0 WS/ ,4L LY /NSPEC -7"Fn FRAM /N6 OF NirJ/ R eW �� PO/ iwz /R FOLLOId //Vf irk TO ePS-P 7R7 ) 70 77/G 43.2,c TitJAS7 C) - F BOLTS A/OT 47 - Rot 141PS d //E TO J RI 4/73", ®/1415S16/G ,r4l7L (- /Yl7R7''h/WE.ST CA.P/YE CORNE"!? PF�E' /1Yl TER /3()LTS Nor PRFT.ENS /bA/L -- 1a O/t/ OU'TS/1)- Ch'ANNEL A4 /QS MANY RCLT MI TIES 5L07 W /TW 7 P1.47" FOR SHE2 4' IY)1 /,h/ S t / LL' D /N IJE/) 0 8 OL771v' L'v in Ai/ CA L /6 NA • (F AoLT fI D /ES , f'lATES I FJV ,31`'4R /N( ON BEA44.5 SUG•G ST X /1 1WW/ OF rh/L-54" I rENS BY Ef .toP APPROVAL OR REPA /R1 Equipment/Asset Number(s): To the best of my knowledge, the abov Superintendent /Representative: Serving the Western United States This field report indicates cur inspectors observation and testing results based on the site condition and contractor's activities. This information s subject to :ev'ew prior to final submittal. By signing this report. our inspector does not accept •espcnsibility `or validity of results. Some information on this report has been provided by others on site. Revision Effecnvc pate II, 5(0' '502 '''eW Benor'.J,» CONTRACTOR: RA/ RL/ /[.HERS JURISDICTION: 7Vk2J /LA WA PERMIT #: bD8-J' ) INSPECTOR: Ai SLLRiA/V77N1> WEATHER: CLO(/AOS FIELD REPORT NO: 10343 8 TEMP: 5'' ° F erforrned in accordance with the approved plans, specifications, and regulatory requirements. I(raz grASSOC lATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 27 October 2008 PROJECT #: 066-08140 PROJECT: Fidelity Investment Center LOCATION: 304 Strander Blvd. KRAZAN PROJECT MANAGER: KEG Brick Veneer Inspection FIELD REPORT NO.: 8140DFR102708 -rh -1 CONTRACTOR BN Builders PERMIT NO: 1308 -161 INSPECTOR: Randy Hansen JURISDICTION: City of Tukwila WEATHER: Clear On site as requested by the general contractor for brick veneer inspection for the building. TEMP: 41 F Observed the masonry contractor installing the brick veneer along the building exterior at grids 3 /A.3 -A.7, and A.3/1.8 -3 lines from 8' to 12' above finish floor. Reviewed the approved plans for the correct means and methods for the veneer installation. The veneer tie system was being installed per plans and specifications. The tie system was at 16" on center with clips and # 9 GA wire being used. 1 Equipment/Asset Number(s): To the best of my knowledge, the above WAS S / WAS NOT 0 performed in accordance with the approved p ans. specifications, and regulatory requiremetitip Superintendent/Representative: • Technician: Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20-07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Kr azan RECEIVED GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEE I l.r ?J (ia CONSTRUCTION TESTING & INSPECTION ot►c o b 2008 t� • PIi 7T 4 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA Dear Mr. Burns, & ASSOCIATES, INC. KA No. 066 -08140 Permit No. D08 -161 In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors from October 13 through October 14, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever Wlemessurier.com Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup. Washington 98371 • (253) 939 -2500 • Fax: (2531939 -2556 08 1411 DFR Templaic IBM MI ANTI '4 ;111131 aZ an & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TEST NG AND INSPECTION DATE: /(2 7 7 PROJECT #: L28/-3/n PROJECT: - LOCATION: 6.2.?0 7 0/114 KRAZAN PROJECT MANAGER: eez; CONTRACTOR: JURISDICTION: PERMIT #: INSPECTOR: WEATHER: 0/1 71,7 /A FIELD REPORT NO: 7 7 2 0 Off) ri /' 1 A ab at _..ii., . A II As. _ Ai A 4! a■ A . ..- .. ._ I A - M ALA.-I/Al/a & 0 4 A Ift- -AI, 4-.4aA glIM e• . AM .■• To he test of rny ' Superintendent/Representative: Fied Report r1 3to\ie WAS Equipment/Asset Number(s): t"Nuki oerformed n cccr -once with the coproved plans, spectflcariors, crd regtictcry 'ecuirements. Serving the Western Unite( States Reviiin Effective Date: 56‘. The inforinaitim provitieil -oi N., Inc 1 he , rot.rt An I. 101 - eor dat rd n Noll. 111 :he en;tiel pin n h sot! Ind k azan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: /0 PROJECT # : (2 PROJECT: LOCATION: KRAZAN PROJECT MANAGER: /7/4-ie,4 2 Oi et,C) it- .402 ,Y Equipment/Asset Number(s): -44 Tc the pest of my i<rowleage, the Superintendent/Representative: r F.r Renort.eth At Autt a #id 1 A • jA 4 IA 4.0 3 ,S2 6/4. CONTRACTOR: JURISDICTION: 1 , L -ty e I PERMIT #: To c3 1 y INSPECTOR: WEATHER: Serving the Western United States HELD REPORT NO: 77621 TEMP: 6,, e with te approved Plans, specificatths, cnc regulator/ requirements. /Ts Rtr.timon I Date 925■05 Plc niortranon pros (Jed In *lbs -rrer -r-parLtrhe I,t r i•t• •i Itt ilert ..■I rpn •.I .) vririen pern....on 1.1 itt . licni 1 1 I= � — EC GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING OCT 2 0 x.008 DV j kt1N11t( 2008 ELOP NT Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 azan & ASSOCIATES, INC. RE: In Process Inspection Report Fidelity Investments Tukwila, WA CONSTRUCTION TESTING & INSPECTION KA No. 066 -08140 Permit No. D08 -161 Dear Mr. Burns, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gor.on Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever @lemessurier.com Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2»6 08140 Break Template •••Y...Jr• M rWJVV1a�vJ •11.•• 4/LL •QIIGJ r\•GI r10G 1•1111, ••1•11.0 1U 1, 1 10r Q11Y'/, ••P1, .710.11 1, t11..1.'I IJ &..11010 1 Project No. 066 -08140 Cyl. Code 81587 Pour Date 9/25/2008 Report No. 20759 Weather Prtly Cloudy Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila client Westfield Corporation, Inc. Engineer Architect Contractor BN Builders Field Data CYLINDER REPORT Concrete S.O.G. Other Supplier Glacier N.W. Plant No. 291 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 6:OOam 650 229953 5.5 65 55 Placement Area Location Slab on grade at Gridline A to F / 1 to 3 Sample obtained at gridline A.5 - 3 Remarks Pump truck used to place the concrete, Mechanical vibrator used to consolidate the concrete. Reviewed the approved site plans. Refer to field report # 8140DFR092508 -JP -1 Inspector Jonathan Pink Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81587 -1 10/2/2008 7 4.005 12.59 40635 3,230 1 SS 2 81587 -2 10/23/2008 28 1 81587 -3 10/23/2008 28 81587 -4 H 81587 -5 81587 -6 81587 -7 81587 -7 Remarks Results Reviewed By /ile Date Reviewed 1 1 Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +1- 8% Form 03101 Revision 3 Effective Date 5117!04 The trifonnation provided on this report is prepared for the exclusive use of the dent. This report may not be reproduced in any format wtthout the written permission of the client and Kraran & Assorts Reported Batch Data Design Actual Weights Weights Mix No. 3181 Cem.lbs. 385 384 F. Ash lbs. 1 05 105 C. agg. lbs. 1 1960 1970 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 1374 Water lbs. 30g 29g Air Ent. (oz) Admixture 1 40Z 1 4oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 25 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results Conforming Non - Conforming .•. urun M JwJVMSaaGJ, uW. Q.L. v assay •vG71uG • •vv, ■u11C sv 1 r uyalluIJ, von', 04)J f 1 ,LJJt 0J0LJVV t Project No. 066 -08140 Cyl. Code 81586 Pour Date 9/25/2008 Report No. 23767 Weather Prtly Cloudy Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Engineer Location 304 Strander Blvd Tukwila Architect Client Westfield Corporation, Inc. Contractor BN Builders Field Data CYLINDER REPORT Concrete S.O.G. Other Supplier Glacier N.W. Plant No. 291 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 9:OOam 7566 230024 5.75 69 57 Placement Area Location Slab on grade at Gridline A to F /1 to 3 Sample obtained at gridline D - 2.7 Remarks Pump truck used to place the concrete, Mechanical vibrator used to consolidate the concrete. Reviewed the approved site plans. Refer to field report # 8140DFR092508 -JP -1 Inspector Jonathan Pink Form 03101 Revision 3 Effective Date 5/11/0. The infornatlon provaed on this report Is prepared for the exclusive use of the client This report may not be reproduced In any format without the written permission of the client and Krazan d Assom Reported Batch Data Design Actual Weights Weights Mix No. 3181 Cem.lbs. 385 384 F. Ash lbs. 105 105 C. agg. lbs. 1 1960 1952 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 1370 Water lbs. 30g 29g Air Ent. (oz) Admixture 14oz 14oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 25 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81586 -1 10/2/2008 7 4.005 12.59 41520 3,300 2 SS 2 81586 -2 10/23/2008 28 2 81586 -3 10/23/2008 28 2 81586 -4 H 2 81586 -5 81586 -6 81586 -7 81586 -7 Remarks Results Reviewed By 1 Date Reviewed Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +1- 8% Test Results Conforming Non - Conforming = — — — . — (razan & ASSOCIATES, INC. 00 20 2OOl7EOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION c l3, 2008 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA Dear Mr. Burns, KA No. 066 -08140 Permit No. D08 -161 In accordance with your request and authorization, our firm performed special inspections for the above- referenced project. The inspections were performed by our inspectors from October 1 through October 9, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Peter Cheever: pcheever0,lemessurier.com Nicole Needle: nneedle @lemessurier.com Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 ORlin DFR Template azan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: /00h/OS PROJECT it 066 - c WJ4l0 PROJECT: F/1E/ /sYK LOCATION: 3 /24" STR.4NWER—$LVL) KRAZAN PROJECT MANAGER: KEG y FIELD ❑ SHOP WELDING ❑ M.T. ❑ P.T. XV.T. item(s) inspected: VISUALLY /NSPEC7EE 2 72./ FDUDA/ /6 57-2 ' 7L',Q4L /TE/ys 14/E4,0/N (F/L.LET5) Off' CWJ Tn /ST TO BEAM CO>vN�=GT /CJN.S ,Q T Ra nc LEVEL 4-F, / - .3 . VI Position: lg( Process: xr Weld Type: IV Weld Size N Codes: FLAT 3/16" To the best of my knowledge, the abov FCAW C.P. 1/4" AISC WELDING' REPORTNO.: 3591 ORIZONTA OVERHEAD ❑ Filler Metal: GMAW SAW ❑ Other: P.P. PLUG ❑ Other: 3/8" ❑ Other TITLE 21 TITLE 24 UBC ASME CONTRACTOR: ,6'N 8U1L0LR S PERMIT N0. DD8 - 141 INSPECTOR: .SORANT/ND JURISDICTION: 77.ikkel�W,9 WEATHER: (LOUQS TEMP: 570 ° 1 I.YORK //tVSPECTE/) 11P) ARED 34T /SFACT RY 45 PER .4uh.5 /74/ AA0''LQN, WJTA/ 72-1E FOLLOW/A(6 AXCEPT /D/V MONEWT FFE'.4/1?ES /NCORPLETE..t$EAM SAL ARP/ATF'S AOR &I SSFTATTAP /1i19ENT.S /11/.5.5 A16, ® R'BRR WL'LDIN! /NCOMPI.Kre• AT T'OU.v LE j/EL CUSS T 4 /A/c pG7?ON OF Tit/ESE' J TENTS RC/DM/LlgNI ED UPON CD4 J FnONL Superintendent/Representative: Technician: / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirer 4 iFs. Serving the Western United States This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. Revision 1 Effective Date: 11/15/07 The :nformauon provtded in .his repun is prepared for the exclusive use of the client. This :upon may not be reproduced in any format without the wruten permission of the client and Kratan & Associates. azan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 10 /1/08 PROJECT #: 066 O$ I yO PROJECT: Pl C/4A rh r► vt" a.. LOCATION: 304 Soy L elute IS 1 ✓d . KRAZAN PROJECT MANAGER KEG- ��LaV r-e . o�-'si f.v- cce-i cAchf' s {'e cv -'-, ' Or s� -t e.1 t�stec.'�+o� 04 4'L.... t�j4o 1�q osr Oar' 6c,.c.(cs 4✓ ca (v." hJ. n l.:c 'c.'ittr ,S -- � ( ow r J c of I� �� -�.Il� d c `'. 4L-a.. gotlowt l I.;d Ioc4 " 1 41o3 : -3 .I- 3 a1 �� I��t.c, 3 , C I c a� f'Vw..k14 a 3 4, rl src„coF+ s, (,vA c,rticc. Imo. �-v� Ic G4 . c, - co-1 so t, do.,4 w -1' i-I . F. v• FIELD REPORT NO: 10 3 2 2 6 CONTRACTOR: 1 M &, S JURISDICTION: 0. -6 of V I PERMIT #: DC.8- INSPECTOR: 15o4 t Jo'4rw:`•.. _ WEATHER: OC4>T �itR•, LOOL R.br,v- -k Cl, d..� M. G /OZ3S - 4 + y `/ 3 4erk - tort c.. e. mr c.r u� . TEMP: 5S° cr I' -c.4 T 3 X4-4 a•• d s.2 f' / N G v rc. t X O`1 - s r e,_ Equipment/Asset Number(s): To the best of my knowledge, the above S / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirer r is Superintendent /Representative: 1502 field Reporn.dix. Technician: Serving the Western Unite tates This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information Is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some Information on this report has been provided by others on site. Revision 2 Eflccnivc D:nc: 1 :!I50)7 10/9 08 PROJECT #: 066 o8 DATE: PROJECT: Ft, 4.R,(t� F4 Ha fil G LOCATION: 30 ( 4 t/ KRAZAN PROJECT MANAGER: ke 6- Field Data Concrete Supplier �f�`rJ✓y / Time Truck # Ticket # /3:oo 6z3 Z334z6 Other Plant No. Z8Z Site Mix Mix Air Unit Slump Temp. Temp. Wt. % Air (in) (F) (F) (pcf) S,a" 6d° 5S Placement Area Location Remarks Inspector Laboratory ► t Cyl. Test Field Code Date Cure Dim. Remarks Krazarn & Associates, Inc. Results Reviewed By GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION Co lv ' t�s c11,_• ,4-3 4 -1 / G -1 4.. E 3 14-( 40 G - - t o (� .�..,. 4�•,' (� c, L,. . C )O usatk, sc... —L* c 4 41 -1....c,k o 4.4 c, . :eI,Z�a -•�d �./ �!. F tit 6 ��.... Please refer to Field Report No /0 S �L 6 qxa Design Strength Area Measurement Uncertainties: ASTM C39 =Cores +/- 8% C.F. Codes for Break Types: 1. Cone J� 2. Cone & Split 30o0 Max Load CONTRACTOR: (� TSU tS PERMIT NO.: Do8 - /L INSPECTOR: l3aS t �r►, c.t, JURISDICTION: C4 c,.?„ T Ult.wt k. WEATHER: Qtb$1 , le, t coo(, TEMP: SS Comp. Str, si) @ 28 days Date Specimens Rec'd. Tested Break Set# I l / / Date Reviewed 3. Cone & Shear CYLINDER REPORT NO.: 4 0 2 8 5 Reported Batch Data Cement Type —L/ Actual Design Mix No. Cem. lbs. F Ash lbs. h 3 f '( C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water � [�¢ ' 'fComixture Other Air Ent. (oz/cwt.) 3/81 38S Jos /96o 3 z /yaL 30 /OZ. S "15 1`i zcs Water Added on Job �( (gals.) 1" Field Test Methods ASTM C143 ASTM C1064 ASTM C31 ASTM C138 ASTM C173 Other 4. Shear Laboratory Test Method ASTM C39 ASTM C109 ASTM C617 ASTM C1231 ASTM C1019 Other Test Results Conforming Non - Conforming 5. Columnar (Split) an & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: I V - I - lJ 0 CONTRACTOR: a , N, O f LOE JURISDICTION: ( FT`f of TI W t LA PROJECT: ) IO C,I ?S E sr Pi NT CEArroi< PERMIT #: OQg - ) LOCATION: 30 STkikf\ �LV 0 INSPECTOR: To INSPECTOR: P j kJc_ KRAZAN PROJECT MANAGER: I <E G WEATHER: PAR1t away PROJECT #: n6c Q l y ot) S I R€GuOcTe0 tte 1 1 / 6 Cain T f C i o) R. SffcJ A i.'v sprcnoAi �6 RC 37E6 L -F0 f( Co t FTC ELM CoL i/) N ( -LS gCV 1€v60 Th p Rc D QL AND STRucTuRALE, Gu) ?S F P 6 �P �� CQtal?-Pcia 1- S PooR1 C, SL S I/J PILLS LS ARouND C( .corn/v ( ?s ALo�C, Tub EIKTGA I A� 4� ALL L n1FS _ iv OCI1A/ CA 7 ML SO UTAI IAA LL Co L� m til e�.c�c k o' ut �T S CNK.RC i O Iv okC 6 ENT STFF L. p R 11-6 sTRuC o Kp1 k NC, r F6 (ZS (FPo6ZZ . F 2 T e, T QTTr N a Rp°6:1 Equipment/Asset Number(s): To the best of my <nowledge, the abov Superintendent /Representative: Revision 1 Effective Date: 3/25i(5 Cie •ntormuuon provided on this report •S prepared for the -,clu.sive .Ise or he aient This report may gat oe Ypnntuced •n any fnrmut without he written permission of the client and Krazan Sr Associates 1501 FteSJ Repoei doc Technician: FIELD REPORT NO: 80131 WAS NOT performed in accordance with the aoprov- . phi s, s ecifications, and regulator/ requiremer Serving the Western Un ed States TEMP: y3 -54/ Met With: Mark Hillind /BNBuilders; Pablo Garcia/Gensler Weather: 60's, Drizzling Arrival Time: 7:45 a.m. Departure Time: 10:45 a.m. Report #: 2 Distribution: Pablo Garcia; Ben Trendell /Gensler LeMessurier Consultants Structural Engineers P eter J. Cheever. PE Date s i : October 6, 2008 visit: FIELD REPORT LeM Job: 28009 Fidelity Investor Center - Seattle, WA Activities on Site • Lightgage perimeter wall framing. • Miscellaneous grading and backfill. Observations • Foundation and slab -on -grade work complete. • Block -outs in slab -on -grade for steel columns have yet to be infilled. • Slab -on -grade has been sawcut to Y2" depth along column lines in accordance with LeMessurier's recommendation per email of 9/22/08. • Steel frame erection is complete with the exception of BR -2, the mansard screen wall and the canopies. • Mansard screen wall steel is on site. This steel is not galvanized per contract documents, but does appear to have a different paint coating than the typical steel which has standard shop primer. • 3/4" diameter tie rods installed at column A -1.8 base gusset plate per Detail 3/S03.03. Other base gusset plate connections could not be confirmed because of water in the pockets. • Roof deck appears to be welded to roof joists and beams in accordance with contract documents based on observation from below. • Steel roof deck was confirmed as 20 gage per contract documents. (See Photo No. 27.) • Connection bolts were 3/4" A325 per contract documents. (See Photo No. 24.) • Top connection for BR - at column D -I.1 does not appear to have 10" length of weld between HSS and gusset plate per contract documents. • Brace gusset plates appear to have 1/4" fillet welds each side per contract drawings and shop drawings mark -ups. (Shop drawings did not specify welds.) • Several of the canopy columns were observed to be stored on site, but canopy shop drawings have not been submitted. • Certain steel beam connections have not been fabricated in accordance with contract documents and marked -up shop drawings. • Cross bracing called for in Detail 6/S01.02 has not been installed. • Typical joist bridging is installed, but the sizes appear small and with nominal attachment. The typical angle size should be L 11/4 x I' /4 x'/ per Table 2.5.1a of Section "Recommended Code of Standard Practice for Steel Joists and Joist Girders ". the reference standard. Discussion on Site • LeMessurier Consultants has not received any of the Special Inspections Reports. BN Builders confirmed that Krazan has performed all required special inspections and they will forward copies for LeMessurier's review. LeMessurier Consultants Site Photos • Rebar at internal slab block -outs will be spliced in accordance with LeM letter of October 2, 2008 before being filled with concrete. Perimeter column block -outs may be filled as b uilt • BN Builders to verify that the roof deck is welded to WT bolster on Line 2 per Detail 4/S03.02. (This could not be viewed during the site visit.) • Certain roof beam connections have not been fabricated and installed in accordance with the contract documents and marked -up shop drawings. Of specific importance are the W18 beams along Line 2 which should have had double -angle connections per Details 6 and 7/S03.03. LeM has issued a summary of discrepancies between the resubmitted shop drawings and the marked -up shop drawing and contract documents on October 1, 2008 for action by BN Builders. PJC:pw 5:12008 \28009 \Site Visit Reports\Report 002 (10- 06 -08) pjc.doc Photo No. 1 — W18 connection at column C -3. Four bolts with WT Fidelity Investor Center — Seattle, WA Site Visit Report No. 2 — October 6, 2008 LeM File No. 28009 Page 2 of 17 r_s INNS azan & ASSOCIATES, INC. (WI 2 tOCTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION ,1;J UN1TY uvELOPMENT October 8, 2008 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA Dear Mr. Burns, KA No. 066 -08140 Permit No. D08 -161 In accordance with your request and authorization, our firm performed special inspections for the above- referenced project. The inspections were performed by our inspectors from September 24 through October 1, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 OR 140 OFR Tcmplam.doc °°°' c` zan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 9- 24 -06 CONTRACTOR: /5 ,%J f3L/,L DG-., 72.5 PROJECT #: O&& - DS /4c' JURISDICTION: c...7-1 vl= 72)K1,41/GA PROJECT: / /DELIT/ All/651-0> i e.0 .e PERMIT #: L, - /(o / LOCATION: 3c 4 572tAN.0e -2 /2p . INSPECTOR: „4.4,&,;Y- ,4_ 17,2, 4./ 4tioc3 KRAZAN PROJECT MANAGER: o► WEATHER: /7�, y TEMP: 52 G ,tea' s ,4s "-da S 7 - �J /3L, �o.v � r'� s ��/ s4 C ..;.1. o -- /ter /.0 /o.€.(J4 76 - £ 1/ 77/- X48 emj 24j2c 9 iz. 77 . - /J5 t.�C -� _ - G /.UeT S / p0 3-1 A To /- / rLA� 5o 2, Superintendent/ Representative: 1302 Field Repnr:,dor. To the best of my knowledge, the above FIELD REPORT NO: 103159 SO 3 , o / ) / Si / x /7#4 L 1 l / s G°L' tiC S !/ �&--x3 "3.070.x, #1'A -T L.4 . - #‘ () / e +4- um7 cf10 /f e, 1 /444 3 y 0te..,.pt/ . cp4 z to /44 0 4/ 4 L 191e8 ��e A- / 7 1. S , / ,4 7-.0 Af , 7 , p z, ` 4 i/r T V //i s /4J /2 . '4L-- 5- /, /L / z� 5�/. o Z,_ 4:73422 / ¢rG�4 ,O 4..-0 1�s�4 S // 4 / 7( / 144 /ti/ -o 4 )2-25 5 — ,1/&' - /d� r 1/ / n ia2 r b CoN C - - ce Nr 7 /Mr' e ,!/� - Ert , s / // C G bM-2 0/ 4 izotto — a.e /34-de R./C ' - Z4 /S & CLa cLJ .4../4 (oc'� 'v ,ft.`s !./ - D /.2 8 i 2,S' 2.5 2.5/8 le. 2 rzs z. $ / A , a f oG.0 -oar`s C ' Co .5 2 5 � / C It / D Equipment/Asset Number(s): AS NOT performed in accordance with the approved plans. specifications, and regulatory requirerr,s. Technician: Serving the Western United States This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. Revistnn 2 Efrenicc Date: I sin" • i(l' a.ZaIl A IATES IN . & SSOC c GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 9 -25 -08 CONTRACTOR: B.N. BUILDERS INC. PROJECT #: 066 -08140 PERMIT NO: D08 -161 PROJECT: FIDELITY BANK INSPECTOR: JONATHAN PINK LOCATION: 304 STRANDER BLVD. TUKWILA, WA JURISDICTION: CITY OF TUKWILA KRAZAN PROJECT MANAGER: KEG On site as requested by the contractor for special inspection of reinforced concrete for slab on grade. Contractor was ready to place 7200 ft slab on grade at gridline 1 to 3 and A to F. Reinforcement steel was inspected by Krazan inspector on 9- 24 -08. Clearance issues and blocks for column was remaining at the end of the inspection. Contractor worked on fixing all clearance issues and column block outs before and during the slab pour. Glacier Northwest delivered 185 yd of mix design # 3181 3000psi concrete. See cylinder report # 20759 and 23767. A 55m pump truck was used to place the concrete. A mechanical vibrator was to consolidate the concrete around the reinforcement steel. To the best of my knowledge, the above WAS / WAS ❑ performed in accordance with the non - approved plans, specifi to • regulatory requiremp. Superintendent/Representative: FIELD 1.1110 REPORT NO.: 88DFR092508 -JP -1 WEATHER: PARTLY CLOUDY TEMP: 54F TO 64F SPECIAL INSPECTION FOR REINFORCED CONCRETE SLAB ON GRADE. Technician JONAHTAN PINK Offices Serving the Western United Sta Equipment/Asset Number(s): Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. a o DATE: 1 O - - rO PROJECT - PROJECT: LOCATION: 3(.. 4' 6/i/o KRAZAN PROJECT MANAGER: .9 1 off V S, � - -P 'o 7 ' ?e • p ,510e='( e- e ,Co 1: a� - rt.-Ng__Yt �- /v7 -� �' Y,• r l C/ 1 /" rrJ }r tc� -��4. Gr} �B ��? �� cam. • '° � �L � f_' 6 , ' V.-4v e o, S e - (a) t,✓Gt4 i - v --->P t 5 wed ° v - ) ;lc 1 13 c�c fs'e LA t cam, e +! CG e.cJ�' p e r V I t i ! 1n � - , ,�� c . � c 11 ` I ✓ r / '_ I 1r ►� e pc cf-'v I Q Y1 ;} s tc ,5 e c►. � F/ae -e r1\-e N l e 1 -ed-e� �d- lac is Equipment/Asset Number(s): To the best of my knowledge, the abov Superintendent /Representative: � aZn & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING ANC INSPECTION This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information Is subject :o review prior to final submittal. By signing this report, our inspector does not accect responsibility for validity of results. Some information on this report has been provided ay others on site. i ca2 Feria RPM,' h., C CONTRACTOR: JURISDICTION: G, +Lc O' ell PERMIT #: /7(2 .6= /j INSPECTOR: , 2 1.. / ��,, y-'- -- S WEATHER:,J.../ TEMP: 6/ ° FIELD REPORT NO: 10 3 5 0 3 Serving the Western United States WAS NOT performed in accordance with the approved plans, specifications, and regulatory requiremE Rcvi.sinn i:rtmn Date 11�:5f0' r As isib & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 2, 2008 KA No. 066 -08140 Permit No. D08 -161 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: In Process Inspection Report Fidelity Investments Tukwila, WA Dear Mr. Burns, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila RECEIVED OCT 10 2008 COMMUNITY DEVELOPMENT Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08140 Break Template.doc v csias I uA r•00va.101.00, a w. t Project No. 066 -08140 Cyl. Code 81311 Pour Date 8/27/2008 Report No. 20726 Weather Cloudy Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Field Data CYLINDER REPORT Concrete 3r. Beams /Ftg! Other Supplier Glacier Plant No. 282 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 6:30am 658 222070 5.5" 73 58 Placement Area Location Grade Beams along line F / 1 to 2 & line 1 / D to F Remarks Concrete placed by Boom -Pump Consolidated W/ Mech. H/F vibrator Refer to field report # 102684 Inspector Mike A. Preciado Laboratory Data acc vaulty /Avenue 1111111, Juue lu I, ruyainup, vvi , v0J1 1, Via.)) VJU -L UU Engineer Architect Contractor BN Builders Design Strength 3,000 @ 28 days Date Specimens Recd. Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81311 -1 9/3/2008 7 4.009 12.62 42625 3,380 1 SS 2 81311 -2 9/24/2008 28 4.005 12.59 62965 5,000 1 SS 3 81311 -3 9/24/2008 28 4.005 12.59 66200 5,260 1 SS 2 81311 -4 H 1 81311 -5 81311 -6 81311 -7 81311 -7 Remarks Results Reviewed By / Date Reviewed Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +1- 8% Sono 03101 Revision 3 Effective Dafa 5/12/0 The hdormffibn provifed on this report is prepared or the exclusive use of the dell This report may not be reproduced in any fo,mat without the written permission of the diem and Krazan d Assocb Reported Batch Data Design Actual Weights Weights Mix No. 3181 3181 Cem.lbs. 385 384 F. Ash lbs. 105 106 C. agg. lbs. 1 1960 1960 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 1417 Water lbs. 250 216 Air Ent. (oz) WRA 14oz 14oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 0 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming r I & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION September 29, 2008 KA No. 066 -08140 Permit No. D08 -161 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA Dear Mr. Burns, In accordance with your request and authorization, our firm performed special inspections for the above- referenced project. The inspections were performed by our inspectors on September 23, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gorgon Project Manager Puyallup Division CC: City of Tukwila Offices Serving The Western United States RECEN OCI l0 2008 DEVE comm" 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 110140 DFR Tomplalo.doc DATE: 9-23-08 PROJECT #: 066-08140 Superintendent/Representative: FIELD ° - � �a n & A S S O C I A T E S, I N c. REPORT NO: 8140DFR092308 -gn GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION PROJECT: Fidelity Investment Center LOCATION: 304 Strander Blvd KRAZAN PROJECT MANAGER: K.E.G. Reinforcing Steel 1 ) Met with the contractor to verify inspection and review plans. CONTRACTOR: BN Builders PERMfT NO: D08 -161 INSPECTOR: G. Naill JURISDICTION: City of Tukwila WEATHER: Sunny TEMP: 70 F Arrived on site as requested by the contractor to perform reinforcing steel inspection in conformance to project plans and specs. 2) Contractor is not complete with work at this time however placement of S.O.G. reinforcing steel is approx. 60% complete at this time and progressing in conformance to project plans and specs. Final inspection to be performed once resteel placement is complete. To the best of my knowledge, the above WAS n /WAS NOT 0 performed in accordance with the approved plans, specifications, and regulatory requirem4 . Technician George Naill Offices Serving the Western United States Equipment/Asset Number(s): Form 1501 r.2 Effective Date: 12 -20-07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Kr azan & ASSOCIATES, INC. September 12, 2008 KA No. 066 -08140 Permit No. D08 -161 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: In Process Inspection Report Fidelity Investments Tukwila, WA Dear Mr. Burns, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC 7)-2 EG0.7Qtnt_ Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION RECEIVED SEP 17 1008 C(.MMUM r DEVELOPMENT Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 - 2556 08140 Break Templatc.doc Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -08140 Cyl. Code 81311 Pour date 8/27/2008 Report No. 20726 i Weather Cloudy Jurisdiction City of Tukwila Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Engineer Architect Contractor BN Builders Field Data CYLINDER REPORT Concrete 3r. Beams /Ftg Other Supplier Glacier Plant No. 282 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 6:30am 658 222070 5.5" 73 58 Placement Area Location Grade Beams along line F / 1 to 2 & line 1 / D to F Remarks Concrete placed by Boom -Pump Consolidated W/ Mech. H/F vibrator Refer to field report # 102684 Inspector Mike A. Preciado Laboratory Data Codes for Break Types: 1: Cone 2: Cone & Split Measurement Uncertainties: ASTM C -39 +1- 8% Fonn 03101 Revision 3 EttedNe Date 511210W The information provided on this report is prepared for the exclusive use of the went. This report may not be reproduced in any format without the written permission of the client and Krum & Amor* Permit No. D08 -161 Reported Batch Data Design Actual Weights Weights Mix No. 3181 3181 Cem.lbs. 385 384 F. Ash lbs. 105 106 C. agg. lbs. 1 1960 1960 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1375 1417 Water lbs. 250 216 Air Ent. (oz) wRA 14oz 1 40 Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 0 Design Strength 3,000 @ 28 days Date Specimens Recd. Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81311 -1 9/3/2008 7 4.009 12.62 42625 3,380 1 SS 2 81311 -2 9/24/2008 28 1 81311 -3 9/24/2008 28 1 81311 -4 H 81311 -5 81311 -6 81311 -7 81311 -7 Remarks Results Reviewed By tge Date Reviewed 1 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results Conforming Non - Conforming 3: Cone & Shear 4: Shear 5: Columnar (Split) ) GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION September 11, 2008 KA No. 066 -08140 Permit No. D08 -161 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA Dear Mr. Burns, aza1 & ASSOCIATES, INC. In accordance with your request and authorization, our firm performed special inspections for the above- referenced project. The inspections were performed by our inspectors from August 27 to September 3, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Offices Serving The Western United States RECEIVED SEP 17 2008 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 OS 141t DFR Tcmplate.doc IMIL 4111/11 I(r azarl & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 8 Z7- 06 PROJECT #: t ' ' -• ' / PROJECT: iC/1L/Tr ZVVv571.1e /T Crie LOCATION: `3o 4 ST.eA.vdWQ /34.Vb * KRAZAN PROJECT MANAGER. oeg4' Superintendent /Representative: 502 Field Rennet der FIELD REPORT NO: 10268 4 CONTRACTOR: /3 N 1541 O JURISDICTION: G✓7y o/- 7C/4kv /G.4- PERMIT #: vas - /6 / INSPECTOR: , Aar )4 . �/'...c4400 WEATHER: CGoo07/ TEMP: 6 ° _.-6e ° /3 Coro/ - " 0,2. 40 /'E/x.>f Gto.�G2�T� v cE � / ,4 L L G,r�40G /56t 5 .l /GE civas X- / p/z.4-ivE3 G Acker 5 / To 3 /4 Aa si ' 72 /1- "rdv�l /Z�* 2 Y / E' s f L.4 r"ear r Oi Se,G ✓are �iVT =m� " 7& 5 7/i4ie-42 S er"' r5/ e� 7 C LAte' /mi /,4.4c.er", :t3 /3c v ,� ev 5 .v� G'o a L 4 4f ' r > d I / 71#t i "! FI t4N / c� %� I/F// T /� .& . 7720 orb S Le,/ A / 6 A/ f 3/ 8 / l f /4/ r rt-T - C�c . / 9,c -3 ":"GA 4e-0 (z.) L. 07 7 1 � � srn/ C Ada a-n-s 7.& 7-/ # 2 0 7 2 - / , Equipment/Asset Number(s): To the best of my knowledge, the abov:V WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirera$b. Technician: Serving the Western IYnited States This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. Revision 2 Ga. ..,,..,. n.,_. 1 in GM, en =1 i &ASSO IN C. DATE: 9-3-08 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION PROJECT #: 066 -08140 PROJECT: Fidelity Investment Center LOCATION: 304 Strander Blvd KRAZAN PROJECT MANAGER: K.E.G. Structural Steel 1) Met with the fabricator to verify inspection and review plans. Superintendent/Representative: FIELD REPORT NO.: 8140DFR090308 -gn CONTRACTOR: BN Builders PERMIT NO: INSPECTOR: G. Nail! JURISDICTION: City of Tukwila WEATHER: Sunny TEMP: 70 F Arrived on site as requested by the contractor to Structural Steel inspection in conformance to project plans and specs. 2) Fabricator is not ready for inspection at this time. Will reschedule for inspection once ready. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ®/ WAS NOT ❑ performed in accordance with the approved plans, specifications, and regulatory requireme Technician George Neill Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20-07 The information provided on this report is prepared for the exclusive use of the client This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. 1 SE? ® GpH1M pN�� Sept-Mier 2, 2008 azan & ASSOCIATES, INC. ®OOHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: Special Inspection Fidelity Investments Tukwila, WA KA No. 066 -08140 Permit No. D08 -161 Dear 1VIr. Burns, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on August 26, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kt a P6e9-74(207 Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Offices Serving The Western United States 922 Valley Avenue NW Suite 1U1 • Puyallup. Washington 98371 • (253) 939 -2500 • Fax: (253)939-2556 DFR amp aie.aoc Z "°' K.1 & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: .6 Z&' 4 g CONTRACTOR: /3 N 1 544 PROJECT #: 'lob 40/40 JURISDICTION: A ry � TG,eG& /C A PROJECT: /c/ C.- /N✓OSiii/&,)T Ce -A-7 2 & PERMIT #: QOE /{p/ LOCATION: . 4.04 7 r e - 84.4.'10 INSPECTOR: /-1Z A, / G //4,OC) KRAZAN PROJECT MANAGER XarCr,� WEATHER: G'LOc%pc 5 TEMP: (p ° c_O �TG 6 —A Pt - /3E.4 -ins 7e i° / C.4ps pc-K /5 / T 3 r4' re) , , 2 ,-,�z 5 /2e. l S + ei. J , cC / 4. 2� -,.)t GA- 5 � , 4 l /5 s Ty/9 6 e/ 6A P /ZF CA705 7)t/C / / PC2 jt- ,'C204 , ' / A -Ara - v 7`' /3AZ - / /3/,z -2 � . /.� /Z- /54-4 05/2- 4t. ,O z / !1/5 E.�JC, • S / <' - 3 (7 " / —s vJ 4/ 7; • /z C, X72. - s / Tes 5,4 �.,� moo s A 6 AL 5c Co L• Loo - rozrg , & C/ C2 L -,iv 5 . o i Pe 5 3, e / A c.t_ cc- /55v s L.4∎3 7) q s To the best of my knowledge, the abo Superintendent /Representative: 1502 Fidd Reporr.drx• • FIELD REPORT NO: 10 2 6 81 - �c ��2 /.0 /44 d 1 L7 '- S S T A , � a /AJI ' T - rte oc/A /A) A - s , (/ / f / / .- . 70 Go , c) Equipment/Asset Number(s): )/ WAS NOT performed in accordance with the approved plans. specifications. and regulatory requirem s Technician: 1 ...,,,, Z Serving the Western United States This field report indicates our ,rspector's observation and testing results oased on the site condition and contractor's activities. This information is suclect to review pror to tinal suomlttal. By signing this report, our inspector dces not accept responsibility for validity cf results. Some Information on this report has been provided by others on site. Rw;,iun Etiec■ve hate .. :,G' GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION July 21, 2008 RECEIVED JUL 2 5 2009 COMMUNITY Mr. Pat Burns DEVELOPMENT Westfield Corporation, Inc. 633 Southcenter Mall Tukwila, WA 98188 RE: In Process Inspection Report Fidelity Investments Tukwila, WA Dear Mr. Bums, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila aza & ASSOCIATES, INC. KA No. 066 -08140 Permit No. D08 -161 Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08140 Break Template r .r 41401211 P1.7Y4../NIa ►C.1, uw. aLL VanCy M•e11UC 19••, ',LIMO IV 1, ruyanup, ••M, 00J1 1, ‘L"JJ 000 Project No. 066 -08140 Cyl. Code 80766 Pour Date 6/2/2008 Report No. 20309 Weather Overcast Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Engineer Location 304 Strander Blvd Tukwila Architect Client Westfield Corporation, Inc. Contractor BN Builders ,..RAF.._ ....... ,.>>_ Field Data Concrete X Other Inspector Steve Taylor Sr. Laboratory Data 80766 -4 H 80766 -5 80766 -6 80766 -7 80766 -7 Remarks Results Reviewed By 04. CYLINDER REPORT Supplier Stoneway Plant No. 14 Site Mix Mix Air Unit Slump Temp. Temp. Wt Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 12:55pm 460 944229 Flow 73 61 Placement Area Location Driven grout pile #6 at gridline E/2.2 Remarks Visual observations of driven grout piles complete per approved plans & specifications. Please refer to field report #80385. Design Strength 3,000 @ 28 days Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 80766 -1 6/9/2008 7 2.000 3.14 15090 4,810 1 TN 80766 -2 6/30/2008 28 2.002 3.15 22340 7,090 1 MT 80766 -3 6/30/2008 28 2.002 3.15 25670 8,150 1 MT Date Reviewed Reported Batch Data Design Actual Weights Weights Mix No. 390078 390078 Cem.lbs. 846 850 F. Ash lbs. 100 102 C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2498 2549 Water lbs. 400 266.6 Air Ent. (oz) MB100XR 28.4oz 28.4oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 80 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 ASTM C172 OTHER ASTM C231 Date Specimens Rec'd. 1 Laboratory Test Methods ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 X ASTM C1019 Test Results X Conforming Non - Conforming Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +1- 8% Form 03101 Revision 3 Effective Date 5/17/04 The bformatbn provided on this report Is prepared for the exclusive use of the dent. This report may not be reproduced In any format without the written permission of the client and Krazan & Assoc] a r I aLa11 IA s% v(..1dLe , II IL:. Project No. 066 -08140 Weather Cloudy /Rain Jurisdiction Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Inspector Steve Taylor Sr. Laboratory Data CyI. Code CyI. Test Field Code Date Cure Age Dim. 80776 -1 6/10/2008 7 2.00 80776 -2 7/1/2008 28 2.007 80776 -3 7/1/2008 28 2.007 80776 -4 H 80776 -5 80776 -6 80776 -7 80776 -7 Remarks Results Reviewed By da(. UAL Vdiley MVOIIUC IYYY, •7UILU 1U1, ruydllup, YYM, OOJ 1, (LUJ) VOV -LOUD 80776 Pour Date 6/3/2008 City of Tukwila Permit No. D08 -161 3.14 3.16 3.16 Engineer Architect Contractor BN Builders Field Data CYLINDER REPORT Concrete X Other Supplier Stoneway Plant No. 14 Time Truck# 9:35am 428 Ticket # % Air 944431 Site Mix Mix Air Unit Slump Temp. Temp. Wt. (in.) (F) (F) (pcf) Flow 65 50 Placement Area Location Driven grout pile #18 at gridline A/1.8 Remarks Visual observations of driven grout piles placed complete per approved plans & specifications. Please refer to field report #80386. Design Strength 3,000 @ 28 days Max. Comp. Area C.F. Load Str. (psi) Set # 12890 20825 21235 4,110 6,590 6,720 Date Reviewed T =MEMIIIMINkY'!i2811:11111:6MJI Reported Batch Data Report No. 20310 Design Actual Weights Weights Mix No. 390078 390078 Cam. lbs. 846 848 F. Ash lbs. 100 100 C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2498 2346 Water lbs. 400 284 Air Ent. (oz) Admixture 28.4oz 29.1 oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 78 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 ASTM C172 OTHER ASTM C231 Date Specimens Rec'd. Tested Break By Type 1 TN 1 MT 1 MT 1 Laboratory Test Methods ASTM C39 ASTM 0109 ASTM C617 X ASTM C1231 ASTM C780 X ASTM C1019 Test Results X Conforming Non - Conforming Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +/- 8% Fenn 03101 Revision 3 Effective Date 5/12/04 The information provided on this report Is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc!, .•. aLa1I w r•J *J11,la•cD, II IV. .7LL valley nvclnic ,•v, . uate lu 1, ruyallup, vvt\, 0OJ/ 1, VJa -LJUU Project No. 066 -08140 Weather Overcast/Sprinkk Jurisdiction City of Tukwila Project Fidelity Investments Engineer Location 304 Strander Blvd Tukwila Architect Client Westfield Corporation, Inc. Contractor BN Builders Field Data Concrete X Other Supplier Stoneway Inspector Mike Thomas Laboratory Data Cyl. Test Code Date 80792 -1 6/12/2008 80792 -2 7/3/2008 80792 -3 7/3/2008 80792 -4 80792 -5 80792 -6 80792 -7 80792 -7 Remarks Results Reviewed By J� Codes for Break Types: Cyl. Code 80792 Pour Date 6/5/2008 CYLINDER REPORT Plant No. 14 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 10:30am 465 945416 Flow 67 46 Placement Area Location Grout pile 36 Remarks Contractor added 3gals over allowable in this truck. Please refer to field report #82122. Design Strength 3,000 @ 28 days Permit No. D08 -161 Reported Batch Data Date Specimens Rec'd. Field Max. Comp. Tested Break Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 7 2.018 3.20 13215 4,130 SS 28 2.004 3.15 21820 6,930 MT 28 2.004 3.15 21905 6,950 MT H Date Reviewed Measurement Uncertainties: ASTM C - 39 +/ 8% Form 03101 Revision 3 Effective Date 5117/0 The information provided on this report is prepared for the exclusive use of the client This report may not he reproduced in any format without the mitten permission of the client and Krazan & Assoat Report No. 20849 u=MENNZEM. +tea_ ...ZZEZ m Design Actual Weights Weights Mix No. 390078 390078 Cem.lbs. 846 838 F. Ash lbs. 100 101 C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2498 2573 Water lbs. 285 354 Air Ent. (oz) MB100XR 280Z 290Z Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 70 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non- Conforming 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) r�1 aLa11 a M**11%.1aleb, 1111:. ULL Valley MVellue I■VV, OUIle IU 1, ruydllup, VVM, .9O•1 1, kcoal d.) -LMUU Project No. 066 -08140 Cyl. Code 80814 Pour Date 6/6/2008 Report No. 23680 Weather Overcast/Rain Jurisdiction City of Tukwila Permit No. D08 -161 Project Fidelity Investments Location 304 Strander Blvd Tukwila Client Westfield Corporation, Inc. Field Data Concrete X Other Supplier Stoneway Inspector Mike Thomas Laboratory Data Codes for Break Types: CYLINDER REPORT Plant No. 14 Site Mix Engineer Architect Contractor BN Builders Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 7:50am 431 945704 Flow 60 51 60 Tik.17J4111012 03.7 Placement Area Location Grout piles 45 -46 Remarks Grout placement completed per pre- approved plans & specs. Please refer to field report #82425. Reported Batch Data Design Strength 3,000 @ 28 days Date Specimens Recd. Measurement Uncertainties: ASTM C -39 +/- 8% Form 03101 Revision 3 Effective Date 5/12/04 The infomtation provided on this report Is prepared for the exclusive use of the client. This report may not be reproduced In any format without the written permission of the client and Krazan 8 Aasoch Design Actual Weights Weights Mix No. 390078 390078 Cem.lbs. 846 850 F. Ash lbs. 100 100 C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2498 2582 Water lbs. 273 349 Air Ent. (oz) MB100XR 28 29 Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 78 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 ASTM C172 OTHER ASTM C231 Tested Break Cyl. Test Field Max. Comp. Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 80814 -1 6/13/2008 7 2.00 3.14 12600 4,010 1 TN 80814 -2 7/4/2008 28 2.004 3.15 21375 6,790 1 MT 80814 -3 7/4/2008 28 2.004 3.15 20845 6,620 1 MT 80814 -4 H 1 80814 -5 80814 -6 80814 -7 80814 -7 Remarks Results Reviewed By Date Reviewed Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 -99 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS ", WHICH SHALL BE THE PROJECT SPECIFICATIONS EXCEPT AS MODIFIED BY THE SUPPLEMENTAL REQUIREMENTS BELOW. PART 1 - GENERAL FIB n 1.01 RELATED DOCUMENTS Pc A. The BIDDING REQUIREMENTS, CONTI ACTT FORMS, -AND CONDI.TIONS. OF THE W _ CONTRACT and applicable parts of DIVISION 1 - GENERAL REQUIREMENTS, as listed in Table of Contents, shall be included in and made a part of this Section. . 1.02 WORK INCLUDED A. Labor, materials, equipment, services and transportation required to complete cast -in -place concrete work shown on the Drawings, as specified herein, or both. B. Extent of cast -in -place concrete work is shown on drawings, including schedules, notes and details showing sizes and locations of members and their reinforcing. 1.03 RELATED WORK A. Section 02200, Earthwork B. Section 05100, Structural Steel C. Section 05300, Steel Deck 1.04 REFERENCES A. Perform work in accordance with Codes and Specifications noted below: 1. IBC 2006. 2. "Building Code Requirements for Structural Concrete" (ACI 318 -05). 3. "Specifications for Structural Concrete for Buildings" (ACI 301 -99). 4. "Detailing Manual" (ACI SP -66), 1994. 5. "Manual of Standard Practice" (CRSI MSP -1 -96) CAST -IN -PLACE CONCRETE Copyright 2004 Gensler SECTION 03300 CAST -IN -PLACE CONCRETE D08- Ib1 RE IEINED R CODE COMPLIANCE APPROVED JUN - 2008 Of Tukwila B ILD ' DM I RECEIVED APR 012008 PERMIT CENTER 03300 - 1 Gensler 11.5039.163 6. "Manual of Concrete Practice 1997" Volumes 1 through 5, ACI for Standards and Recommended Practices referenced in this Section. 7. American Society for Testing and Materials (ASTM) Standards referenced in this Section. 1.05 SUBMITTALS A. Shop drawings for fabrication, bending and placement of reinforcement. Comply with ACI SP -66 "Detailing Manual ". B. Concrete mix design including test cylinder breaks and statistical data as supporting information and in accordance with ACI 301. PART 2 - PRODUCTS 2.01 CONCRETE CONSTITUENTS (See Chapter 2, ACI 301 -99 and below) A. Use cement conforming to ASTM C150 for Type 1 or II. B. Use aggregate conforming to ASTM C33. C. Use water reducing admixture (ASTM C494 Type A) in all concrete. D. Use air entraining admixture (ASTM C260) in all concrete exposed to the weather. E. Do not use admixtures containing more than .05% chloride ions. 2.02 PROPORTIONING (See Chapter 3, ACI 301 -99 and below) A. Use concrete strengths as shown on the drawings. B. Concrete shall be proportioned by either previous field experience or trial mixtures method based on supporting evidence in accordance with ACI 301. Use concrete with 4 inches (± one inch) slump. 2.03 FORMWORK (See Chapters 4 & 5, ACI 301 -99 and below) A. Do not use earth cuts as forms without the permission of the Architect. B. For surfaces not exposed to view, use panel forms or 5/8 inch sound exterior grade plywood. C. For exposed concrete surfaces, use new Class 1 B -B High Density Overlaid Plyform, exterior grade, not less than 5/8 inch thick and conforming to U.S. Product Standard P -1 -83. D. Form Ties: Use factory- fabricated, removable or snap -off galvanized steel ties that will not spall concrete upon removal. CAST -IN -PLACE CONCRETE Copyright 2004 Gensler April 2, 2008 Fidelity Investments Issue for Permit and Construction Seattle, WA 03300 - 2 Gensler 11.5039.163 CAST -IN -PLACE CONCRETE Copyright 2004 Gensler April 2, 2008 Fidelity Investments Issue for Permit and Construction Seattle, WA 2.04 REINFORCEMENT (See Chapter 5, ACI 301 -99 and below) A. Use ASTM A615 reinforcing bars of sizes and grades as shown on the drawings. Do not use plain bars. B. Use ASTM A185 welded wire fabric of sizes as shown on the Drawings. C. Weld reinforcing only where specifically called for on Drawings. Comply with AWS D1.4. 2.05 RELATED MATERIALS A. Curing Compounds 1. Where concrete will remain untreated, use Mastercure (MasterBuilders), Super Rez Seal (Euclid), Dress & Seal #30 (L &M) or equivalent. 2. Where concrete will be covered by adhered coatings, use dissipating resin type, such as Kurez DR (Euclid), 3100 (W.R. Meadows), Cure Resin (L &M) or equivalent. B. Non - Shrink Grout: Use Masterflow 928, Euco -NS, Five Star Grout or equivalent. C. Expansion Bolts: Use Molly Parabolt, Kwikbolt, RedHead Wedge Anchor or equivalent. See drawings for spacing, diameter and embedment. PART 3 - EXECUTION 3.01 PRODUCTION OF CONCRETE (See Chapter 7, ACI 301 -99 and below) A. Use only ready -mixed concrete. 3.02 PLACING (See Chapter 8, ACI 301 -99) A. Do not place concrete in water or on frozen ground. B. Place in 18 inch lifts and vibrate thoroughly. 3.03 REPAIR OF SURFACE DEFECTS (See Chapter 9 and 13, ACI 301 -99 and below) A. Fill tie holes. Patch surface defects, except that where patching is structurally or aesthetically not acceptable, remove the defective concrete. The standard of acceptability shall be the photographs shown with paragraphs 7.6 and 7.7 of ACI 309R -87 "Guide for Consolidation of Concrete ". 3.04 FINISHING OF FORMED SURFACES (See Chapter 13, ACI 301 -99 and below) 03300 - 3 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA A. Surfaces not exposed to view - rough form finish. B. Surfaces exposed to view - as cast smooth form finish. C. All concrete within and at the building with surfaces exposed to view shall be considered Architectural Concrete for tolerance, formwork and finish purposes. 3.05 SLABS (See Chapter 11, ACI 301 -99 and below) A. Prepare subgrade for slabs on grade in accordance with the additional requirements of Section 02200 - Earthwork. B. Locate and detail joints in slabs on grade as shown on the drawings. C. Steel trowel slabs except where other finishes are shown on the drawings. D. Provide a 15 mil polyethylene vapor barrier under slabs on grade. E. Slabs shall be flat planes. Floor levelness shall not exceed 3/16" below a 10' long straightedge. (Class A Surface Finish Tolerance) 3.06 CURING AND PROTECTION (See Chapter 12, ACI 301 -99 and below) A. Accomplish curing by ponding, continuous sprinkling, absorptive mats or fabric kept continuously wet, or curing compound. B. Comply with ACI 305 "Hot Weather Concreting" and ACI 306 "Cold Weather Concreting" when air temperatures are expected to rise above 80° F. or fall below 40° F. within 24 hours after concrete is placed. 3.07 REMOVAL OF FORMWORK, SHORING AND RESHORING (Chap. 4, ACI 301 -99 and below) A. Contractor shall be responsible for proper removal of formwork, shoring and reshoring. 3.08 TESTING, EVALUATION & ACCEPTANCE (Chap. 16, 17 & 18, ACI 301 -99 and below) A. A Testing Agency will be selected by the Architect and paid for by the Owner except for services of Section 16.5 of ACI 301, which will be paid by the Contractor. B. The Testing Agency will inspect batching, mixing, and delivery operations, sample concrete at point of placement and perform required tests, in accordance with the IBC 2006 Structural Tests and Special Inspections requirements.. CAST -IN -PLACE CONCRETE Copyright 2004 Gensler END OF SECTION 03300 - 4 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA PART 1 - GENERAL 1.01 RELATED DOCUMENTS 1.02 WORK INCLUDED SECTION 05100 STRUCTURAL STEEL A. The BIDDING REQUIREMENTS, CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT and applicable parts of DIVISION 1 - GENERAL REQUIREMENTS, as listed in Table of Contents, shall be included in and made a part of this Section. A. Provide all labor, materials, equipment and services required to perform all work of this Section as shown on the Drawings and/or herein specified. B. Extent of structural steel work is shown on drawings, including schedules, notes and details to show size and location of members, typical connections, and type of steel required. C. Structural steel is that work defined in AISC "Code of Standard Practice" and as otherwise shown on drawings. 1.03 RELATED WORK SPECIFIED ELSEWHERE A. Section 03300, Cast -in -Place Concrete B. Section 05200, Steel Joists C. Section 05300, Steel Deck D. Section 05500, Miscellaneous and Ornamental Metals E. Section 09900, Painting 1.04 REFERENCE SPECIFICATIONS A. Comply with provisions of following codes and standards except as otherwise specified: 1. IBC 2006. 2. "Specification for Structural Steel Buildings ", American Institute of Steel Construction (AISC 341 -05). STRUCTURAL STEEL Copyright 2004 Gensler 05100 - 1 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA 3. "Code of Standard Practice for Steel Buildings and Bridges ", American Institute for Steel Construction, (AISC) 2000, except as modified herein by deletion of the following sentences: Paragraph 4.4: "These drawings shall be returned to the Fabricator within fourteen (14) calendar days." 4. "Structural Welding Code - Steel" AWS D1.1 -04, American Welding Society. 5. "Painting Manual, Vol. 1, Good Painting Practice" and "Painting Manual, Vol. 2, Systems and Specifications ", Steel Structures Painting Council. 6. American Society for Testing Materials (ASTM) Standards referenced in this Section. 1.05 SUBMITTALS A. Shop Drawings: Submit shop drawings prepared under supervision of a registered professional engineer, including complete details, diagrams showing relationship of components assembled in their correct position and relationship to each other, and schedules for fabrication and assembly of structural steel members procedures and diagrams. Design connections for loads and strengths shown on drawings. B. Provide setting drawings, templates, and directions for installation of anchor bolts and other anchorages to be installed by others. C. Acceptance of work in shop shall not prevent final rejection of work at job site, even after erection, if work is found to be defective in any way. D. Fabricator Certification: Submit written Certification of Compliance with IBC 2006, paragraph 1704.2.2, prior to starting fabrication and at completion of fabrication. PART 2 - PRODUCTS 2.01 MATERIALS A. Structural Steel: ASTM A992. B. Anchor bolts: common bolts and nuts: ASTM F1554. C. High- strength bolts: nuts and washers: ASTM A325 heavy head, bearing type, with threads excluded from shear plane. D. Steel pipe: ASTM A53, Grade B. STRUCTURAL STEEL Copyright 2004 Gensler 05100 -2 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA E. Structural Tubing: ASTM A500, Grade B. F. Filler Metal for Welding: E70XX low hydrogen. G. Bedding mortar: Factory premixed type D non - metallic non - shrink grout conforming to CRD -C621. Follow manufacturer's instructions. H. Miscellaneous Materials: Provide as required for the work or as called for on the drawings. PART 3 - EXECUTION 3.01 FABRICATION A. Except as otherwise indicated on Drawings or specified herein, fabricate structural steel in accordance with "Reference Specifications" in this Section. B. Bolted Connections: Beams shall have framed or seated connections using 3/4 inch diameter (min.) bolts in accordance with requirements of AISC "Manual of Steel Construction" and Contract Documents. Do not use one sided or other eccentric connections, except in isolated cases where approval of Architect is obtained. C. Welded Construction: Comply with AWS Code for procedures, appearance and quality of welds, and methods used in correcting welding work. 1. Groove Welds: Provide complete penetration welds unless noted otherwise on Drawings. 2. Fillet Welds: Where weld symbol is not shown or not dimensioned, provide continuous fillet welds all around and on both sides as required. Size welds by Table J2.4 of AISC specification. D. Oxygen Cutting: Use only mechanically - guided torch for manual oxygen cutting; unguided torch may be used provided cut is not within 1/4 inch of finished dimension and final removal is completed by chipping or grinding to produce surface quality equal to base metal edges. Use of oxygen -cut holes for bolted connections will not be permitted; components prepared in this manner will be rejected. E. Holes for Other Work: Provide holes required for securing other work to structural steel framing, and for passage of other work through steel framing members, as shown on final shop drawings. STRUCTURAL STEEL Copyright 2004 Gensler 05100 - 3 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA 3.02 SHOP PAINTING A. Unless otherwise specified or noted, all structural steel shall receive one shop coat of rust - inhibiting primer paint, compatible with finish paint. Prepare surface in accordance with SSPC -SP3, Power Tool Cleaning, except steel exposed to view shall be cleaned to SSPC -6. B. The following shall not be painted: 1. Surfaces to receive metal deck. 2. Contact surfaces of high strength bolted connections. 3. Steel to be encased in concrete. 4. Surfaces within 2 inches of field welds. 5. Machine finished surfaces (e.g., bearing surfaces of columns and column base plates). Protect against corrosion by use of approved rust- inhibiting coating that can be easily removed prior to erection or which has characteristics that make removal unnecessary prior to erection. 3.03 GALVANIZING A. Galvanize masonry lintels and relieving angles, exposed mechanical equipment dunnage beams and steel so designated on drawings. 3.04 ERECTION A. Except as otherwise indicated on Drawings or specified herein, erect structural steel in accordance with "Reference Specifications" in this Section. B. Errors in shop fabrication or deformations resulting from handling and/or transportation that prevent proper assembly and fitting of parts shall be reported immediately to Architect for approval of method of correction. Approved corrections shall be made at no cost to Owner. C. Anchor Bolts: Furnish anchor bolts and other connectors required for securing structural steel to foundations and other in -place work. 1. Furnish templates and other devices as necessary for presetting bolts and other anchors to accurate locations. STRUCTURAL STEEL Copyright 2004 Gensler 05100 - 4 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA D. Setting Bases and Bearing Plates: 1. Clean concrete and masonry bearing surfaces. Clean bottom surface of base and bearing plates. 2. Set loose and attached base plates and bearing plates for structural members on wedges or other adjusting devices. 3. Tighten anchor bolts after supported members have been positioned and plumbed. Do not remove wedges or shims, but if protruding, cut off flush with edge of base or bearing plate prior to packing with grout. 4. Pack grout solidly between bearing surfaces and bases or plates to ensure that no voids remain. Finish exposed surfaces, protect installed materials, and allow to cure. 3.05 QUALITY CONTROL A. The Owner will engage an independent testing and inspection agency to inspect high - strength bolted connections and welded connections, and to perform tests and prepare test reports. B. Testing agency shall conduct and interpret tests and state in each report whether test specimens comply with requirements, and specifically state any deviations therefrom. C. Provide access for testing agency to places where structural steel work is being fabricated or produced so that required inspection and testing can be accomplished. D. Testing Agency may inspect structural steel at plant before shipment; however, Architect reserves right, at any time before final acceptance, to reject material not complying with specified requirements. E. Correct deficiencies in structural steel work which inspections and laboratory test reports have indicated to be not in compliance with requirements. Perform additional tests, at Contractor's expense, as may be necessary to reconfirm any noncompliance of original work, and as may be necessary to show compliance of corrected work. F. Sampling and testing for quality control by the Owner's testing agency may include the following, as directed by the Architect. 1. Bolted Connections: Inspect in accordance with AISC Specifications. 2. Welding: Inspect and test during erection of structural steel as follows: STRUCTURAL STEEL Copyright 2004 Gensler 05100 - 5 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA a. Certify welders and conduct inspections and tests as required. Record types and locations of defects found in work. Record work required and performed to correct deficiencies. STRUCTURAL STEEL Copyright 2004 Gensler b. Perform visual inspection of all welds. c. Perform tests of welds as follows: 100 percent of complete and partial penetration groove welds, multi -pass fillet welds, and single -pass fillet welds > 5/16 "shall be tested. Inspection procedures listed are to be used at testing agency's option. i) Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration are not acceptable. ii) Radiographic Inspection: ASTM E94 and ASTM E142; minimum quality level "2 -2T ". iii) Ultrasonic Inspection: ASTM E164. END OF SECTION 05100 - 6 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA PART 1 - GENERAL 1.01 RELATED DOCUMENTS SECTION 05200 OPEN WEB STEEL JOISTS A. The BIDDING REQUIREMENTS, CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT and applicable parts of DIVISION 1 - GENERAL REQUIREMENTS, as listed in Table of Contents, shall be included in and made a part of this Section. 1.02 WORK INCLUDED A. Provide structural design, labor, materials, equipment, services and transportation required to complete steel joist work shown on Drawings, as specified herein, or both, including but not limited to items noted below. 1. Furnishing and placing steel joists, bridging, headers, and accessories including shop paint, temporary bracing, chord extensions, and bolted or welded connections and anchors. 2. Unless specifically excluded, furnishing and installation of any other items of work indicated on the drawings, specified, or obviously needed to make work of this Section complete. B. Related work specified elsewhere: 1. Section 03300, Cast -In -Place Concrete 2. Section 05100, Structural Steel 3. Section 05300, Steel Deck 4. Section 07100, Roofing 1.03 STANDARDS A. Except as otherwise specified herein, perform work in accordance with specifications noted below, including latest editions of applicable specifications, codes, and standards cited therein, and latest applicable addenda and supplements. Copies of these items shall be kept available in shop and field. OPEN WEB STEEL JOISTS Copyright 2004 Gensler 05200 - 1 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA 1. IBC 2006. 2. Standard Specifications for Open Web Steel Joists, K- Series, (SJI K- 1.1 -05) 3. Standard Specifications for Longspan Steel Joists, LH- Series and Deep Longspan Steel Joists, DLH- Series, (SJI LH /DLH- 1.1 -05) 4. Standard Specifications for Joist Girders, (SJI JG- 1.1 -05). 1.04 SUBMITTALS A. Shop Drawings: Submit to Architect, in accordance with requirements of Section 01300, detailed Shop Drawings, including erection drawings and schedules. 1. Shop drawings shall consist of erection plans and detail drawings and shall indicate joist type, number, sizes, spacing, end bearing details, bridging, cross - bracing, connections, sizes of all welds, headers, anchoring, bearing plates, painting and all other details of fabrication and erection. 2. Shop Drawings shall conform to the requirements of IBC 2006 Section 2206.4. 3. Architect's checking is only a review for conformance with the design concept of the project and compliance with the information given in the contract documents. The Contractor is responsible for: confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades; and performing his work in a safe and satisfactory manner. 4. Do not proceed with fabrication of material or performance of work until corresponding item on Shop Drawing has been reviewed by Architect. B. Submit certification and test reports by an independent testing agency that joist design conforms to requirements of SJI and IBC 2006, Section 2206.5. C. Submit certified mill test reports covering chemical and physical properties of steel used in joists. Test reports shall not be more than six months old. PART 2 - MATERIALS 2.01 STEEL JOISTS A. Steel joists shall be Open Web Steel Joist sizes as shown on the drawings and shall be designed and fabricated in accordance with the SJI "Standard Specifications" and criteria OPEN WEB STEEL JOISTS Copyright 2004 Gensler 05200 - 2 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA listed herein. B. Joint connections and splices shall be made by attaching the members to one another by arc welding only. C. Roof joists and their anchorages shall be designed to resist a minimum net uplift of 15 pounds per square foot. D. Provide extended top chords where indicated. E. Provide ceiling extensions or extended bottom chords to support ceilings where required. 2.02 BRIDGING A. Bridging shall consist of horizontal members supplemented by diagonal members as indicated on the drawings. 2.03 FINISH A. Interior and mild environments: 1. After fabrication, clean all surfaces to meet all requirements of SSPC -SP3 and apply shop primer fully complying with SJI standards for priming, or SSPC -Paint 15, Type I, and compatible with low- to medium - density (16 - 25 pcf) spray -on fireproofing. 2. Where joists are scheduled to be permanently exposed to view, all mill scale, weld splatter and other surface imperfections shall be removed prior to painting. All welds shall be neatly finished. 3. The coverage rate of shop paint per coat shall provide dry film thickness of two (2) mils, minimum. B. Exterior and high- humidity environments: 1. After fabrication, clean all surfaces to meet all requirements of SSPC -SP6 Commercial Blast Cleaning, and apply shop primer paint of "Tnemec 594 ", "Dupont 62ZF" (80% zinc - rich), "Keeler & Long 9700 ", or an approved performance equal, and compatible with low- to medium - density spray -on fireproofing. 2. Where joists are scheduled to be permanently exposed to view, all mill scale, weld splatter and other surface imperfections shall be removed prior to painting. All welds shall be neatly finished. OPEN WEB STEEL JOISTS Copyright 2004 Gensler 05200 - 3 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA 3. The coverage rate of shop paint per coat shall provide dry film thickness of 3 to 3.5 mils, minimum. PART 3 - EXECUTION 3.01 INSTALLATION A. Joists shall be installed in strict accordance with SJI "Standard Specification ". Each joist resting on steel supports shall be welded to the support with two welds, each at least one inch long. B. For attachments to joists, make field welds parallel to the chord direction, not across. Do not drill holes in members of the joist. 3.02 INSPECTION A. Examine work prepared by other trades to receive work of this Section and report to the Contractor for correction any defects affecting installation. Commencement of work shall be construed as complete acceptance of preparatory work by others. 3.03 HANDLING, STORAGE AND PROTECTION OF MATERIALS A. Handle, transport and stock all joists carefully to prevent deformation or damage. Store all joists carefully on wood blocking and prevent any spattering of dirt. Such accumulations shall be carefully removed prior to erection. 3.04 INSPECTION, TESTING AND QUALITY CONTROL A. Inspection and testing of steel joist work may be performed by an independent Testing Agency, under a separate contract with the Owner. Materials and workmanship shall be subjected to inspection and testing in mill, shop and/or field by Testing Agency and shall be subjected to periodic observation by the Architect. Such inspection and testing shall not relieve Contractor of his responsibility to provide his own inspection, testing, and quality control as necessary to furnish materials and workmanship in accordance with requirements of the Contract Documents. B. Notify Architect and Testing Agency prior to start of any fabrication, erection, or any other phases of work so as to afford them reasonable opportunity to inspect work. C. Any material or workmanship which is rejected by Architect and/or Testing Agency in shop or field shall be replaced promptly by Contractor to satisfaction of the Architect, and at no expense to Owner. OPEN WEB STEEL JOISTS Copyright 2004 Gensler 05200 - 4 Gensler 11.5039.163 3.05 QUALIFICATIONS April 2, 2008 Fidelity Investments Issue for Permit and Construction Seattle, WA D. Acceptance of work in shop shall not prevent final rejection of work at job site, even after erection, if work is found to be defective in any way. A. Qualification of welding procedures and operations shall be as prescribed in "Standard Qualification Procedures" of the American Welding Society for flare bevel, flare vee and fillet type welds. B. Provide certification that welders to be employed in the work have satisfactorily passed AWS qualification tests within the previous 12 months or have been continuously employed at welding since last certified. C. Manufacturer of open web steel joists shall be a member of the Steel Joist Institute. OPEN WEB STEEL JOISTS Copyright 2004 Gensler END OF SECTION 05200 - 5 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA PART 1 - GENERAL 1.01 RELATED DOCUMENTS SECTION 05300 STEEL DECK A. The BIDDING REQUIREMENTS, CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT and applicable parts of DIVISION 1 - GENERAL REQUIREMENTS, as listed in Table of Contents, shall be included in and made a part of this Section. 1.02 WORK INCLUDED A. Provide labor, materials, equipment, services and transportation required to complete work of this Section as shown on the Drawings and herein specified. B. Extent of steel deck work is shown on drawings, including schedules, notes and details showing depth, gage, type, direction and location of deck and typical connections. C. Steel deck is that work defined in SDI 30, "Code of Recommended Standard Practice for Composite Deck, Form Deck, and Roof Deck Construction ". 1.03 RELATED WORK A. Examine Contract Documents for requirements that affect work of this Section. Other Specification Sections that directly relate to the work of this Section include, but are not limited to: 1. Section 03300, Cast -in -Place Concrete 2. Section 05100, Structural Steel 3. Section 05200, Open Web Steel Joists 4. Section 05500, Miscellaneous Metals 5. Section 09900, Painting 1.04 REFERENCES A. Except as otherwise specified herein, perform work in accordance with specifications noted below, including latest editions of applicable specifications, codes, and standards cited therein, and latest applicable addenda and supplements. Keep copies of these items available in shop and field. STEEL DECK Copyright 2004 Gensler 1. IBC 2006. 05300 - 1 Gensler 11.5039.163 2. AISI "North American Specification for the Design of Cold- Formed Steel Structural Members ", including 2004 Supplement, (NAS -01). 3. AWS D1.1 -2004, Structural Welding Code - Steel. 4. AWS D1.3 -98, Structural Welding Code - Sheet Steel. 5. American Society for Testing Materials (ASTM ) Standards referenced in this Section. 6. "Painting Manual, Vol. 1, Good Painting Practice" and "Painting Manual, Vol. 2, Systems and Specifications ", Steel Structures Painting Council (SSPC). 1.05 SUBMITTALS A. Shop Drawings April 2, 2008 Fidelity Investments Issue for Permit and Construction Seattle, WA STEEL DECK Copyright 2004 Gensler 1. Shop Drawings: Submit to Architect prior to fabrication shop drawings prepared under supervision of a registered professional engineer, including complete details, diagrams showing relationship of components assembled in their correct position and relationship to each other. 2. Steel Deck Catalog: Submit manufacturer's literature showing allowable loads and spans, and fire rating, if required, for specified deck. PART 2 - PRODUCTS 2.01 MATERIALS A. Steel Deck Roof Units: galvanized steel units conforming to the gage and height shown on the drawings and one of the following or an equivalent approved by the Architect: 1. Type BW by Wheeling Corrugating Company 2. Type B by United Steel Deck. 3. Type B by Consolidated Systems, Inc. B. Sheet metal accessories: ASTM A526, commercial quality, galvanized, 18 gage minimum: 1. Sump pans for roof drains. 2. Metal closure- screeds around perimeters. 3. Closure plates at columns and beams, at changes in direction and at any other gap. 05300 - 2 Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA PART 3 - EXECUTION 3.01 FABRICATION A. General: Form deck units in lengths to span 3 or more supports, with flush, telescoped or nested 2" laps at ends and interlocking or nested side laps, unless otherwise indicated. 3.02 INSTALLATION A. General: Install deck units and accessories in accordance with manufacturer's recommendations and final shop drawings, and as specified herein. B. Place deck units on supporting steel framework and adjust to final position with ends accurately aligned and bearing on supporting members before being permanently fastened. Do not stretch or contract side lap interlocks. C. Do not use floor deck units for storage or working platforms until permanently secured. D. Fastening Deck Units: 1. Use welding only to fasten deck. 2. Welded Fasteners: STEEL DECK Copyright 2004 Gensler a. Fasten roof deck units to steel supporting members by not less than 5/8" diameter fusion welds or elongated welds of equal strength, spaced not more than 12" o.c. with a minimum of 2 welds per unit at each support. b. Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, and methods used in correcting welding work. c. Use welding washers where recommended by deck manufacturer. d. Mechanically fasten side laps of adjacent deck units between supports at intervals not exceeding 1' -0 ". Use 1 inch seam weld, button punching or No. 12 screws. E. Cutting and Fitting: Cut and neatly fit deck unit and accessories around other work projecting through or adjacent to the decking, as shown. F. Reinforcement at Openings: Provide additional metal reinforcement and closure pieces as required for strength, continuity of decking and support of other work shown. G. Hanger Slots or Clips: Provide UL approved punched hanger slots between cells or flutes of lower element where floor deck units are to receive hangers for support of ceiling construction, air ducts, diffusers, or lighting fixtures. 05300 - 3 • Gensler April 2, 2008 Fidelity Investments 11.5039.163 Issue for Permit and Construction Seattle, WA H. Roof Sump Pans: Place over openings provided in roof decking surface. Space welds not more than 12" o.c. with at least one weld at each corner. Cut opening in roof sump bottom to accommodate drain size indicated. I. Closure Strips: Provide metal closure strips at open uncovered ends and edges of roof decking, and in voids between decking and other construction. Weld into position to provide a complete decking installation. J. Touch -up galvanized surfaces with galvanizing repair paint applied in accordance with manufacturer's instructions. 3.03 INSPECTION AND TESTING A. The Owner will employ a Testing Agency to perform tests and to submit test reports. B. Testing for quality control shall be in accordance with IBC 2006, Structural Tests and Special Inspections requirements.. STEEL DECK Copyright 2004 Gensler 1. Deck gage and layout 2. Welding of deck to supporting steel 3. Side lap fastening. END OF SECTION 05300 - 4 LeMessurier Consultants Prepared for: Gensler One Beacon Street, 3rd Floor Boston , MA 02108 Dos 1(11 FIDELITY INVESTMENTS Seattle Branch 304 Strander Blvd. p, PILE: copy Seattle, Washington .V f b LeM File No. 28009 FOUNDATION DESIGN CALCULATIONS I EXPIRES 70162 f 2-OQ' 1 March 19, 2008 Prepared by: LeMessurier Consultants 675 Massachusetts Avenue Cambridge, MA 02139 Tel. 617- 868 -1200 RECEIVED APR 012008 PERMIT CENTER 4 LeMessurier Consultants INDEX Page No. Code Review 1 - 10 Column Loads Gravity 11 - 13 Lateral Loads 14 - 21 Foundation Design Pile Foundation F -1 Grade Beams F -2, F -3 Structural Slab -on -Grade F -4 Pilecaps F -5 LeMessuripr Consultants Structural Engineers By NCI .) Date /- (0 - OS File No. Zeoo7 Sheet No. 6.90& oe VIEW - Subject FI cope RfVroi = 113C 9 C ahl -v.c. -710 hi p c z4 1 r Mnf7• I' t 1(0 2 FL.x !(V E-DAD - gut F! r; - COt'JC+:.1 "f IMPACT ROD1 (1(0 E 3 g00-17 JI -J 0 y.! L - ° (pre_oc 1 SYJo'i..•' !. oA , , P o r - t2ao F tJ o» 1-OA U , Pr °SNo✓\J X,4 (-77;12 Cc o 50o0i LOA / 4Pa tNcC fftcry , 1 • Tl L 4 M A t_ MR [;roK , Lt • (3AStc W'Ntp Sri (3 -5 €c 6v5T) o WIND I 'vi roPTA - RJc. f cr r • Oat) ?A(JC { CA`t'r.6:7Di - Y o f LAPasif • 11JTh7ztiAL Pgir 4a c f"l c-toJT • CowlPorut'J AND U.- Apo /N6) 1 (cO 7 . j . 5 1 t r� i� �` �L iE�fJ pA d " • 5054,11c_ I m po gr A LC FA CT"DtG- , J' ° o CLL4 V 'lrJ LY C - "C ? oK''( - 0 MM'P SPECTRAL P.t5Po1•4 f ACC. S545, S t Te CLASS - SPCGI L- Pof C 7C!.FTT S 5 7�js.SD, • g / ■51-C 7L7 5114IC ' DV 15r }i'c 5Ys pc5t 0 rzfiksc �7L�SY�BI f PbN56 Co& F r,-tl" r ", Cc. o �k `7goNS� /1/10111r t c J rj o J`.1 1--/1 C r C te g • A MMAL-"(5t5 V cL V4WC i4s 1003. 1.4- WING' O I ci r,.) 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V, ) = ,F -, 2 two ‹- et) /el Zer- f-- 0: 61,43( .(2o110) I, 5(p x0. h of he W = 444 d..- 4(1.2) - ft pd hdY= (I, z)(17-) = 21 1'5 Q � 0) 20 P5r 5 (% 2z05F tqFw - ) U I.Z 5.2 f� fi (, 2= (.9J3 f fi Dd .1-1 c � i oloc o .!; (2,o).- i 4- = )4 rcr= hb I.2 ft I7 PcF 17- ff x 1, ft ii P9 4, $ f-Y 38 by 48 blocks at 5 mm LeMessurier Consultants Structural Engineers By Ne/N Date File No. 2.5L Sheet No. 500 VV L Subject fl 2 -rr( 1 I 110 % (1■1-) EL Go_ U . EL r i-f_0'. A LP ) 28 WNN� fro IZif � W1■4 - W(t. 2IPSY 4•P E -i Jq- 25 /,20- 0:1:_ 4,8 4- CAN/OP'' : g WAIL- 4 r I EL ll "I 1?' ■0. v (t 29n f x 2t I7i: Xz-- 3j, r5F C - 9 52 00 I ��- /7 1tsc z ' kat= Id W = 4,4 p - l CV (0. 2 - - (I- 4 2 - wit \ow) w m . . D , Le /o �z�; usi, 26' lid 7 1 J : . 4 1 ' p61-= t7l'sr \14 (ND F- 14 A, 9(v. t' kid 0.43 (%.¢P liO4- a -E. s 3.12 f-f- W- 4( ;4E) - I z. 4-81+ 1 9, to"( = 3.(2x17 _ f.. 38 by 48 blocks at 5 mm LeMessurier Consultants Structural Engineers I(,O& ' 5iovi Coq law Roof /JIVE A ► o A �- -� 1g ' 5: "l ' l ] ' 2.5D? ff- z 7 251 2 By / °1 -t 5 File No. 2 Po O7 Sheet No. Subject rE -1 f � T r 7.2' 5s25' h d = l.1 i r J = 4,42 Pd :- Whop n 1 2• & 55 - � 114 ' 2.(If. kJ - 4k o1 L 2 - - 14 8 _ft Z. (0 4y r \ q9 W L i4 4- 1+& 5? 11 - 1+ Z F rF Vwi L 45FF x 3.3 p5 f' 3, Ili 38 by 48 blocks at 5 mm LeMessurier Consultants Structural Engineers By /1/./k-/ Date File No. 280o9 Sheet No. WIMD Subject / 7 O Tzr [ ( �a l I f�C Roc/ VVIIVp C-04 ()S 1 to AA - MTHoo 1 ` 51M1 FIEF 1 (.0 Z PC5i4N PKDGePt,(KL I B4 5 I c k,") i w 0 f �'.L1 V 5 . 4 U= 85 MPH (nc (0 2. Iw1Potz loocf TA t7D : 5 a ' /, (o e A414 I J c . / c ff r e: c- opa T t -- 171E31.. !o - /) ?-t4 i!'.. `a (o.s. to • Lx1'o e.. 5 q kCW-IT 4 LIxP05+ -.v46 f A/ 1 4 5 / FM— GtefPi -,J? fi ( o Z A = 1, o ( = 1 ' -11" , 1=xPesri0E. e) 10, 4, 2. MAIr.J VPs [> - Pj?.ce• x , 1 5 -nNc- S W ,/ P5 °K - 1 • Ps 3o - (1,o)(/ 0)(/ > ,5= /95 Ka+ " /. 0 ( &- S ` �� e tt WA u 11P05s412, P5F ovr vwc = /5:1 /lam ?/15K V- F 5WcI7ON = ` � (a P5P fU t-4 6 07s - l9, P5 1 I A U gr✓ (9-z N � ��, �' 04t) w,i u = `X 13, � f (0. 1/, / 1 ti'sNAL Co "'ri &t r.r - 6 C 2 0 .18 ( cLosa] SkiLDnv4) � t% 11( f i ) -- (7 ;:cry t }f P1 /LG / /I(-,) P /9ecoopl erZ. N, r V ,� f 5F 3/1'16 G►�r�. c V 9 ..r- J 1 0i s s /go. 38 by 48 blocks at 5 mm LeMessurier Consultants Structural Engineers By N e/ Date File No. Sheet No. ISM1 c -1 Subject f D 6 ". 24 IG E ___ EARTH QW \ Lv/kl S CHAP II: 4Sc& "3 1/4 ' C6M►C C U r4 o 1 J V/ t -4 -.i 11. 4 I MA PP.P A Ct6li kiror PA e_ S. 5S ` 1.25 0,2 --56e lit l C c/1 tc ) ` 6.50 (la 5e:c 1 S(T- C`6od = _,E3 55 = 0.488 1►. 4. SITE CLAD - E (4c.--0-1;E �ry,r 11, 4,' 7LTr ,o rcr<_ rrr / P,Tils J IVAX. A1 i cz IMQ / JP L g E5PolJ$C A l; LeM-ncyJ 1 l 1 S - F = 4.q(1.42.4)= (, 25Z Fq" 0, ( 5s' 126, 5 r7E C1A 5 SM - rvSI = z4(o -4a�) = 1,I�►� Ft,- 2, 4 ( 5,z 0,S 111.. 1I.4, 4 PE5(6 SP C• .1. CC.;~ /7aN PAIZA rvt� Svs 3 5 = 2. ( (. Z&2g) O. 8 3 — = 2..(1,141 /O-17k h1 cc ?AMR- Mop OCC4eit tJ c Y CAw� of p' 116 .1 1 MP09 1A,.'c6 F 1 = a ( D ccuPAkic- CA . 11 - ) 11= ESmtc p . 5 1 C/I7 Y TA c Il,lo, 1 C1° Y D Gtse D - 11.EP,Z : C /,T c. , 1.424 GEb - 1 RC WI 38 by 48 blocks at 5 mm LeMessurier Consultants Structural Engineers By rn y/ Date File No. 2t50CA Sheet No. ir;rSrwt f �-- Subject 5l~✓A T'R- t i k'l 1 4 Q A t . 1.. 01:1. 60 A- 1 r- i2. 2 - 5 C 1 1c cL s`(S —L-Y0 SE—Lc—nor. "7/0 12, z --1 • G F 1I tm rJ 4 Ei2f roc 5'�S ✓t 4-. bPDt NAgY 51 C)AJt - 1 1 J - iie; c/- PJ; itGeD pg--A✓k 5" It- `5P6FIC: MoDiFiCAflof•- FAC D = 3.25 12.8 EQ1AvA LCKi (- 1 AL.. V- eon) 0. 2(Vv) 0 , 0 2 ( X 0. -5 I1n - 25 Fl - _ ( F ! Z 2 -1 ) Iq � Tf— a.� O. b2(250-) �c PZo ce14j 0. 224 12.8-2 ALA- . O IL-t eg_. ;1 ?zg c rti v,u__ 5 oft_ , 1 5 ) ( 7-P 6r MEj SGecr:►v) `r C 1 = I, 4(o, zz4) - 0,3/4 CS = SGr 0.810 = 1. b 3 20.7(03 ✓ o-.. ( 3.zs ( ZZ4 r.0 12. /. �rrcnvc 5Llst tc tai t�lti / W ( PE - Aj 1,oAy) 'jb% L - ypaqcti, t[J to ems= �u r ou' - 101 V00f (81. 1 ZRO 2(2 5K ((81'x /$)_ lo(6x1 +06xl °) f64 6 +( 4x9 -t) A (zsx 1,s`) 31+ Is tZ2o t Ito° t = 1210 Vo Slbc f(I2.1tat; = (O\ •- (38x 21-b q 38 by 48 blocks at 5 mm LeMessurier Consultants Structural Engineers By Date File No. Sheet No. 56'75c Subject EAV1 60,41 ►2. �, 2 Ei r Tl IC VJ4- H? Y1 2(.`1'x(g' )+ 2(52'X 384-+ IvZ4 = q(e-r-1 pee t: it PleCIR 4 ,X. : ),J = j 0 SAC .(` ;','s (f .2 /D NeTA-L 2(1 'x 2.75') -t- ( 81.6' x 2. ?-') + �l' C3x25') f( E - /,s fi C (103) 4- (Et.l.s )'_ (� ?,x ?��; - f - (i. / � (,$) 52 f 44 4- 71 fi (76 ; /Z + o f /2.f - 54- (9 J5`FI METAL = /0P5i (' l5( ) CUSS (4 1 � T 2o3 �os )( forr;; )- 2.0c_ fat.- = CS W = o,2 ,VP 1 7( (1o) 38 by 48 blocks at 5 mm LeMessurier Consultants Fidelity Seattle, WA Engineer: NCN Date: 39525.0 Job #: 28009.0 Area High Roof ft I 1.0 1.1 1.2 1.4 1.6 1.8 2.0 2.4 3.0 3.1 A A.3 410.0 265.0 A.7 35.0 245.0 B 310.0 735.0 410.0 C 490.0 795.0 445.0 D 490.0 800.0 445.0 E 320.0 505.0 110.0 285.0 F F.2 Dead Load (High Roof) kips A A.3 A.7 B C D E F F.2 Live Load (High Roof) I 1.0 kips A A.3 A.7 B C D E F F.2 1.0 1.0 1.0 20.0 PSF 1.1 1.2 1.4 1.6 1.8 2.0 2.4 3.0 3.1 5.0 7.0 10.0 10.0 5.0 7.0 10.0 10.0 7.0 15.0 16.0 16.0 11.0 7.0 9.0 6.0 20.0 PSF 1.1 1.2 1.4 1.6 1.8 2.0 2.4 3.0 3.1 9.0 6.0 15.0 16.0 16.0 11.0 A 2.0 A.3 1.0 A.7 3.0 B 1.0 C 2.0 U 3.0 1.0 E 3.0 F F.2 9.0 9.0 9.0 3.0 6.0 3.0 9.0 9.0 9.0 6.0 Dead Load ATUs & POSTS kips 1.0 1.1 1.2 1.4 1.6 1.8 2.0 2.4 3.0 3.1 Area ft 2 A A.3 A.7 B C D E F F.2 Low Roof II 1.0 30.0 10.0 10.0 40.0 65.0 50.0 Dead Load (Low Roof) kips 1.0 1.1 A 1.0 A.3 A.7 1.0 1.0 B 1.0 C 2.0 D 1.0 E F F.2 Live Load( Low Roof) kips A A.3 A.7 B C D E F F.2 Live Load kips A A.3 A.7 B C D E F F.2 1.0 1.0 1.0 DRIFT & POSTS 1.0 1.1 1.2 2.0 3.0 1.1 1.2 1.1 1.0 1.0 2.0 1.0 1.0 1.0 4.0 70.0 20.0 PSF 1.2 1.4 2.0 20.0 PSF 1.2 1.4 1.4 1.6 120.0 3.0 3.0 3.0 1.8 2.0 2.4 3.0 3.1 40.0 70.0 1.0 2.0 1.6 1.8 2.0 2.4 3.0 3.1 2.0 0.0 1.0 2.0 1.0 90.0 90.0 60.0 2.0 2.0 2.0 1.6 1.8 2.0 2.4 3.0 3.1 2.0 2.0 2.0 1.4 1.6 1.8 2.0 2.4 3.0 3.1 8.0 2.0 8.0 1.0 1.0 1.0 3.0 3.0 120.0 1.2D +1.6L kips A A.3 A.7 B C D E F F.2 1.2 1.6 1.0 1.1 1.2 1.4 1.6 1.8 2.0 2.4 3.0 3.1 9.2 5.6 2.8 34.0 16.8 15.2 16.8 24.0 35.2 42.0 56.4 51.2 59.2 19.6 9.6 36.4 8.4 26.8 26.8 26.8 14.0 22.4 8.4 LeMessur er Consultants Structural Engineers By NUJ Date File No. 2e0? 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SAY ex-T / ate/ 7' of c AUG G /= /. 5 x /co = I So c • s t-f&a r2.- — 15 0 ?Ye:op 75? 3v x- n Z �� — ,091 30 A g - .00340e ins a = 2`4 0' 278. psi a /*G o E y' "% ctstr s. /L S"e_ 7- v 5c,- 5 , c IC "lam. `lit /( '&3 /ccG� .003G 3n by 38 blocks at .25 inches FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 U08- lbl TABLE OF CONTENTS F E COPY RECEIVED APR 012008 PERMIT CENTER SECTION 15300 FIRE PROTECTION PART 1 - GENERAL r P A. 1.00 GENERAL PROVISIONS 1 1.01 SCOPE OF WORK 1 1.02 RELATED WORK 2 1.03 PRODUCTS FURNISHED, BUT NOT INSTALLED UNDER THIS SECTION 3 1.04 PRODUCTS INSTALLED BUT NOT FURNISHED UNDER THIS SECTION 3 1.05 DEFINITIONS 3 1.06 CODES, REFERENCES AND PERMITS , RF WE� 4 1.07 GENERAL REQUIREMENTS CODE COMP. ��� 7 1.08 MATERIAL AND EQUIPMENT STANDARDS APPROVED 7 1.09 SUBMITTALS 7 Jl}N..._,�..2008 1.11 RECORD DRAWINGS 1.10 OPERATION AND MAINTENANCE DATA t °. 14 1.12 WARRANTIES Q . Q .. S� 15 1.13 COORDINATION 15 1.14 COORDINATION DRAWINGS 16 1.15 INTERPRETATION OF DRAWINGS AND SPECIFICATIONS 17 1.16 INSPECTION OF SITE CONDITIONS 18 1.17 SURVEY AND MEASUREMENTS 18 1.18 DELIVERY, STORAGE AND HANDLING 18 1.19 PROTECTION OF WORK AND PROPERTY 18 1.20 SUPERVISION 19 1.21 SAFETY PRECAUTIONS 19 1.22 SCHEDULE 19 1.23 HOISTING, SCAFFOLDING AND PLANKING 19 1.24 CUTTING AND PATCHING 19 1.25 SLEEVES, INSERTS AND ANCHOR BOLTS 20 1.26 SUPPLEMENTARY STEEL, CHANNELS AND SUPPORTS 20 1.27 ACCESSIBILITY 21 1.28 SEISMIC RESTRAINT REQUIREMENTS 21 1.29 WELDING QUALIFICATIONS 21 1.30 ELECTRICAL WORK 21 FIRE PROTECTION FOUNDATION PLAN 15300 - i MARCH 19, 2008 1.31 PROJECT CLOSEOUT 21 PART 2 - PRODUCTS 25 2.00 NOT USED 25 2.01 FIRE PROTECTION PIPE MATERIAL INDEX 25 2.02 PIPING, EQUIPMENT AND VALVE IDENTIFICATION 28 2.03 BACKFLOW PREVENTER 28 2.04 WET PIPE ALARM CHECK VALVE 29 2.05 ELECTRIC ALARM BELL 29 2.06 FIRE DEPARTMENT CONNECTION 29 2.07 SUPERVISORY / TAMPER SWITCH 30 2.08 WATER FLOW SWITCH 30 2.09 PRESSURE (WATERFLOW) SWITCH 30 2.10 SPRINKLER HEADS AND DESIGN PARAMETERS 30 2.11 WATER PRESSURE GAUGES 32 2.12 HANGERS AND SUPPORTS 32 2.13 SEISMIC RESTRAINTS 33 2.14 SLEEVES AND ESCUTCHEONS 33 2.15 FIRESTOPPING 34 2.16 EXPANSION JOINTS 34 PART 3 - EXECUTION 34 3.00 NOT USED 34 3.01 GENERAL INSTALLATION REQUIREMENTS 34 3.02 IDENTIFICATION 35 3.03 SEISMIC PROTECTION OF PIPING 37 3.04 ABOVEGROUND PIPING INSTALLATION 37 3.05 UNDERGROUND PIPING INSTALLATION 39 3.06 FIRESTOPPING INSTALLATION 40 3.07 FIELD QUALITY CONTROL 40 3.08 EARTHWORK 40 3.09 ELECTRICAL WORK 40 3.10 FIELD PAINTING AND FINISHING 40 3.11 TESTING 40 3.12 OPERATING AND MAINTENANCE INSTRUCTIONS 41 3.13 INSTRUCTING OPERATING PERSONNEL 43 3.14 CLEANING, ADJUSTING AND FLUSHING 43 3.15 SPECIAL TOOLS 43 FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - ii MARCH 19, 2008 3.16 CERTIFICATES OF APPROVAL 43 3.17 QUIET OPERATION 43 FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - iii MARCH 19, 2008 PART 1 - GENERAL 1.00 GENERAL PROVISIONS SECTION 15300 FIRE PROTECTION A. The GENERAL REQUIREMENTS, DIVISION 1, and BIDDING AND CONTRACT REQUIREMENTS, DIVISION 0, are hereby made a part of this Specification Section. B. Examine all Drawings and all Sections of the Specifications and requirements and provisions affecting the work of this Section. 1.01 SCOPE OF WORK A. This project is for the installation of Fire Protection shell and core systems to support a single story 7,200 SF Class A retail /office building. B. The building is to be commissioned and contractor shall provide all labor required to fully test and demonstrate that all systems operate as designed. C. The work under this Section shall include the furnishing of all materials, labor, equipment and supplies and the performance of all operations to provide complete working systems, in general, to include the following items: 1. Hydrant flow test 2. Belowground fire service to 10' -0" outside the exterior building wall 3. Pipe sleeves 4. Backflow preventer (double check valve assembly) 5. Low pressure switch 6. Wet pipe alarm check valve 7. Fire Department inlet connection 8. Check valve with ball drip 9. Electric alarm bell 10. Provide all valves, drains, gauges, plus related accessories required for a complete installation of each system specified and indicated. 11. Wet pipe sprinkler system 12. Supervisory (tamper) switches 13. Water flow switches 14. Zone control valves 15. Isolation valves FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 1 MARCH 19, 2008 16. Check valves 17. Pressure gauges 18. Inspector's test connection 19. Sprinkler drain 20. Piping 21. Hangers, inserts and anchors 22. Sprinkler heads 23. Access panels 24. Supplementary steel for piping and equipment supports 25. Seismic restraints 26. Valve tags, charts and pipe identification 27. Shop drawings and hydraulic calculations in accordance with NFPA 13 28. Fire Protection coordination drawings 29. Record drawings 30. Testing of systems in accordance with NFPA 31. Operating and maintenance manuals 32. Cleaning and rubbish removal for trade related items 33. Provide supervision and coordination information to other trades involved. 34. Guarantee 1.02 RELATED WORK A. Principal classes of Work related to the Work of this Section are listed below, and are specified to be performed under the indicated Sections of the Specifications. Refer to the indicated Sections for description of the extent and nature of the indicated Work, and for coordination with related trades. This listing may not include all related Work items. It is the responsibility of the Contractor to coordinate and schedule the Work of this Section with that of all other trades. B. The following work is not included in this Section and will be provided under other Sections: 1. Excavation and backfill 2. Field painting 3. Electrical power wiring for all equipment 4. Heating, ventilating and air conditioning FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 2 MARCH 19, 2008 5. Plumbing 6. Concrete working including housekeeping pads 7. Temporary light, power, water, heat, gas and sanitary facilities for use during construction and testing. Refer to Division 1, General Conditions. 1.03 PRODUCTS FURNISHED, BUT NOT INSTALLED UNDER THIS SECTION A. Furnish pipe sleeves for placement into formwork by the General Contractor. B. Furnish access panels and doors for installation by the General Contractor. 1. Furnish access panels for installation in walls, ceiling and floors at locations to permit access for adjustment, removal, replacement and servicing of all concealed equipment, valves and materials installed under this Section. 2. Access panels will be installed under the Section of the related trades of the finished surfaces in which they are located. 3. Access panels shall be located in closets, storage rooms and / or other non- public areas if possible, positioned so that the equipment can be easily reached, and the size shall be sufficient for this purpose (min. 16" X 16 "). When access panels are required in corridors, lobby or other habitable areas, they will be located as directed by the CM. 4. Access panels shall be prime painted, keyed alike and provided with cylinder lock. 1.04 PRODUCTS INSTALLED BUT NOT FURNISHED UNDER THIS SECTION Not applicable. 1.05 DEFINITIONS A. As used in this Section, the following terms are understood to have the following meanings: 1. "Contractor or Subcontractor" unless otherwise qualified shall mean the installer of the work specified under this Section. 2. "Furnish" purchase and deliver to the project site, complete with every necessary appurtenance and support. 3. "Install" unload at the delivery point at the site and perform all work necessary to establish secure mounting and proper location and operation in the project. 4. "Provide" "Furnish" and "Install ". 5. "Work" all labor, materials, equipment, apparatus, controls, accessories and all other items required for a proper and complete installation. 6. "Piping" in addition to pipe or tubing, all fittings, flanges, unions, valves, strainers, drains, hangers and other accessories relative to such piping. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 3 MARCH 19, 2008 7. "Concealed" hidden from sight in chases, furred spaces, shafts, embedded in construction or in a crawl space. 8. "Exposed" not installed underground or concealed as defined above. 9. "Furnished by Others" materials or equipment purchased and set in place under other sections of the general contract and connected to the systems covered by this Section. 10. "Coordinate" all work provided under this Section of the specifications shall be in compliance with other trades. 11. "Owners Representative" shall be the party responsible to make decisions regarding all contractual obligations in reference to the Scope of Work for the Owner. 12. "Date of Substantial Completion" shall indicate the date where the work has been formally accepted as evidenced by completed final punch list or where the work has reached the stage that the owner obtains beneficial use and commences utilization of the installed systems for business or occupancy purposes. The GENERAL REQUIREMENTS, DIVISION 1, shall supercede this definition where specifically defined. 13. "Work by Others" shall mean work not provided by this contractor, but work furnished and / or installed by other contractors (performing their respective work) as a part of this contract. 1.06 CODES, REFERENCES AND PERMITS A. Materials, installation of systems and equipment provided under this section shall be done in strict accordance with Washington Department of Public Safety Codes, Washington Department of Environmental Protection, Washington State Building Code and any other Codes and Regulations having jurisdiction including but not limited to: 1. Local Building Codes 2. All applicable NFPA Standards 3. Occupational Safety and Health Administration (OSHA) 4. Underwriters' Laboratories, Inc (UL) 5. Seattle Water Department 6. Seattle Fire Department B. Unless otherwise specified or indicated, materials, workmanship and equipment performance shall conform with the latest governing edition of the following standards, publications, codes, specifications, requirements and regulations, except when more rigid requirements are specified or are required by applicable codes but not limited to: 1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 ASTM A 47 Ferritic Malleable Iron Castings FIRE PROTECTION FOUNDATION PLAN 15300 - 4 MARCH 19, 2008 FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 ASTM A 53 Pipe, Steel, Black and Hot - Dipped, Zinc - Coated Welded and Seamless ASTM A 135 Electric- Resistance - Welded Steel Pipe ASTM A 183 Carbon Steel Tract Bolts and Nuts ASTM A 536 Ductile Iron Castings ASTM A 795 Black and Hot - Dipped Zinc - Coated (Galvanized) Welded and Seamless Steel Pipe for Fire Protection Use ASTM B 88 Seamless Copper Water Tube ASTM D 3309 Polybutylene (PB) Plastic Hot- and Cold -Water Distribution Systems ASTM F 442 Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic Pipe (SDR -PR) 2. AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME) ASME B16.1 Cast Iron Pipe Flanges and Flanged Fittings ASME B16.3 Malleable Iron Threaded Fittings ASME B16.4 Cast Iron Threaded Fittings ASME B16.9 Factory-Made Wrought Steel Buttwelding Fittings ASME B16.11 Forged Fittings, Socket - Welding and Threaded ASME B16.18 Cast Copper AIIoy Solder Joint Pressure Fittings ASME B16.21 Nonmetallic Flat Gaskets for Pipe Flanges ASME B16.22 Wrought Copper and Copper AIIoy Solder Joint Pressure Fittings ASME B18.2.1 Square and Hex Bolts and Screws (Inch Series) ASME B18.2.2 Square and Hex Nuts (Inch Series) 3. AMERICAN SOCIETY OF SANITARY ENGINEERING (ASSE) ASSE 1015 Double Check Backflow Prevention Assembly 4. AMERICAN WATER WORKS ASSOCIATION (AWWA) AWWA -01 Standard Methods for the Examination of Water and Wastewater AWWA B300 Hypochlorites FIRE PROTECTION FOUNDATION PLAN 15300 - 5 MARCH 19, 2008 FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 AWWA B301 Liquid Chlorine AWWA C104 Cement - Mortar Lining for Ductile -Iron Pipe and Fittings for Water AWWA C110 Ductile -Iron and Gray -Iron Fittings, 3 In. through 48 In. for Water and Other Liquids AWWA C111 Rubber - Gasket Joints for Ductile -Iron Pressure Pipe and Fittings AWWA C151 Ductile -Iron Pipe, Centrifugally Cast, for Water or Other Liquids AWWA C203 Coal -tar Protective Coatings and Linings for Steel Water Pipelines - Enamel and Tape - Hot - Applied AWWA M20 Manual: Water Chlorination Principles and Practices 5. FACTORY MUTUAL ENGINEERING AND RESEARCH (FM) FM P7825 Approval Guide 6. MANUFACTURERS STANDARDIZATION SOCIETY OF THE VALVE AND FITTINGS INDUSTRY (MSS) MSS SP -71 Cast Iron Swing Check Valves, Flanges and Threaded Ends 7. NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) NFPA 13 Installation of Sprinkler Systems NFPA 24 Installation of Private Fire Service Mains and Their Appurtenances NFPA 1963 Fire Hose Connections 8. NATIONAL INSTITUTE FOR CERTIFICATION IN ENGINEERING TECHNOLOGIES (NICET) NICET 1014 Detail Manual for Certification in Field of Fire Protection Engineering Technology (Field 003) Automatic Sprinkler System Layout 9. UNDERWRITERS LABORATORIES (UL) UL -01 Building Materials Directory UL -04 Fire Protection Equipment Directory UL 668 Hose Valves For Fire Protection Service FIRE PROTECTION FOUNDATION PLAN 15300 - 6 MARCH 19, 2008 C. Codes, laws and standards provide a basis for the minimum installation criteria acceptable. The drawings and specifications illustrate the scope required for this project, which may exceed minimum codes, laws and standards. D. The contractor shall give all notices, file all plans, obtain all permits and licenses, and obtain all necessary approvals from authorities having jurisdiction. Deliver all certificates of inspection to the authorities having jurisdiction. No work shall be covered before examination and approval by inspectors, and authorities having jurisdiction. Replace imperfect or condemned work to conform to requirements, satisfactory to CM without extra cost to the Authority. If work is covered before inspection and approval, the Contractor shall pay costs of uncovering and reinstalling the covering, whether it meets contract requirements or not. 1.07 GENERAL REQUIREMENTS A. Nameplates 1. Each major component of equipment shall have the manufacturer's name, address, type or style, model or serial number, and catalog number on a plate secured to the equipment. B. Equipment Guards 1. Belts, pulleys, chains, gears, couplings, projecting setscrews, keys, and other rotating parts so located that any person may come in close proximity thereto shall be completely enclosed or guarded. High- temperature equipment and piping so located as to endanger personnel or create a fire hazard shall be guarded or covered with insulation of type specified for service. 1.08 MATERIAL AND EQUIPMENT STANDARDS A. Where equipment or materials are specified with the name of a manufacturer, such specification shall be deemed to be used for the purpose of establishing a standard for that particular item. No equipment or material shall be used unless previously approved by the Owner's Representative. B. Substitutions may be offered for review provided the material, equipment or process offered for consideration is equal in every respect to that indicated or specified. The request for each substitution must be accompanied by complete specifications together with drawings or samples to properly appraise the materials, equipment or process. C. If a substitution of materials or equipment in whole or in part is made, this Contractor shall bear the cost of any changes necessitated by any other trade as a result of said substitution. D. All materials, equipment and accessories provided under this Section shall be new and unused products of recognized manufacturers as approved. 1.09 SUBMITTALS A. Conform to the requirements of Division 1, General Conditions, for schedule and form of all submittals unless specifically noted otherwise in this Section Shop drawings and design layouts shall be prepared by licensed installing contractors and shall note the name(s), license number(s) and license expiration dates(s) of the contractor(s) installing the Fire Protection work. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 7 MARCH 19, 2008 B. Definitions: 1. Shop Drawings are information prepared by the contractor to illustrate portions of the work in more detail than indicated in the Contract Documents. 2. Acceptable Manufacturers: The mechanical design for each product is based on the single manufacturer listed in the schedule or shown on the drawings. In Part 2 of the specifications, certain Alternate Manufacturers are listed as being acceptable. In addition, the MATERIAL AND EQUIPMENT STANDARDS paragraph potentially allows for substitutions as being acceptable. These are acceptable only if, as a minimum, they: a. Meet all performance criteria listed in the schedules and outlined in the specifications. b. Fit within the available space it was designed for, including space for maintenance and component removal, with no modification to either the space or the product. Clearances to walls, ceilings, and other equipment will be at least equal to those shown on the design drawings. The fact that a manufacturer's name appears as acceptable shall not be taken to mean the Engineer has determined that the manufacturer's products will fit within the available space — this determination is solely the responsibility of the contractor. c. Products must adhere to all architectural considerations including, but not limited to; being of the same color as the product scheduled or specified and fitting within the architectural enclosures and details. C. Submittal Procedures, Format and Requirements 1. Review submittal packages for compliance with Contract Documents and then submit to Owner's Representative for review. Submit enough sets of shop drawings such that, after review, two sets will be kept by the reviewer, with only the remaining sets returned with reviewer's marks and comments. 2. Each Shop Drawing shall indicate in title block, and each Product Data package shall indicate on cover sheet, the following information: a. Title b. Equipment number c. Name and location of project d. Names of Owner, Engineer and Seller e. Names of manufacturers, suppliers, vendors, etc. f. Date of submittal g. Whether original submittal or resubmitted 3. Shop Drawings showing manufacturer's product data shall contain detailed dimensional drawings (minimum 1 /4' — 1' scale) including plans and sections (where physical clearance could be an issue). Provide larger scale details as necessary. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 8 MARCH 19, 2008 4. Submit accurate and complete description of materials of construction, manufacturer's published performance characteristics, sizes, weights, capacity ratings (performance data, alone, is not acceptable), electrical requirements, starting characteristics, wiring diagrams, and acoustical performance for complete assemblies. Drawings shall clearly indicate location (terminal block or wire number), voltage and function for all field terminations, and other information necessary to demonstrate compliance with all requirements of Contract Documents. 5. Provide Shop Drawings showing details of piping connections to all equipment. If connection details are not submitted and connections are found to be installed incorrectly, this contractor shall reinstall them within the original contract price. 6. Provide complete data for all auxiliary services and utilities required by submitted equipment. 7. Provide a complete description of all controls and instrumentation required including electrical power connection drawing for all components and interconnection wiring to starters, detailed information on starters, control diagrams, termination diagrams, and all control interfaces with a central control system. 8. Provide installation and erection information including; lifting requirements, and any special rigging or installation requirements for all equipment. 9. The Owner's Representative shall approve all materials before commitment for materials is made. D. Product Data: Submit complete manufacturer's product description and technical information including: 1. Pipe, fittings and joints 2. Pipe sleeves 3. Backflow preventer 4. Pressure switches 5. Alarm check valves 6. Fire Department inlet connection 7. Check valves 8. Electric alarm bell 9. Supervisory (tamper) switches 10. Water flow switches 11. Valves 12. Pressure gauges 13. Inspector's test connection FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 9 MARCH 19, 2008 14. Hangers, inserts and anchors 15. Sprinkler heads 16. Access panels 17. Expansion joints 18. Valve tags and charts 19. Spare parts: spare parts data shall be included for each different item of material and equipment specified. The data shall include a complete list of parts and supplies with current unit prices and source of supply, and a list of parts recommended by the manufacturer to be replaced after 1 year and 3 years of service. A list of special tools and test equipment required for maintenance and testing of the products supplied by the Contractor shall be included. 20. Hydrant flow data 21. Hydraulic calculations with hydraulic reference points and pipe segments noted on sprinkler shop drawings. 22. Sprinkler system shop drawings: provide hydraulically calculated shop drawings for approval for entire system, in addition to obtaining all flow test information for same. Detail drawings conforming to the requirements established for working plans as prescribed in NFPA 13. Drawings shall include plan and elevation views which establish that the equipment will fit the allotted spaces with clearance for installation and maintenance. Each set of drawings shall include the following: FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 a. Descriptive index of drawings in the submittal with drawings listed in sequence by drawing number. A legend identifying device symbols, nomenclature, and conventions used. b. Floor plans drawn to a scale not Tess than 1:100 (1/8" = 1' -0 ") which clearly show locations of sprinklers, risers, pipe hangers, seismic separation assemblies, sway bracing, inspector's test connections, drains, and other applicable details necessary to clearly describe the proposed arrangement. Each type of fitting used and the locations of bushings, reducing couplings, and welded joints shall be indicated. c. Actual center -to- center dimensions between sprinklers on branch lines and between branch lines; from end sprinklers to adjacent walls; from walls to branch lines; from sprinkler feed mains, cross -mains and branch lines to finished floor and roof or ceiling. A detail shall show the dimension from the sprinkler and sprinkler deflector to the ceiling in finished areas. d. Longitudinal and transverse building sections showing typical branch line and cross -main pipe routing as well as elevation of each typical sprinkler above finished floor. e. Details of each type of riser assembly; pipe hanger; sway bracing for earthquake protection, and restraint of underground water main at point -of -entry into the building, and electrical devices and interconnecting wiring. FIRE PROTECTION FOUNDATION PLAN 15300 - 10 MARCH 19, 2008 f. Contractor shall note areas shown on drawings for location of zone valve assemblies and wet/dry application. g. h. Provide a full set of hydraulic calculations, complete and correct in every respect in accordance with NFPA 13 and NFPA 14, current edition. Final construction design shall be based on these calculations. Prepare working plans stamped by a registered Washington Professional Engineer of the entire system in accordance with NFPA No. 13, shall have these drawings approved by the Engineer and, the Authority's insuring Agent and so stamped and signed, and shall submit such stamped and signed drawings to the Fire Department for approval. Install no work until the drawings have been returned to the Contractor with all approvals. The contract drawings are not intended to show the exact number of heads, all of the areas to be protected with sprinklers, or the accepted method of installing the sprinkler system. The Contractor shall be responsible for this. 23. As Built Drawings: as -built drawings, no later than 14 working days after completion of the Final Tests. The sprinkler system shop drawings shall be updated to reflect as -built conditions after work is completed and shall be on reproducible full -size Mylar film. 24. Test Procedures and Schedules: proposed test procedures for piping hydrostatic test, testing of alarms, at least 14 days prior to the start of related testing. a. b. Sprinkler system shall be zoned by riser and floor. Preliminary Tests: A schedule of preliminary tests, at least 14 days prior to the proposed start of the tests. Final Test: Upon successful completion of tests specified under PRELIMINARY TESTS, written notification shall be given to the Contracting Officer of the date for the final acceptance test. Notification shall be provided at least 14 days prior to the proposed start of the test. Notification shall include a copy of the Contractor's Material & Test Certificates. 25. Installer Qualifications: qualifications of the sprinkler installer. 26. Contractor's Material & Test Certificates: certificates, as specified in NFPA 13, shall be completed and signed by the Contractor's Representative performing required tests for both underground and aboveground piping. 27. Identification labels and tags, including database for all equipment and devices. 28. All information required for documenting LEED points. 29. O &M table of contents. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 11 MARCH 19, 2008 E. Submit shop drawings and product data grouped to include complete submittals of related systems, products and accessories in an individual (combined) submittal. 1. Do not submit multiple product information in a single bound manual. 2. Three -ring binders shall not be accepted. F. Deviations: 1. Concerning deviations other than substitutions, proposed deviations from Contract Documents shall be requested individually in writing whether deviations result from field conditions, standard shop practice, or other cause. Submit letter with transmittal of Shop Drawings which flags the deviation to the attention of the Owner's Representative. 2. Without letters flagging the deviation to the Owner's Representative, it is possible that the Engineer may not notice such deviation or may not realize its ramifications. Therefore, if such letters are not submitted to the Owner's Representative, the Seller shall hold the Engineers, his consultants and the Owner harmless for any and all adverse consequences resulting from the deviations being implemented. This shall apply regardless of whether the Engineer has reviewed or approved shop drawings containing the deviation, and will be strictly enforced. 3. Approval of proposed deviations, if any, will be made at discretion of Engineer. G. Schedule: Incorporate shop drawing review period into construction schedule so that Work is not delayed. This subcontractor shall assume full responsibility for delays caused by not incorporating the following shop drawing review time requirements into his project schedule. Allow at least 10 working days, exclusive of transmittal time, for review each time shop drawing is submitted or resubmitted with the exception that 20 working days, exclusive of transmittal time are required when more than five shop drawings of a single trade are received in one calendar week. H. Responsibility 1. Intent of Submittal review is to check for capacity, rating, and certain construction features. The Fire Protection Contractor shall ensure that work meets requirements of Contract Documents regarding information that pertains to fabrication processes or means, methods, techniques, sequences and procedures of construction; and for coordination of work of this and other Sections. Work shall comply with approved submittals to extent that they agree with Contract Documents. Submittal review shall not diminish responsibility under this Contract for dimensional coordination, quantities, installation, wiring, supports and access for service, nor the shop drawing errors or deviations from requirements of Contract Documents. The Engineer's noting of some errors while overlooking others will not excuse the Fire Protection Contractor from proceeding in error. Contract Documents requirements are not limited, waived nor superseded in any way by review. 2. Inform subcontractors, manufacturers, suppliers, etc. Of scope and limited nature of review process and enforce compliance with contract documents. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 12 MARCH 19, 2008 In the event that the Fire Protection Sub - contractor fails to provide Shop Drawings for any of the products specified herein: 1. The Fire Protection Sub - contractor shall furnish and install all materials and equipment herein specified in complete accordance with these Specifications. 2. If the Fire Protection Contractor furnishes and installs material and /or equipment that is not in complete accordance with these Specifications, he shall be responsible for the removal of this material and /or equipment. He shall also be responsible for the replacement of this material and /or equipment with material and /or equipment that is in complete accordance with these Specifications, at the direction of the Owner's Representative. 3. Removal and replacement of materials and /or equipment that is not in complete compliance with these Specifications shall be done at no extra cost to the Owner. 4. Removal and replacement of materials and /or equipment that is not in complete compliance with these Specifications shall not be allowed as a basis for a claim of delay of completion of the Work. J. Mark dimensions and values in units to match those specified. K. Submit Material Safety Data Sheets (MSD) on each applicable product with submittal. 1.10 OPERATION AND MAINTENANCE DATA A. Commence preparation of the Operating and Maintenance (O &M) Manuals immediately upon receipt of "Approved" or "Approved as Noted" shop drawings and submit each section within one month. The final submission shall be no later than two months prior to the projected date of Substantial Completion of the Project. B. Submit O &M table of contents in the submittal phase. O &M manuals shall be built as submittals are accepted and shall include the individual equipment manufacturer's data retrieval sheet, as per Attachment A in Part IV for input into the Owner's Maintenance Management System. Form shall be provided and completed electronically. C. Each O &M document shall include the manufacturer's web address for equipment, specific O &M information for Internet access by the Owner. D. The manual shall consist of (3) sets of manuals and include (3) sets of CDs, which shall contain the scanned content of the entire manual. The manual shall highlight the actual equipment used and not be a master catalog of all similar products of the manufacturer. The manual shall be submitted for review prior to creation of the CDs. E. The Manual shall contain the following: 1. Operations Manual a. Systems description including all relevant information needed for day -to- day operations and management including start -up and shut -down instructions. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 b. Wiring diagrams, schematics, logic diagrams and sequence of operations that accurately depict the controls system. FIRE PROTECTION FOUNDATION PLAN 15300 - 13 MARCH 19, 2008 2. Maintenance Manual FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 a. Maintenance and Lubricating Chart: Furnish three sets of charts indicating equipment tag number, location of equipment, equipment service, greasing and lubricating requirements, lubricants and intervals of lubrication. One chart shall be framed under glass and mounted where directed by the Owner's Representative. b. Value and System Chart: correspond to valve tags, refer to paragraph identification systems. c. Recommended List of Spare Parts: furnish two typed sets of instructions for ordering spare parts with sectional views of the fittings or equipment showing parts numbered or labeled to facilitate ordering replacements. Each set shall include a list with itemized prices of those parts recommended to be kept on hand as spares, as well as the name and address of where they may be obtained. d. Provide copy of all warranty information with associated date of substantial completion (commencement of warranty) and end date of coverage. Define all components / subsystems specifically included and excluded. 3. Provide O &M manuals for each of the following: a. Backflow preventers b. Alarm check valve assemblies c. Flow switches d. Tamper switches e. Valves f. Sprinkler Heads 1.11 RECORD DRAWINGS A. Refer to DIVISION 1, General Conditions, for record drawings and procedures to be provided under this Section, unless specifically noted otherwise in this section. B. Record Drawings (red -line drawings) will be updated by this Contractor daily for review with the monthly requisition. The record drawing shall be an accurate depiction of the systems as completed, including dimensions (vertical /horizontal) of concealed components off fixed building elements. C. The Sprinkler Foreman shall maintain complete and separate set of prints of Contract Drawings at job site at all times and shall record work completed and all changes from original Contract Drawings clearly and accurately including work installed as a modification or addition to the original design. D. At completion of work the Sprinkler Contractor shall prepare a complete set of record drawings on AutoCAD showing all systems as actually installed. The Architectural background AutoCAD files will be made available for the contractor's copying, at his expense, to serve as backgrounds for the drawings. The Sprinkler Contractor shall FIRE PROTECTION FOUNDATION PLAN 15300 - 14 MARCH 19, 2008 transfer changes from field drawings onto AutoCAD drawings and submit copy of files and three sets of prints to Owner's Representative for comments as to compliance with this section. CADD layering as established by the A &E design team shall be maintained with any and all changes done by the contractor. E. The Architect and Engineer are not granting to the Contractor any ownership or property interest in the CADD Drawings by the delivery of the CADD Disks to the Contractor. The Contractor's rights to use the CADD disks and the CADD Drawings are limited to use for the sole purpose of assisting in the Contractor's performance of its contractual obligations under its contract with respect to the Project. The Architect and Engineer are granting no further rights. Any reuse or other use by the Contractor will be at the Contractor's sole risk and without liability to the Architect and Engineer. The Contractor hereby waives and releases any losses, claims, damages, liabilities of any nature whatsoever, and costs (including attorney fees) arising out of, resulting from, or otherwise related to the use of the CADD Disks and CADD Drawings by the Contractor. The Contractor, to the maximum extent permitted by law, hereby agrees to indemnify, defend and hold the Architect and Engineer harmless from all loses, claims, damages, liabilities, and costs (including attorney fees) arising out of, resulting from, or otherwise related to the use of the CADD Disks and CADD Drawings by the Contractor. F. Record Drawings, shall show "as- built" condition of details, sections, riser diagrams, control changes and corrections to schedules. Schedules shall show actual manufacturer and model numbers of final equipment installation. G. The Sprinkler Contractor shall submit the record set for approval by the engineer a minimum of one week prior to seeking the permanent certificate of occupancy. 1.12 WARRANTIES A. Submit manufacturer's standard replacement warranties for material and equipment furnished under this Section. Such warranties shall be in addition to and not in lieu of all liabilities which the manufacturer and this Contractor may have by law or by provisions of the Contract Documents. B. All materials, equipment and work furnished under this Section shall be guaranteed against all defects in materials and workmanship for a minimum period of one -year (1) commencing with the Date of Substantial Completion. Any failure due to defective material, equipment or workmanship which may develop, shall be corrected at no expense to the Owner including all damage to areas, materials and other systems resulting from such failures. C. Guarantee that all elements of each system meet the specified performance requirements as set forth herein or as indicated on the Drawings. D. Upon receipt of notice from the Owner of the failure of any part of the systems during the warranty period, the affected parts shall be replaced. Any equipment requiring excessive service shall be considered defective and shall be replaced. 1.13 COORDINATION A. Refer to Division 1, General Conditions for record drawings and procedures to be under this Section, unless specifically noted otherwise in this Section. B. The work shall be so performed that the progress of the entire building construction, including all other trades, shall not be delayed nor interfered with. Materials and FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 15 MARCH 19, 2008 apparatus shall be installed as fast as conditions of the building will permit and must be installed promptly when and as required. C. Confer with all other trades relative to location of all apparatus and equipment to be installed and select locations so as not to conflict with work of other Sections. Any conflicts shall be referred immediately to the Owner's Representative for decision to prevent delay in installation of work. All work and materials placed in violation of this clause shall be readjusted to the Owner's Representative's satisfaction at no expense to the Owner. D. Where work of this section will be installed in close proximity to work of other sections or where there is evidence that the work of this Section may interfere with work of other sections, assist in working out space conditions to make satisfactory adjustment. Prepare and submit for approval 3/8" scale or larger working drawings and sections, clearly showing how the work is to be installed in relation to the work of other sections. E. Keep fully informed as to the shape, size and position of all openings required for all apparatus, pipes, sleeves, etc., and give information in advance to allow construction of required openings. Furnish all sleeves, pockets, supports and incidentals, and coordinate with the General Contractor for the proper setting of same. F. All distribution systems which require pitch or slope such as condensate drains and water piping shall have the right of way over those which do not. Confer with other trades as to the location of pipes, ducts, lights and apparatus and install work to avoid interferences. G. Fire Protection, Plumbing, HVAC, Electrical and any other systems shall be shown and coordinated on these transparencies in the order listed by the respective contractors. H. This Contractor shall, with the approval of the Owner's Representative and without extra charge, make reasonable modifications in his work as required by normal structural interferences, or by interference with work of other trades, or for proper execution of the work. 1.14 COORDINATION DRAWINGS A. Provide a set of Fire Protection coordination drawings for use in verifying required code clearances (as well as clearances for operation, repair, removal and testing) of all equipment and for use in coordinating installation of equipment with other trades. Where practical, the CADD layering as established by the A &E team for the construction documents shall be utilized in the preparation of all coordination drawings. Where CADD layering deviates from the A &E team's layering convention, the contractor shall submit the proposed layering system for approval. The CADD layering used shall provide, as a minimum, the flexibility of illustrating trade specific items similar to the established A &E team layering standard. B. The intent of the coordination drawings is to identify and resolve installation conflicts prior to fabrication and installation of any MEP trade. C. The HVAC Sub - contractor's coordination drawings shall be the basis for floor plan coordination. The Electrical Sub - contractor's reflected ceiling plans shall be the basis for ceiling coordination. D. The Architect and Engineer are not granting to the Contractor any ownership or property interest in the CADD Drawings by the delivery of the CADD Disks to the Contractor. The Contractor's rights to use the CADD disks and the CADD Drawings are limited to use for the sole purpose of assisting in the Contractor's performance of its contractual obligations FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 16 MARCH 19, 2008 under its contract with respect to the Project. The Architect and Engineer are granting no further rights. Any reuse or other use by the Contractor will be at the Contractor's sole risk and without liability to the Architect and Engineer. The Contractor hereby waives and releases any losses, claims, damages, liabilities of any nature whatsoever, and costs (including attorney fees) arising out of, resulting from, or otherwise related to the use of the CADD Disks and CADD Drawings by the Contractor. The Contractor, to the maximum extent permitted by law, hereby agrees to indemnify, defend and hold the Architect and Engineer harmless from all loses, claims, damages, liabilities, and costs (including attorney fees) arising out of, resulting from, or otherwise related to the use of the CADD Disks and CADD Drawings by the Contractor. E. Fire Protection Coordination Drawings 1. Prepare Coordination Drawings showing all fire protection work to be installed as part of Fire Protection Section 15300. The Coordination Drawings shall be created using AutoCAD and shall have a scale of %". 2. The Fire Protection Coordination Drawings shall show all equipment, pipes, sprinkler heads, sleeves, hangers, anchors and inserts. 3. After showing all of the Fire Protection work, forward a copy of the Fire Protection Coordination Drawings to the Owner's Representative for incorporation into the projects Coordination Drawings. 4. Do not install any of this work prior to the preparation and approval of the final Coordination Drawings. If Fire Protection work proceeds prior to the final Coordination Drawings, any change to the Fire Protection work to correct the interferences and conflicts which result will be made by this Contractor at no additional cost to the Owner. 5. Coordination Drawings are for this Contractor's and Owner's Representative's use during construction and shall not be construed as replacing any shop, "as- built", or Record Drawings required elsewhere in these Contract Documents. 6. Owner's Representative's review of Coordination Drawings shall not relieve this Contractor from his overall responsibility for coordination of all work performed pursuant to the Contract or from any other requirements of the Contract. 1.15 INTERPRETATION OF DRAWINGS AND SPECIFICATIONS A. It is the intention of the Specifications and Drawings to call for complete, finished work, tested and ready for continuous operation. Any apparatus, appliance, material or work not shown on the Drawings, but mentioned in the Specifications or vice - versa, or any incidental accessories necessary to make the work complete in all respects and ready for operation, even if not particularly specified, shall be provided by this Contractor without additional expense to the Owner. B. The Drawings are generally diagrammatic. The locations of all items that are not definitely fixed by dimensions are approximate only. The exact locations must be determined at the project and shall have the approval of the Owner's Representative before being installed. This Contractor shall follow Drawings, including his shop drawings, in laying out work and shall check the Drawings of other trades to verify spaces in which work will be installed. Maintain maximum headroom and space conditions. Where space conditions appear inadequate, notify the Owner's Representative before proceeding with the installation. This Contractor shall, without extra charge, make FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 17 MARCH 19, 2008 reasonable modifications in the layout as needed to prevent conflict with work of other trades or for proper execution of the work. C. Size of pipes and methods of running them are shown, but it is not intended to show every offset and fitting, nor every structural difficulty that may be encountered. To carry out the true intent and purpose of the Drawings, all necessary parts to make complete approved working systems ready for use, shall be furnished without extra charge. All work shall be installed in such a manner as to avoid being unsightly. 1.16 INSPECTION OF SITE CONDITIONS A. Prior to submission of bid, this Contractor shall visit the site and / or review the related construction documents to determine the conditions under which the Work has to be performed. He shall report, in writing, to the Owner's Representative, any conditions which might adversely affect the Contractor's work. 1.17 SURVEY AND MEASUREMENTS A. Base all required measurements, both horizontal and vertical, from referenced points established WITH the Owner's Representative. The Fire Protection Contractor shall be responsible for correctly laying out the Work required under this Section of the Specifications. B. In the event of discrepancy between actual measurements and those indicated, notify the Owner's Representative in writing and do not proceed with the related work until instructions have been issued. 1.18 DELIVERY, STORAGE AND HANDLING A. No materials shall be delivered or stored on site until Shop Drawings have been approved. B. All manufactured materials shall be delivered to the site in original packages or containers bearing the manufacturer's labels and product identification. C. Protect materials against dampness. Store off floors, under cover and adequately protected from damage. D. Inspect all Fire Protection equipment and materials, upon receipt at the job site, for damage and conformance to approved Shop Drawings. 1.19 PROTECTION OF WORK AND PROPERTY A. Be responsible for the care and protection of all work included under this Section until the completion and final acceptance of this Contract. B. Protect all equipment and materials from damage from all causes including, but not limited to, fire, vandalism and theft. All materials and equipment damaged or stolen shall be repaired or replaced with equal material or equipment at no additional cost to the Authority. C. Protect all equipment, outlets and openings with temporary plugs, caps and covers. Protect work and materials of other trades from damage that might be caused by work or workmen under this Section and make good damage thus caused. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 18 MARCH 19, 2008 D. Damaged materials are to be removed from the site; no site storage of damaged materials will be allowed. 1.20 SUPERVISION A. Supply the service of a competent Supervisor with a minimum of 5 years experience in Fire Protection Construction Supervision who shall be in charge of the Fire Protection work at the site. 1.21 SAFETY PRECAUTIONS A. Life safety, accident prevention shall be a primary consideration. Provide all required and prudent material, labor and equipment to comply with the safety requirements of the Owner and OSHA throughout the entire construction period of the project. B. Furnish, place and maintain proper guards and any other necessary construction required to secure safety of life and /or property. C. Perform work only in areas of the building as approved by the Owner's Representative equipment access to the site, laydown areas, parking areas and areas of work shall only be as designated and allowed by the Owner's Representative. 1.22 SCHEDULE A. Construct work in sequence under provisions of Division 1 and as coordinated with the Owner's Representative. 1.23 HOISTING, SCAFFOLDING AND PLANKING A. The work to be done under this Section shall include the furnishing, set -up and maintenance of all derricks, hoisting machinery, cranes, scaffolds, staging and planking as required for the work. 1.24 CUTTING AND PATCHING A. Provide all cutting and patching necessary for the proper installation of work to be performed under this Section. B. All work shall be fully coordinated with all phases of construction, in order to minimize the requirements for cutting and patching. C. Form all chases or openings for the installation of the work of this Section, or cut the same in existing work and see that all sleeves or forms are in the work and properly set in ample time to prevent delays. Be responsible that all such chases, openings, and sleeves are located accurately and are of the proper size and shape and consult with the Owner's Representative and all other trades concerned in reference to this work. Confine the cutting to the smallest extent possible consistent with the work to be done. In no case shall piers or structural members be cut without the approval of the CM. D. Fit around, close up, repair, patch, and point around the work specified herein to match the existing adjacent surfaces and to the satisfaction of the CM. E. Fill and patch all openings or holes left in the existing structures by the removal of existing equipment which is part of this Section. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 19 MARCH 19, 2008 F. All of this work shall be carefully done by workmen qualified to do such work and with the proper and smallest tools applicable. G. Any cost caused by defective or ill -timed work required by this Section shall be borne by this Contractor. H. When, in order to accommodate the work required under this Section, finished materials of other trades must be cut or fitted, furnish the necessary drawings and information to the trades whose materials must be cut or fitted. 1.25 SLEEVES, INSERTS AND ANCHOR BOLTS A. Coordinate with other trades the location of and maintaining in proper positions, sleeves, inserts and anchor bolts to be supplied and /or set in place under this Section. In the event of incorrectly located preset sleeves, inserts and anchor bolts, etc., all required cutting and patching of finished work shall be done under this Section. B. All pipes passing through floors, walls, ceilings or partitions shall be provided with fire stopping to maintain the fire rating of the structure. All penetrations and associated fire stopping shall be installed in accordance with the fire stopping manufacturer's listed installation details. Provide sleeves for all penetrations where required by the listed detail, for the penetration of all mechanical room floors and where specifically required on the drawings. C. Field drilling (core drilling), when required, shall be performed under this Section, after receipt of approval by the Owner's Representative. 1. When coring can not be avoided, provide 1 /4 pilot hole prior to coring. When coring through floor or slab, verify location of core on floor below and protect and piping, ductwork, wiring, furniture, personnel, etc., below the location of the core. 1.26 SUPPLEMENTARY STEEL, CHANNELS AND SUPPORTS A. Provide all supplementary steel, factory fabricated channels and supports required for the proper installation, mounting and support of all Fire Protection equipment and systems provided under this Section. B. Supplementary steel and factory fabricated channels shall be firmly connected to building construction in a manner approved by the CM as shown on the drawings, or herein specified. C. The type and size of the supporting channels and supplementary steel provided under this Section shall accommodate all deflections in conformance with the manufacturer's requirements for the specific loading on the system installed therein. D. All supplementary steel and factory fabricated channels shall be installed in a neat and workmanlike manner parallel to the walls, floors and ceiling construction. All turns shall be made with 90° and 45° fittings, as required to suit the construction and installation conditions. E. All supplementary steel including factory fabricated channels, supports and fittings shall be Underwriters' Laboratories, Inc. approved, shall be galvanized steel, where exposed or subject to rust producing atmosphere and shall be manufactured by Unistrut, H- strut, Powerstrut or approved equal. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 20 MARCH 19, 2008 1.27 ACCESSIBILITY A. All work provided under this Section of the Specification shall be installed so that parts requiring periodic inspection, maintenance and repair are accessible. Work of this trade shall not infringe upon clearances required by equipment of other trades, especially code required clearances to electrical gear. Minor deviations from the drawings may be made to accomplish this, but changes of substantial magnitude shall not be made prior to written approval from the Owner's Representative. 1.28 SEISMIC RESTRAINT REQUIREMENTS A. Submit working plans and calculations reviewed, signed and stamped by a Professional Engineer who is registered in the State where the project is located and has specific experience in seismic calculations, certifying that the plans meet all seismic requirements established by authorities having jurisdiction over the project. 1.29 WELDING QUALIFICATIONS A. Piping shall be welded in accordance with qualified procedures using performance qualified welders and welding operators. Procedures and welders shall be qualified in accordance with ASME BPV IX. Welding procedures qualified by others, and welders and welding operators qualified by another employer may be accepted as permitted by ASME B31.1. The Owner's Representative shall be notified 24 hours in advance of tests and the tests shall be performed at the work site if practicable. The welder or welding operator shall apply his assigned symbol near each weld he makes as a permanent record. Structural members shall be welded in accordance with Sections 05055 Welding, Structural. B. A fire watchman with an approved fire extinguisher shall be posted at the site of the welding work, during that work, and for a minimum of 30 minutes after the work is completed, to see that sparks or drops of hot metal do not start fires. 1.30 ELECTRICAL WORK A. All electrical apparatus and controls furnished and the installation thereof, as a part of the Fire Protection work, equipment, and controls shall conform to applicable requirements under DIVISION 16— ELECTRICAL. 1.31 PROJECT CLOSEOUT A. Certificates Of Approval 1. Upon completion of all work, provide certificates of inspections from the following equipment manufacturers stating that the authorized factory representatives have inspected and tested the operation of their respective equipment and found the equipment to be in satisfactory operating condition and installed per the manufacturers installation instructions and requirements. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 a. Backflow Preventor FIRE PROTECTION FOUNDATION PLAN 15300 - 21 MARCH 19, 2008 B. Substantial Completion 1. When the Subcontractor considers the Work under this Section is substantially complete, the subcontractor shall submit written notice, through the General Contractor, with a detailed list of items remaining to be completed or corrected and a schedule of when each remaining work item will be completed. Should the engineer determine the list of remaining work does not constitute substantial completion the engineer will notify the Architect and /or Owner and he will not make a substantial completion site visit. 2. The following items shall be submitted and approved by the Engineer prior to the written request for substantial completion inspection: a. Certification of successful operation of all systems. b. Training of the owner's personnel in the operation of the systems. c. Record Drawings in accordance with the contract specifications. d. Operation and Maintenance manuals. e. Testing reports. f. Balancing reports. g. Manufacturers certificates of approvals. h. Emergency contact list for reporting of malfunctioning equipment during the warrantee period. Contractors Project Completion certificate in accordance with the building code requirements. 3. Should the Engineer, during the substantial completion visit, observe that the Work is substantially complete, s /he will provide a written listing of the observed deficiencies referred herein as the Punch List. The Punch List will provide for a place for the subcontractor and general contractor to sign off and date each item individually indicating that the observed deficiency item has been corrected. 4. Should the Engineer, during the substantial completion site visit, observe that the Work is not substantially complete, s /he will provide, a written list of the major deficiencies and a reason for the work not being considered substantially complete. 5. If the work is found not to be substantially complete then the engineer shall be reimbursed for his time to re- observe the work. A re- observation fee shall be charged to the Subcontractor through the contractual agreement for any further observations by the engineer. 6. The Subcontractor shall remedy all deficiencies listed in the punch list within the time frame required by the contract. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 22 MARCH 19, 2008 C. Engineers Construction Completion Certification 1. Where required by the applicable code, the Engineers Construction Completion Certification will be issued by RDK Engineers when all life safety and health related issues are complete, all required functional tests are complete and all reports are complete. The following is a minimum listing of the required systems to be tested with reports generated indicating they are complete and ready for use: a. Fire Suppression Systems b. Pipe Pressure Test 2. There shall be NO outstanding items identified on the punch list for scope within any of these categories. D. Final Completion 1. The following items shall be submitted prior to the written request for Final completion: a. Revised Substantial Completion items to be resubmitted in accordance with the review process comments. b. Warranties commencing the date of Substantial completion c. Individual Signed and dated Punch List acknowledging completion of all punch list items 2. When the Subcontractor considers all of the punch list work items complete, the subcontractor shall submit written notice through the General Contractor that all Punch List items are complete and resolved and the work is ready for final inspection. The signature lines for completion of each punch list item shall be signed by the Subcontractor indicating the work is complete and signed by the General contractor indicating s /he has inspected the work and found it to be complete. Should the Engineer find the work to be finally complete and all Punch List items are complete the Engineer will make a recommendation to the Architect or Owner. If the Engineer has found the punch list work to be incomplete during final inspection a written listing of the observed deficiencies will be prepared by the Engineer. 3. If the work is not fully complete then the engineer shall be reimbursed for his time to re- observe the work. A re- observation fee shall be charged to the subcontractor through the contractual agreement for any re- observations by the engineer. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 23 MARCH 19, 2008 E. Subcontractor's Project Completion Certificate 1. Upon completion of work and prior to request for Certificate of Occupancy, the Subcontractor shall issue a certificate stating that work has been installed generally consistent with construction documents and all applicable codes. RDK Engineers can furnish a blank contractor's certificate form upon request. The certificate shall certify shall indicate: 2. The certificate shall include the following information: a. Project. b. Permit Number. c. Location. d. Construction Documents. 3. The certificate shall be signed by the Subcontractor and include the following: a. Signature. b. Date. c. Company. d. License Number. e. License Expiration Date. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 a. Execution of all work has been installed in accordance with the approved construction documents. b. Execution and control of all methods of construction was in a safe and satisfactory manner in accordance with all applicable local, state and federal statutes and regulations. e. Date on Plans and Specifications submitted for approval and issuance of the Building Permit. f. Addendum(a) and Revision Dates. FIRE PROTECTION FOUNDATION PLAN 15300 - 24 MARCH 19, 2008 PART 2- PRODUCTS 2.00 NOT USED 2.01 FIRE PROTECTION PIPE MATERIAL INDEX FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 25 MARCH 19, 2008 Service Limits Fire Service Leg. Press. (psig) Temp.(F) Class Material Fire Service (Exterior Underground) F 250 70 F10 Ductile Iron Cement Lined Sprinkler and Standpipe (Wet Pipe) SPR 175 70 F20 Carbon Steel Sprinkler Drain Piping SPD 175 70 F20 Carbon Steel General Material Notes: 1. Pipe, fittings and valves shall conform to the latest standards per relevant sections of ANSI, ASTM, AWWA and NFPA. All pipe shall be UL listed and FM approved. In addition, adhere to state and local plumbing and fire codes. 2. Rate system components for the maximum working pressure to which they are exposed but not less than 175 psig. 3. Pipe, tube valves and fittings shall meet or exceed ASTM /ANSI standards listed in the National Fire Codes and specifically in NFPA -13. 4. All threaded piping and fittings shall conform to thread cuts listed in ANSI /ASME B1.20.1. 5. Welding methods shall comply with all the requirements listed in American Welding Society document D10.9 levels AR -3. 6. Each length of pipe, each pipe fitting, material or device used in the respective system shall have cast, stamped or indelibly marked, the maker's name or mark, weight and quality of the product when such marking is required by the approved standards to which it applies. 7. All fire service piping shall be seismically braced per applicable sections of the state building code. Standards for braces and seismic joints shall be installed per the National Fire Prevention Code NFPA -13 as referenced by the state building code. 8. Fittings into which sprinklers, drop nipples or riser nipples are screwed shall be threaded type. Plain end fittings with mechanical couplings, fittings which use steel gripping devices to bite into the pipe and segmented welded fittings shall not be used PART 2- PRODUCTS 2.00 NOT USED 2.01 FIRE PROTECTION PIPE MATERIAL INDEX FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 25 MARCH 19, 2008 Pipe Class F15 Item 6" and larger Pipe Ductile Iron AWWA class 50 Cement lined and asphalt seal coated to ANSI /AWWA C1O4/A21.4 externally coated pipe. Cement lining ANSI A21.4 and AWWA C1O4. The pipe shall be insulated with polyurethane foam and covered with a PVC jacket. Ends shall be protected with a factory applied moisture barrier. Fittings Ductile Iron 250 psi rating conforming to AWWA C -110, cement lining AWWA C -104. The fittings shall be clearly marked with the letters "Ductile" or "DI" and shall have an outside bituminous coating of one mil. Joints Push on joints shall conform to a single rubber gasket joint per ANSI /AWWA C151A21.51. Flange joints and pipe flanges shall conform to ANSI B16.1. Flanged joints are to be fitted such that the contact faces bear uniformly on the gasket and are made with uniform bolt stress. Valves See F10 Insulation Closed cell with nominal density of 2.0 # /ft' with a K factor of .14 BTU in. /hr, sf. ° F at 73 ° F polyurethane foam completely filling the annular space between the pipe and jacket. Jacket Seamless PVC type 1 grade 1 per ASTM D1784. Jacket wall thickness shall be 100 mils for 6" pipe and 120 mils for 8" pipe. Heat Tape Provide heat tape, power connection kit and thermostat. Heat tape to be capable of maintaining 45 ° F water temperature in the carrier pipe system. See drawing details. Gaskets /Bolts Gaskets shall be full face rubber 1/8 in. thick. Bolts and nuts shall conform to ANSI B18.2.1 and B18.2.2 respectively. Approved Manufacturers: Perma- Pipe /Ricwil or as approved equal Notes: 1. Receiving , Storage and Handling - pipe shall be unloaded using slings, hooks, pipe tongs or skids. Care should be taken to avoid injury to coating or lining. Store lubricant for rubber joints in a sanitary condition as an aid in disinfection of the main. Rubber gaskets shall be used on a first in, first out basis and stored in a cool dark location 2. The initial backfill is to be select material hand placed and tamped in 6" dry layers above the jacket — leave pipe exposed for inspection. Do not use frozen sod, cinders or stones greater than %" as backfill. After hydrostatic tests are complete, backfill remaining exposed pipe and tamp in 12" layers. Do not use wheeled or tracked vehicles for tamping. Final backfill is to be free of stone greater than 1/" in diameter. Compact backfill in dry condition and compaction rate is to be 90 %. Submit compaction reports. 3. Thrust restraint shall be installed at all changes in direction, tees, dead ends and where changes in pipe size occur by the use of concrete thrust blocks, restrained joints and tie rods. FIDELITY INVESTMENTS - SEATTLE, WA FIRE PROTECTION 20080075.00 15300 - 26 FOUNDATION PLAN MARCH 19, 2008 Pipe Class F20 Item 2" and smaller 3" and larger Pipe Welded and seamless black steel pipe conforming to ASTM A53 schedule 40 thread and coupled or schedule 10 roll grooved. Welded and seamless black steel pipe conforming to ASTM A53 schedules 40 or schedule 10. Fittings Cast Iron Class 150 fittings ANSI /ASME B16.1 and screw fittings per ANSI /ASME B16.4. Mechanical grooved couplings with malleable iron housing clamps to engage and lock, "C" shaped composition sealing gasket, steel bolts, nuts and washers Cast Iron Class 150 fittings ANSI /ASME 816.11 and screw fittings per ANSI /ASME B16.3 and B16.9. Mechanical grooved couplings with malleable iron housing clamps to engage and lock, "C" shaped composition sealing gasket, steel bolts, nuts and washers. . Joints Roll groove, cut groove or thread. Apply joint compound or Teflon tape to male pipe threads on threaded systems Weld, roll groove, or thread. Apply joint compound or Teflon tape to male pipe threads on threaded systems. Welding procedures shall conform to the requirements of AWS D10.9, level AR3. Valves Ball Bronze or ductile ball valve with integral supervisory switch Nibco KT- 505-4 or Victaulic 728. Butterfly Ductile iron body with EDPM disc coating integral tamper switch. Vic 705W or Nibco GO- 1765 -4. Gate Iron body, solid wedge flanged. Provide tamper switch. Nibco F- 607-OTS. Check Spring actuated anti -water hammer. Nibco -KW -900 -W VIC -717. Provide ball drips at FP connections. Spring assisted, ductile iron with elastomer encapsulated disc. VIC- 717 or equal. Provide ball drips at FDC. Flanges Flanges shall be plain faced and shall be CI 150 and shall conform to ANSI B16.5 Flanges shall be plain faced and shall be CI 150 and shall conform to ANSI B16.5 and NFPA -13 standards Gaskets /Bolts Gaskets shall be full face rubber 1/8 in. thick. Bolts and nuts shall conform to ANSI B18.2.1 and 818.2.2 respectively. Gaskets shall be full face rubber 1/8 in. thick. Bolts and nuts shall conform to ANSI B18.2.1 and 818.2.2 respectively. FIDELITY INVESTMENTS - SEATTLE, WA FIRE PROTECTION 20080075.00 15300 - 27 FOUNDATION PLAN MARCH 19, 2008 Pipe Class F20 Item 2" and smaller 3" and larger Notes: 1. Pipe material and fittings shall meet the standards set forth for pipe and tube in the national fire code NFPA 13 section 2 -3. 2. Cut grooves shall be in full conformance with mechanical coupling manufacturers specifications and adhere to requirements outlined in NFPA -13 — latest edition. 3. Flexible couplings shall be used where vibration attenuation and stress relief is required. 4. Provide gate valve at fire pump suction, at BFP, and on 10" and larger service pipe. 2.02 PIPING, EQUIPMENT AND VALVE IDENTIFICATION A. General B. Piping 1. All pipe markers, bands, valve tags and equipment identification plates shall be as manufactured by W.H. Brady, Westline Products, Seton Nameplate Company or approved equal. 1. Name of the service shall be printed in black letters, not less than 2" high for piping 3" and larger and 1" in height for piping 2W and smaller. 2. Legends, arrows and color band background shall conform to ANSI Standard A13.1 covering "Identification of Piping Systems." C. Equipment 1. Nameplates shall be made of black surface white core laminated bakelite with indented letters. 2. Nameplate shall be a minimum of 3" wide by 1.5" high and bear the equipment name as designated in these Specifications. 3. Equipment identification designations shall be from equipment schedules as indicated on the drawings or specified herein. D. Valve Tags 1. All valves on pipes of every description shall have neat, circular brass valve tags of at least 1.5" in diameter, attached with brass hook to each valve stem. Stamp on these valve tags in letters as large as practical the number of the valve and the service. The numbers of each service shall be consecutive. 2. All valves on equipment, tanks and pumps shall be numbered by 3" diameter red metal discs with white numbers 2" high secured to stem of valves by means of brass hooks or small solid link brass chain. 2.03 BACKFLOW PREVENTER A. Backflow Preventer 1. Double check assembly shall be Washington DEP approved, complete with OS &Y gate, valves, as indicated, on inlet and outlet. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 28 MARCH 19, 2008 B. Installation of all backflow preventers shall be in accordance with Department of Environmental Protection regulations. C. Double check assemblies shall be registered with and approved by Washington DEP or its agent prior to installation. D. Provide repair kit for double check backflow preventer. E. Double check assemblies 3" and larger shall be supported from the floor by means of adjustable pipe supports with floor flanges anchored to the floor. Provide spool piece before and after unit to receive support saddles. 2.04 WET PIPE ALARM CHECK VALVE A. As manufactured by Reliable, Grinnell, Victaulic, Viking or approved equal. Valve shall be FM and UL approved, and rated to 175 psi. B. Valve body shall be manufactured of cast or ductile iron with moving parts of brass, bronze, aluminum bronze, stainless steel or EPDM. All internal parts replaceable without removing valve from installed position C. Check valve assembly shall include but not be limited to the following: 1. Standard trim piping 2. Pressure gauges 3. Wet pipe alarm check valve 4. Retarding chamber 5. Testing valves 6. Water flow indicator 7. Supervisory pressure switches 8. Main drain 9. Provide all necessary components as required for a complete operational system 2.05 ELECTRIC ALARM BELL A. Provide a UL / FM approved exterior alarm bell. Alarm bell shall be 6 inches in diameter, operates on 120 vac, with red powder coating, and be equal to Potter Series PBA -AC. 2.06 FIRE DEPARTMENT CONNECTION A. Fire department connection shall be flush type with cast brass body, matching wall escutcheon lettered "Auto Spkr" with a polished brass finish. The connection shall have two inlets with individual self - closing clappers, caps with drip drains and chains. Female inlets shall have 2W diameter American National Fire Hose Connection Screw Threads (NH) per NFPA 1963. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 29 MARCH 19, 2008 2.07 SUPERVISORY / TAMPER SWITCH A. Supervisory / Tamper Switch: suitable for mounting to the type of control valve to be supervised open. The switch shall be UL / FM approved, tamper resistant and contain one set of SPDT (Form C) contacts arranged to transfer upon removal of the housing cover or closure of the valve of more than two rotations of the valve stem. Wiring on switch to fire alarm control panel to be provided under Division 16 Electrical. 1. Tamper switches for OS &Y valves shall be equal to Potter Model OSYSU -1 or System Sensor OSY2. 2.08 WATER FLOW SWITCH A. UL / FM approved vane type with a pipe saddle and cast aluminum housing. The electro- mechanical device shall include a flexible, low- density polyethylene paddle conforming to the inside diameter of the Fire Protection pipe. The device shall sense water movements and be capable of detecting a sustained flow of 10 GPM or greater. The device shall contain a retard device adjustable from 0 -90 seconds to reduce the possibility of false alarms caused by transient flow surges. The switch shall include two SPDT (Form C) contacts, and shall be equipped with a silicone rubber gasket to assure positive water seal and a dustproof cover and gasket to seal the mechanism from dirt and moisture. Wiring of the flow switch will be provided under Division 16 — Electrical. 1. Flow switch shall be equal to Potter Model VSR -F or System Sensor WFD for pipe sizes 2 inch through 8 inch. 2.09 PRESSURE (WATERFLOW) SWITCH A. Pressure (Waterflow) Alarm Switch: pressure switch shall include a metal housing with a neoprene diaphragm, SPDT snap action switches and a '/2' NPT male pipe thread. The switch shall have a maximum service pressure rating of 176 psi. There shall be two SPDT (Form C) contacts factory adjusted to operate at 4 to 8 psi. The switch shall be capable of being mounted in any position in the alarm line trim piping of the alarm check valve. Wiring of the pressure switch will be provided under Division 16 — Electrical. 1. Pressure switch shall be equal to Potter Model PS10A. 2.10 SPRINKLER HEADS AND DESIGN PARAMETERS A. Sprinkler heads shall be installed in accordance with architectural reflected ceilings in all finished areas. 1. In all open areas where electrical equipment is located, shields shall be provided to keep water off the electrical equipment. 2. Areas with no hung ceiling shall be brass, upright. 3. Areas with heated ceiling space above unheated corridor shall have dry- pendant heads - chrome plated. B. Sprinkler heads shall be manufactured by Reliable, Viking, Victaulic, Grinnell or approved equal. All sprinkler heads shall be UL/FM approved. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 30 MARCH 19, 2008 Area Definition Building combustible load greater than light hazard Standard NFPA— 13 Classification Ordinary Hazard Design Pressure To meet end head requirements Design Density .2 qpm /ft Area of Operation 1500 ft Hose Allowance 250 gpm Head Spacing 80 square feet per head normal up to 130 sf Sprinkler Head Type Exposed sprinklers. Upright or pendent orientation. Rough Bronze finish Sprinkler Head Criteria Temperature rated at 165 °F, use 212 °F near heat sources. Style is Quick response pendent, K = 5.6. Accepted Manufacturers /model. Other Provide Head guards in mechanical rooms, janitors closets, and in stairwells. Sprinklers for rooms with ceiling obstructions such as protruding light fixtures or soffits shall be fitted with extra sprinkler heads to accommodate obstructions. Area Definition Building Common Areas Standard NFPA —13 Classification Light Hazard Design Pressure To meet end head requirements Design Density .1 qpm/ft Area of Operation 1500 ft Hose Allowance 100 gpm Head S•acin. 120 ft s•acing up to 225 ft Sprinkler Head Type Concealed white finish in ceiling areas, upright rough bronze in non - ceiling areas, Sprinkler Head Criteria Temperature rated at 155 - 165 °F. Style is Quick response pendent, K = 5.6 Accepted Manufacturers /model. Other Quick response sidewall sprinkler heads may be installed per listing 20080075.00 C. Building Occupancies and Density Classifications 1 Administration, Office, Dining, Conference Rooms, Auditorium, Lobbies, Classrooms, Meeting Rooms, Toilet Cores, Lounges And Common Areas. 2. Future Tenant Areas, Mechanical Rooms, Storage Room, Under Stairs, Kitchens, Laundry Rooms, and Janitor's supply areas. FIDELITY INVESTMENTS - SEATTLE, WA FIRE PROTECTION 15300 - 31 FOUNDATION PLAN MARCH 19, 2008 D. Spare Sprinkler Heads and Cabinet 1. Provide at each sprinkler alarm check valve, a metal cabinet containing spare sprinkler heads and wrenches. 2. Cabinet shall have shelves for storing the spare sprinkler heads in an orderly manner. The shelf spaces shall be subdivided to segregate the sprinkler heads of each type and clearly identify them with approved markings. Cabinet shall have proper arrangements for hanging the wrenches. Wrenches shall be located so as to be readily accessible. 3. Cabinet shall be dust tight and red in color, enameled finish. The outside of the cabinet door shall have painted on it in legible and clear lettering "Automatic Sprinklers - Reserve Supply" suitable standard instructions pertaining to the sprinkler systems and any other necessary information shall be fastened onto the inside of the cabinet door. 4. The cabinet size and number of each type spare sprinkler heads shall conform to the National Fire Protection Association Pamphlet No. 13. A single cabinet may be installed in the Fire Service Entrance Room to serve multiple alarm check valves. 2.11 WATER PRESSURE GAUGES A. Water pressure gauges of the double spring Bourdon type, as manufactured by U.S. Gauge American, Mueller, Trerice, Ashcroft or approved equal, shall be installed in the sprinkler system. The gauges shall have a 6" diameter face with brass case and shall be Underwriters' approved. B. Gauges shall be controlled by a valve with arrangements for drainage. An outlet, at least '/4' size, plugged for the installation of the inspector's gauge shall be located between each valve and gauge. C. Dial gradations reading in "PSIG" shall such that the normal operating pressure of the system installed shall be indicated near the middle of the scale. D. The accuracy of the gauges shall be within one (1) percent of the scale range. 2.12 HANGERS AND SUPPORTS A. Hangers shall be installed, as required, to meet NFPA compliance as to location and spacing and Manufacturer's Standardization Society (MSS) Standard Practice Bulletins SP -58 & 69. B. Hanger material shall be compatible with piping materials with which it comes into contact. C. Hangers shall be installed, in addition to the above, at all changes of direction (horizontal and vertical), valves and equipment connections. Hangers shall be located so that their removal is not required to service, assemble or remove equipment. D. Horizontal runs may use Type "1A" band hangers up to 4" size. Piping larger than 4" shall be provided with Clevis type. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 32 MARCH 19, 2008 E. Vertical support shall be by means of riser clamps (anchors with split ring type allowable up to 2" size only) and adjustable pipe support with flange anchored to floor. F. All rods, clamps, nuts, washers, shields and hangers shall be electro- galvanized coated steel. G. Valve and piping supports, from the floor, shall be equal to figure 101, adjustable pipe support and complete with pipe standard and flange, anchored to floor. 1. Supports shall be installed at each control valve, riser tee or elbow and where any unsupported section exceeds 4' -0" in length measured along piping centerline. H. All inserts shall be galvanized malleable concrete and insert equal to Witch Figure 108. The use of continuous concrete insert equal to Figure 1480 is allowed in concealed areas and mechanical rooms. Powder driven inserts are not permitted. 2.13 SEISMIC RESTRAINTS A. Provide seismic restraint types as described in NFPA 13, Installation of Sprinkler Systems, Appendix A. 2.14 SLEEVES AND ESCUTCHEONS A. All pipes passing through floors, walls, or partitions shall be provided with sleeves having an internal diameter with a minimum of one" larger than the outside diameter of the pipe. B. Sleeves through outside walls and slab on grade shall be schedule 40 black steel pipe with a 150 pound black steel slip on welding flanges, welded at the center of the sleeve and shall be painted with one coat of bitumastic paint, inside and outside. C. Sleeves through interior masonry floors and walls shall be schedule 40, black, steel pipe. Sleeves through interior nonmasonry walls or partitions shall be 22 gauge galvanized sheet steel. D. The sleeves through outside walls and slab on grade shall be provided with pipe to wall penetration closures equal to Link -Seal Thunderlike Corporation. Seals shall be mechanical type of interlocking rubber links shaped to fill space between pipe and sleeve. Links shall be assembled with bolts to form a belt around the pipe with pressure plate under each bolt head and nut. After seal assembly is positioned, tightening of bolts will provide watertight seal. This Contractor shall determine the required inside diameter of each individual sleeve before ordering, fabricating or installing. The inside diameter of each sleeve shall be sized as recommended by the manufacturer to fit the pipe and Link -Seal to assure a watertight joint. E. Sleeves through walls shall terminate flush with face of wall. Sleeves through floor shall terminate 1" above finished floor. F. Required fire resistance of floors and walls shall be maintained where penetrations occur. Fire stopping at sleeves shall be installed per manufacturer's recommendations. G. Escutcheons shall be provided with a set screw to properly hold escutcheon in place and provided at all exposed floor and wall penetrations. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 33 MARCH 19, 2008 2.15 FIRESTOPPING A. Provide asbestos -free firestopping material capable of maintaining an effective barrier against flame, gases, and temperature. Provide noncombustible firestopping that is nontoxic to human beings during installation or during fire conditions. Devices and equipment for firestopping service shall be UL FRD listed or FM P7825 approved for use with applicable construction, and penetrating items. B. Fire Hazard Classification: material shall have a flame spread of 25 or less, a smoke developed rating of 50 or less when tested in accordance with UL 723 or UL listed and accepted. C. Firestopping Rating: firestopping materials shall be UL FRD listed or FM P7825 approved for "F" and "T" ratings at least equal to fire- rating of fire wall or floor in which penetrated openings are to be protected, except that "F" and "T" ratings may be 3 hours for firestopping in through - penetrations of 4 -hour fire rated wall or floor. 2.16 EXPANSION JOINTS A. Provide expansion joints at all building expansion joint crossovers consisting of flexible mechanical fittings in series to allow for 1W movement in both horizontal and vertical planes. PART 3 - EXECUTION 3.00 NOT USED 3.01 GENERAL INSTALLATION REQUIREMENTS A. The installation shall be in accordance with the applicable provisions of NFPA 13, NFPA 14, NFPA 24 and publications referenced therein. B. Piping or other apparatus shall not be installed in such a manner so as to not interfere with the full swing of the doors and access to other equipment. C. The arrangement, positions and connections of pipes, drains, valves, and the like, indicated on the drawings shall be followed as closely as possible, but the right is reserved by the Owner's Representative to change locations and elevations to accommodate the work, at no additional cost to the Authority. D. It shall be possible to drain the water from all sections of each aboveground standpipe /sprinkler piping system. Pitch piping back to drain valves. E. Screwed pipe and copper tubing shall be reamed smooth before installation. F. Vertical risers shall be firmly supported by riser clamps, properly installed to relieve all weight from the fittings. G. All Fire Protection service piping shall be kept a sufficient distance from other work to permit finished covering to be not less than 1" from other work. H. The pipe and fittings shall be manufactured in the United States of America and in accordance with the Commercial Standards, American National Standards Institute and American Society of Testing Materials. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 34 MARCH 19, 2008 3.02 IDENTIFICATION A. All equipment and each length of pipe fitting, trap, fixture, control panel, starter, and device used in the systems shall have a permanently attached nameplate or be cast, stamped or indelibly marked with the manufacture's mark or name, the weight, type and class. The nameplates shall be kept clean and readable at all times. B. Code 39 shall be the bar code format unless designated differently by the Owner's facility group. The contractor shall create the required bar codes and asset numbers based upon input from the Owner's facility group. The contractor shall create a database of all equipment, panels and valves for owner's review and approval. C. Equipment, panel, and valve labels shall be 4" by 2Y2" and designed to withstand temperatures of -22 °F to +392 °F. Labels are designed to be resistant to water acid /solvent, dirt and oil repellant. Labels shall be high tensile Graphiplast® tearing strength as well as scratch resistant and affixed to equipment by cable ties or adhesive clear pouch. Location of label shall be at unit control panel, next to factory nameplate, lower right -hand corner of panel, and /or tie wrapped to localize disconnect at unit. Installation instructions shall be provided with the labels to assure durability (i.e., clean surface prior to adhering adhesive label, leave cable ties loose on outside of equipment to allow freedom of movement due to the elements, etc.) and with adhesive tags not secured when temperatures are below 45 °F ambient temperature. D. Samples of stickers together with color schedules shall be submitted during the submittal phase of this project. E. Piping 1. Furnish and affix approved adhesive bands identifying the service and direction of flow of each piping system installed under this Section. 2. Identification shall be provided on all piping that is exposed as well as all in concealed locations such as shafts, and above removable ceilings in which piping may be viewed. 3. Each set shall consist of one band on which the name of the service is printed and one band on which is printed a black directional arrow. 4. Bands shall be applied where they can be easily read from the finished floor below, with their long dimension parallel to the axis of the pipe. 5. Bands shall be applied only after any finish painting is completed. 6. In general, the piping of each system shall be identified in the following locations and the piping designation shall be taken from the legend as indicated on the drawings. a. Pipe mains and branches - every 25 feet in all accessible open areas and ten feet apart in congested areas. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 b. At each side of valves and pipe tees. c. Each wall penetration (both sides). d. At each piece of equipment. FIRE PROTECTION FOUNDATION PLAN 15300 - 35 MARCH 19, 2008 e. At each floor, above and below ceilings, on exposed risers and drops. 7. Hydraulic design data nameplates shall be permanently affixed to each alarm check valve as specified in NFPA 13. The sign shall include the following information: a. Location of design area b. Densities c. Flow and residual pressure demand at the base of riser d. Occupancy classification e. Hose stream demand F. Equipment: 1. Each item of equipment including controls, not provided with a manufacturer's nameplate shall be identified by this Contractor with a permanently attached nameplate. 2. Equipment marking shall be prominently located on each normally visible side of equipment. Equipment intended for installation in finished areas shall have markings located behind normally used access panels mounted so as to be readily found. 3. Nameplates, catalog numbers and rating identification shall be securely attached to electrical and mechanical equipment with screws or rivets. Adhesives or cements will not be permitted. G. Equipment Identification: 1. Equipment identification designations shall be taken from equipment schedules and coordinated with the Owner's facility group to assure designations match up with Owner's maintenance management system identification database. H. Valve Tags: 1. Valve tags shall be circular 1W diameter, brass tags with 1 /4' letters and '/2' numbers, black filled and attached by means of brass "S" hooks and brass chain. 2. Valve numbers and legend on valve tags shall correspond to numbers indicated on the Record Drawings and valve list. Legend shall be taken from Contract Drawings Legend. Valve Charts and Lists: 1. Provide to the Owner's Representative two printed detailed valve number lists. These printed lists shall state the numbers and location of each valve and the fixture or group of fixtures which it controls, and other necessary information, such as requiring the opening or closing of another valve or valves, when any one valve is to be opened and closed. 2. These printed lists shall be prepared in form to meet approval of the Owner's Representative and shall be framed under glass. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 36 MARCH 19, 2008 3.03 SEISMIC PROTECTION OF PIPING A. The system piping shall be protected against damage from earthquakes. Seismic protection of the piping system shall be provided in accordance with NFPA 13 and the State Building Code. Seismic protection shall include flexible couplings, sway bracing, seismic separation assemblies where piping crosses building seismic separation joints, and other features as required in NFPA 13 for protection of piping against damage from earthquakes. 3.04 ABOVEGROUND PIPING INSTALLATION A. Piping shall be run straight and bare evenly on hangers and supports. B. Piping in Exposed Areas shall be installed so as not to diminish exit access widths, corridors or equipment access. Exposed horizontal piping, including drain piping, shall be installed to provide maximum headroom. C. Piping in Finished Areas: in areas with suspended or dropped ceilings and in areas with concealed spaces above the ceiling, piping shall be concealed above ceilings. Piping shall be inspected, tested and approved before being concealed. Risers and similar vertical runs of piping in finished areas shall be concealed. D. Pendent Sprinklers: wet pendent sprinklers shall be connected to piping in accordance with NFPA detail "Return Bend" connection, to prevent the collection of piping corrosion, scale and sediment in the sprinkler head. Drop nipples to pendent sprinklers shall consist of minimum 1" pipe with a reducing coupling into which the sprinkler shall be threaded. Hangers shall be provided on arm -overs to drop nipples supplying pendent sprinklers when the arm -over exceeds 12 inches. Where sprinklers are installed below suspended or dropped ceilings, drop nipples shall be cut such that sprinkler ceiling plates or escutcheons are of a uniform depth throughout the finished space. The outlet of the reducing coupling shall not extend more than 1" below the underside of the ceiling. On pendent sprinklers installed below suspended or dropped ceilings, the distance from the sprinkler deflector to the underside of the ceiling shall not exceed 4 inches. 1. Pendent Sprinkler Locations: in suspended ceilings, shall be located in the center of tiles a minimum of 6" from ceiling grid. E. Upright Sprinklers: riser nipples or "sprigs" to upright sprinklers shall contain no fittings between the branch line tee and the reducing coupling at the sprinkler. Riser nipples exceeding 30" in length shall be individually supported. F. Pipe Joints: conform to NFPA 13, except as modified herein. Not more than four threads shall show after joint is made up. Welded joints will be permitted, only if welding operations are performed as required by NFPA 13 at the Contractor's fabrication shop, not at the project construction site. Flanged joints shall be provided where indicated or required by NFPA 13. Grooved pipe and fittings shall be prepared in accordance with the manufacturer's latest published specification according to pipe material, wall thickness and size. Grooved couplings and fittings shall be from the same manufacturer. G. Reductions in pipe sizes shall be made with one -piece tapered reducing fittings. The use of grooved -end or rubber - gasketed reducing couplings will not be permitted. When standard fittings of the required size are not manufactured, single bushings of the face type will be permitted. Where used, face bushings shall be installed with the outer face flush with the face of the fitting opening being reduced. Bushings shall not be used in FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 37 MARCH 19, 2008 elbow fittings, in more than one outlet of a tee, in more than two outlets of a cross, or where the reduction in size is less than 1 /2 inch. H. Pipe Penetrations: cutting structural members for passage of pipes or for pipe- hanger fastenings will not be permitted. Pipes that must penetrate concrete or masonry walls or concrete floors shall be core - drilled and provided with pipe sleeves. Each sleeve shall be schedule 40 galvanized steel, ductile iron or cast iron pipe and shall extend through its respective wall or floor and be cut flush with each wall surface. Sleeves shall provide required clearance between the pipe and the sleeve per NFPA 13. The space between the sleeve and the pipe shall be firmly packed with mineral wool insulation. Where pipes pass through fire walls, fire partitions, or floors, a fire seal shall be placed between the pipe and sleeve in accordance with paragraph 3.06 — Firestopping Installation. In penetrations which are not fire -rated or not a floor penetration, the space between the sleeve and the pipe shall be sealed at both ends with plastic waterproof cement which will dry to a firm but pliable mass or with a mechanically adjustable segmented elastomer seal. 1. Sleeves in floors shall set 1" above the finished floor surface or as indicated on the Architectural Drawings. 2. Inserts required for work under this Section shall be set in the formwork before the concrete in poured. 3. Each interior wall or partition sleeve shall be packed with foam, glass wool or approved substitute flush with each face of wall. Escutcheons shall be provided for pipe penetration of ceilings and walls. Escutcheons shall be securely fastened to the pipe at surfaces through which piping passes. 1. Escutcheons shall be installed around all exposed piping passing through floor, wall or ceiling. Escutcheons shall fit snugly around the bare or insulated pipe. J. Inspector's Test Connection: unless otherwise indicated, test connection shall consist of 1" pipe connected to the remote branch line; a test valve located approximately 7' above the floor; a smooth bore brass outlet equivalent to the smallest orifice sprinkler used in the system; and a painted metal identification sign affixed to the valve with the words "Inspector's Test." The discharge orifice shall be located outside the building wall directed so as not to cause damage to adjacent construction or landscaping during full flow discharge. 1. Unless otherwise indicated, Inspector's Test Connection shall be located at the most remote branch of the fire protection system. K. Drains: main drain piping shall be provided to discharge at a safe point outside the building or at the location indicated on the plans. Auxiliary drains shall be provided as required by NFPA 13 except that drain valves shall be used where drain plugs are otherwise permitted. Where branch lines terminate at low points and form trapped sections, such branch lines shall be manifolded to a common drain line. L. Installation of Fire Department Connection: connection shall be mounted where indicated on plans and approximately 3 feet above finished grade. The piping between the connection and the check valve shall be provided with an automatic drip in accordance with NFPA 13 and arranged to drain to the outside. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 38 MARCH 19, 2008 M. Hanger Installation 1. All piping shall be supported from the building structure by means of approved hangers and supports, to maintain proper grading and pitching of lines, to prevent vibration and to secure piping in place, and shall be so arranged as to provide for expansion and contraction. 2. Vertical hanger rods to support piping from the structure or supplementary steel shall not exceed four feet in total length vertically, this Contractor shall provide factory fabricated channels and all associated accessories. 3. Friction clamps shall be installed at the base of the risers and at each floor (above or below floor slabs). Friction clamps installed above floor slabs shall not be supported from or rest on floor sleeves. 4. Provide hangers at a maximum distance of two feet from all changes in direction (horizontal and vertical), on both sides of concentrated loads (equipment) and at valves. 5. Hangers, in general, for all horizontal piping shall be A Band type hangers for piping up to 4" size and Clevis type for piping 5" and larger. 6. All supplementary steel including factory fabricated channels and associated accessories throughout both suspended and floor mounted shall be provided by this Contractor and shall be subject to the approval of the CM. 7. Wire, tape or wood fastenings for shims or support of any pipe or tubing shall not be used. 8. Remove all rust from the ferrous galvanized hanger equipment (hangers and rods) and apply one coat of galvanized paint immediately after erection. 9. Piping at all equipment and each control valve shall be supported to prevent strains or distortions in the connected equipment and control valves. Piping and equipment shall be supported to allow for removal of equipment, valves and accessories with a minimum of dismantling and without requiring additional support after these items are removed. 10. All piping shall be independently supported from the building structure and not from the piping, ductwork, conduit or ceiling suspension systems of other systems. 11. Installation of hangers which permit wide lateral motion of any pipe will not be acceptable. 12. All hangers in contact with uninsulated piping shall be compatible with piping material. 3.05 UNDERGROUND PIPING INSTALLATION A. The Fire Protection water main shall be laid, and joints anchored, in accordance with NFPA 24. Minimum depth of cover shall be 5 feet. The supply line shall terminate inside the building with a flanged piece, the bottom of which shall be set not less than 6" above the finished floor. A blind flange shall be installed temporarily on top of the flanged piece to prevent the entrance of foreign matter into the supply line. A concrete thrust block shall be provided at the elbow where the pipe turns up toward the floor. In addition, joints shall FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 39 MARCH 19, 2008 • be anchored in accordance with NFPA 24 using pipe clamps and steel rods from the elbow to the flange above the floor and from the elbow to a pipe clamp in the horizontal run of pipe. Buried steel components shall be provided with a corrosion protective coating in accordance with AWWA C203. Piping more than 5' outside the building walls shall meet the requirements of Division 2 —Site Work. 3.06 FIRESTOPPING INSTALLATION A. Install firestopping assembly at locations shown and as specified in accordance with UL FRD systems or FM P7825 designs, and as recommended by manufacturer. B. Firestopping Locations: completely fill openings around penetrating items with firestopping material to prevent spread of fire in the following locations: 1. Around duct, cable, conduit, piping, and their supports that penetrate fire -rated above grade floor slabs, interior partitions, and exterior walls. 2. Around openings and penetrations through fire -rated ceiling assemblies. 3. Around penetration of vertical fire -rated service shafts. 4. Around openings and penetrations through fire -rated enclosures. 5. Other locations indicated. 3.07 FIELD QUALITY CONTROL A. Do not cover or enclose firestopped areas until approved by the Contracting Officer. 3.08 EARTHWORK A. The work in this paragraph shall be performed in accordance with applicable provisions of Section 02200 — Earthwork 3.09 ELECTRICAL WORK A. Alarm signal wiring connected to the building fire alarm control system shall be in accordance with Division 16— Electrical. 3.10 FIELD PAINTING AND FINISHING A. Field painting and finishing shall conform to the requirements specified in Section 09902 —Field Painting. 3.11 TESTING A. General 1. All labor, materials, instruments, devices and power required for testing shall be provided by this Contractor. The tests shall be performed in the presence and to the satisfaction of the Owner's Representative and such other parties as may have legal jurisdiction. No piping in any location shall be closed up, furred in, or covered before testing. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 FIRE PROTECTION FOUNDATION PLAN 15300 - 40 MARCH 19, 2008 • 2. Where portions of piping systems are to be covered or concealed before completion of the project, those portions shall be tested separately in the manner specified herein for the respective entire system. 3. Any piping or equipment that has been left unprotected and subject to mechanical or other injury in the opinion of the Owner's Representative shall be retested in part or in whole as directed. 4. The Owner's Representative retains the right to request a recheck or resetting of any pump or instrument by this Contractor during the guarantee period at no additional cost to the Authority. 5. Repair, or if directed, replace any defective work with new work without extra charge to the Contract. Repeat tests as directed, until the work is proven to meet the requirements specified herein. 6. Restore to its finished condition any work, damaged or disturbed, provided by other contractors and engage the original contractor to do the work of restoration to the damaged or disturbed work. 7. Caulking of screwed joints or holes in piping will not be acceptable. 8. Notify the Owner's Representative and any inspectors having jurisdiction, a minimum of 48 hours in advance of making any required tests so that arrangements may be made for their presence to witness his scheduled tests. B. Specific: 1. Sprinkler Systems FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 a. Testing shall be in accordance with NFPA -13 "Standard for the Installation of Sprinkler Systems ", current edition, Chapter 8. b. Each system shall be tested to a hydrostatic pressure of 200 PSI for two hours. c. Flushing shall be performed at a minimum rate of 390 GPM for systems supplied by a 4" alarm valve and 880 GPM for systems with a 6" alarm valve. d. All water flow detecting devices and circuits shall be flow tested through the inspector's test connection and activate within five minutes of initiation. 3.12 OPERATING AND MAINTENANCE INSTRUCTIONS A. Prior to completion of the Contract, provide field operating instructions to the Owner's Representative with respect to operation functions and maintenance procedures for the equipment and systems installed. B. All equipment provided under this Section shall be placed in operation and shall function continuously in an operation test for a period of one week, without shut down due to mechanical failure. FIRE PROTECTION FOUNDATION PLAN 15300 - 41 MARCH 19, 2008 C. Prior to scheduling the project final inspection and after completion of the entire installation period, provide all work required to adjust all controls, and all maintenance to place the systems in operation to meet the requirements of this Section. D. Provide to the Authority through the Owner's Representative operating, service, maintenance instruction manuals containing replacement data for the equipment which will require operating, maintenance or replacement and one copy of this literature shall be available during the instruction of the operating personnel while the others are checked for completeness by the Owner's Representative. E. Sufficient advance notice shall be given to the Authority's designated operating personnel for the specific instruction period. Upon completion of instruction, obtain from the representative(s) written verification that the above mentioned instruction has been performed. Forward such verification to the Authority through the Owner's Representative. F. Each copy of the approved operating and maintenance manual shall contain copies of approved shop drawings, equipment literature, cuts, bulletins performance charts, pump curves, details, equipment and engineering data sheets and typewritten instructions relative to the care and maintenance for the operation of the equipment, all properly indexed and bound in a hard -back three ring binder. Flysheets shall be placed before instructions covering each section. The instruction sheets shall be in 8 with large sheets of drawings folded in neatly. Each manual shall have the following minimum contents: 1. Table of Contents 2. Maintenance a. Maintenance and Lubricating Instructions b. Replacement Charts c. Preventive Maintenance Recommendations d. Trouble- shooting Charts for Equipment Components e. Testing Instructions for each Typical Component f. System Draining and Filling Instructions g. Two typed sets of charts indicating equipment tag number, location of equipment, specific equipment service, greasing and lubricating requirements as recommended, lubricant type and intervals of lubrication. h. Two types sets of instructions for ordering spare parts. Each set shall include name, telephone number and address of where they may be obtained. 3. Manufacturer's Literature FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 a. The equipment for which shop drawings have been submitted and approved. b. Wiring Diagrams FIRE PROTECTION FOUNDATION PLAN 15300 - 42 MARCH 19, 2008 c. Installation Drawings d. Manufacturer's Representative and Contract Information e. Guarantees 3.13 INSTRUCTING OPERATING PERSONNEL A. Upon completion of the work and at a time designated by the Owner's Representative, the Contractor shall provide, for a period of not less than one 8 -hour working day, the services of experienced technicians regularly employed by the manufacturer to instruct Authority operating personnel in the proper operation, inspection, testing, and maintenance of the equipment. Manufacturer's representatives who were present during the final tests shall be present and shall conduct or assist in the instruction. 3.14 CLEANING, ADJUSTING AND FLUSHING A. At the completion of the work, all parts of the installation shall be thoroughly cleaned. All equipment, pipe, valves and fittings shall be cleaned of grease, metal cuttings and sludge which may have accumulated by operation of the system for testing. B. Any stoppage or discoloration or other damage to parts of the building, its finish, or furnishings, due to this Contractor's failure to properly clean the piping system shall be repaired by this Contractor at no additional cost to the Authority. C. All items of equipment shall be thoroughly inspected and any items dented, scratched or otherwise damaged in any manner shall be replaced or repaired and painted to match the original finish. All items so repaired and refinished shall be brought to the attention of the Owner's Representative for inspection and approval. D. Fire Protection piping shall be flushed in accordance with NFPA 13. Flushing operations shall continue until water is clear, but not less than 10 minutes. Submit a signed and dated flushing certificate before requesting field testing. 3.15 SPECIAL TOOLS A. Provide any and all special tools, recommended by the manufacturer of items furnished, noted as not being commonly available. 3.16 CERTIFICATES OF APPROVAL A. Upon completion of the work, furnish to the Owner's Representative, in duplicate, certificates of inspection and /or approval from state and local inspection authorities having jurisdiction indicating the installed systems compliance to their requirements. 3.17 QUIET OPERATION A. All work provided under this Section shall operate under conditions of load without sound or vibration which is abnormally objectionable for such equipment in the opinion of the Owner's Representative. In case of moving machinery, sound or vibration noticeable outside of the room in which it is installed, or annoyingly noticeable inside its own room will be considered objectionable shall be corrected in an approved manner by this Contractor at no additional cost to the Authority. FIDELITY INVESTMENTS - SEATTLE, WA 20080075.00 END OF SECTION FIRE PROTECTION FOUNDATION PLAN 15300 - 43 MARCH 19, 2008 LeMessurier Consultants 675 Massachusetts Avenue, Cambridge, MA 02138 Tel. 617- 868 -1200 Fax: 617 -661 -7520 MEMORANDUM TO: Pablo Garcia/Gensler FROM: Nicole C. Needle DATE: May 6, 2008 SUBJECT: Fidelity Investments Seattle Branch REFERENCE: Reid Middleton Initial Plan Review DISTRIBUTION: Peter Cheever 4. See Item 2. C PY Perris 3. Please refer to the attached Updated Lateral Load Design Calculation package. In response to the structural section of the Reid Middleton Initial Plan review for the Fidelity Investments Seattle Branch, we comment as follows: 1. Please refer to the attached Structural Special Inspections Chapter 17. 2. A 14" diameter driven grout pile will be used as the alternative to the 14" diameter steel pipe pile. An L -pile analysis is to be performed by the geotechnical engineers, Shannon & Wilson and a specification is to be provided for the alternative. Program of Special Tests and. Inspections For compliance with Chapter 17 of the International Building Code Proj ect: Fidelity Investments Location: Seattle, Washington Owner: Owner's Address: Architect of Record: Gensler Structural Engineer of Record (SER): LeMessurier Consultants, Inc. This program of special tests and inspection is submitted as a condition for issuance of the building permit in accordance with Chapter 17 of the International Building Code. The following firms, agencies, or individuals (hereinafter referred to collectively as agents) except for the Geotechnical Engineer, will perform the tests and inspections under the direction of the SER. (The Geotechnical Engineer is responsible for directing the testing and inspection of controlled structural fill and in -situ bearing stratum for footings. Abbreviation Agent SER Structural Engineer of Record listed above AR Architect of Record listed above OIAF Owner's Inspection Agency - Field OIAP Owner's Inspection Agency - Plant GE Geotechnical Engineer FQP Fabricator's Quality Control Program CQP Contractor's Quality Control Program NR Not Required NA Not Applicable The abbreviations will be used on the attached pages to identify which agent is performing the particular tests or inspections. Inspections and tests defined by these documents relate to work of permanent construction only. Temporary work or construction procedures such as shoring, scaffolding, trench supports, safety rails and nets, etc., are not included. LeMessurier Consultants Page 1 LeM File No. 28009 The following categories of special tests and inspections, if checked, are included in the program for special tests and inspections for this project. The specific tests and inspections required for each checked category are listed on the page noted opposite the category. Category ® Steel Construction ® Cast -in -place Concrete Construction ❑ Precast Concrete Construction ❑ Masonry Construction ❑ Wood Construction o In -situ Bearing Strata for Footings The following items of construction, if checked, are specified in the plans or specifications on a performance basis. Their structural design will be reviewed by the SER and their construction is included in the Program for Tests and Tnspections on the attached sheets: Curtain Walls ❑ Precast Concrete Components ❑ Post - tensioning Steel Structural Steel Connections The following items are excluded from this Program of Special Tests and Inspections, since they are designed by other structural engineers not under the control of the SER, and the SER was not retained to provide performance specifications for their design. Said structural engineers must provide a Program of Special Tests and Inspections for their respective designs. Lightgage Metal Framing Curtain Walls Prepared by the Structural Engineer of Record: Name: Peter J. Cheever, P.E. Please print Signature: Firm: LeMessurier Consultants Date: March 18, 2008 Paae Category Page 3 ® Controlled Structural Fill (Prepared Fill) 5 4 51 Pile Foundations 6 ❑ Pier Foundations ❑ Curtain Walls (Wall Panels & Veneers) ❑ Light Gage Metal Framing ❑ Spray Fireproofing ❑ Metal Buildings 0 ❑ . Registration Seal LeMessurier Consultants Page 2 LeM File No. 28009 Item Agent Scope 1. Fabricator Certification/ Quality Control Procedures (1705.2) SER OIAP Review each Fabricator's quality control procedures. 2. Fabricator Inspection (1705.3) FQP Inspect in -plant fabrication. 3. Material Certification OIAP,SER Review for conformance to the specifications. 4. Bolting - Shop Bolting - -Field FQP OIAF, CQP Test and inspect bolted connections. Verify bolt size and grade. Test sample HS bolts. Test and inspect bolted connections. Verify bolt size and grade. Test sample HS bolts. 5. Welding - Shop Welding - Field FQP OIAF, CQP Check welder qualifications. Inspect fillet welds and test full and partial penetration shop welds. (Seismic per 1705.3.3.2) Check welder qualifications. Inspect fillet welds and test full and partial penetration field welds. (Seismic per 1705.3.3.2) 6. Structural framing, details and assemblies OIAP, FQP, OIAF Inspect for size, grade of steel, camber, installation and connection details. 7. Open Web Steel Joists O1AF, CQP Inspect for size, placement, bridging, bearing and connection to structure. Visually inspect all welds of a minimum of 5% of the joists, randomly selected. 8. Metal Decking OIAF, CQP Verify gage, width, and type. Inspect placement, laps, welds, sidelap attachment and screws or other mechanical fasteners. Check welder qualifications. 9. Corrosion Protection OIAP, FQP, OIAF, CQP Inspect galvanized surfaces. Check galvanizing certificates. Inspect surface preparation, paint thickness. Inspect paint damage. 10. Anchor Bolts OIAF, CQP Inspect size, type, geometry, projection, washers, nuts, nut engagement, tightness. 11. Other Schedule of Special Tests and Inspections Steel Construction 17043 (See 1704.3.1 for exception Project: Fidelity - Seattle, Washington LeMessurier Consultants Page 3 LeM File No. 28009 Item Agent Scope 1. Mix Design AC1318 Chapter 5 SER Review mix designs. 2. Materials Certification SER Review materials, admixtures, curing methods. 3. Batching Plant CQP Review Plant quality control procedures and batching and mixing methods. 4. Reinforcement Installation OIAF, CQP Inspect reinforcing for grade size, quantity, location, condition, cover, supports. Inspect mechanical splices and grouted dowels. 5. Formwork Geometry OIAF, CQP Inspect form dimensions, tightness. Inspect surfaces and tie type and layout for architectural concrete. 6. Concrete Placement OIAF Observe concrete placement, consolidation, finishing. Verify cold - weather and hot - weather procedures. Perform slump, density and air - content tests at point of discharge. Prepare strength test cylinders. Review mix designations, time of beetling, water added in field. 7. Evaluation of Concrete Strength OIAF Concrete cylinders. Perform verification testing as directed. 8. Curing and Protection OIAF, CQP Observe methods of moisture retention, concrete temperature, form removal. 9. Other Schedule of Special Tests and Inspections Cast -in -Place Concrete Construction 1704.4 Note: Above not applicable to non - structural slabs on ground, minor footings (1705.4). Project: Fidelity - Seattle. Washington LeMessurier Consultants Page 4 LeM File No. 28009 Item Agent Scope 1. Fill Material OIAF or GE Test material for conformance to specifications or geotechnical report. Perform laboratory compaction tests in accordance with the specifications to determine optimum water content and maximum dry density. 2. Installation of controlled structural fill (1704.7.1 and .2) OIAF or GE Provide full -tune inspection of the installation, in accordance with the specifications and IBC 1704.7.1 and .2. 3. Density of fill (1704.7.3) OIAF or GE Perform field density tests of the in -place fill in accordance with the specifications and IBC 1704.7.3. 4. Other Schedule of Special Tests and Inspections Controlled Structural Fill (Prepared Fill) 1704.7.2 Project: Fidelity - Seattle, Washinl?ton LeMessurier Consultants Page 5 LeM File No. 28009 Item Agent Scope 1. Pile material (1808) GE Inspect documents identifying pile material and certifying grade of material for conformance to the Contract Documents, and the at the identification is maintained from the point of manufacture to the point of delivery to the site. 2. Pile material tests (1808) GE If Item 1 is unsatisfactory, test material for conformance to the Contract Documents. 3. Pile installation (1809) GE SER Perform full -time inspection of installation. Maintain accurate records for each pile as required in IBC 1808. Record final location of each pile in plan and forward to SER. Review as -built pile locations. Provide corrective information as required. 4. Cast -in -place concrete and reinforcing steel components of piles . GE OIAF Perform structural tests and inspections as listed under category Cast -in -Place Concrete Construction. 5. Other Schedule of Special Tests and Inspections tions 1704.8 Project: Fidelity - Seattle. Washington Pile caps and grade beams included under C.I.P. Concrete Section. PJC:pw S;lusers\PWalsh12008128009 Tst- Insp- IBC(P!C).wpd LeMessurier Consultants Page 6 LeM File No. 28009 MAY. 15. 2008 9:15AM Roggenkamp Erickson & Associates, P.C. 360.573.4545 Fax 860,576.7606 10000 NE 7th Ave., Suite 150 Vancouver, WA 98685 .pate: "1►1ay10008 if To: Ty DeWitt Company: DeWitt Construction r a•'� _- rom: David A. Roggen Rp 7 fidelity Bank Piles 186 CI D nob Tukwila D�/I it N Ty, Subject Driven Grout Piles - • 1,1 Lb s MAY 2 1 2008 ! , :,!' i;) Memorandum � a :.., f �;" P f p( C Vail 1 - ti 12EA Project Number, R NO. 9244 P. 2 ROGOENKAMP ERICKSON& A11111ATIS, P.C. 8011111111 Page 1of2 Fidelity Bank Hess 08186 After receiving the information from LeMessurier and Shannon and Wilson, we have reviewed the 14'dian ter driven grout pile (DV) for the Fidelfy Bank project hi Tukwila, Washington, and have the following discussion: Pees are designed to resist 1.. 50T (100k) compression (ASD) 2. 21k Max tension (ASD) 3. Lateral 5k, with resulting bending moment of 12.5 ftk (ASD), for both a Foxed head and a Free head pile Pile parameters: 1. 14 inch diameter 2. F'c = 3000 Rai 3. Compression Piles: a. Vertical bars: (6) #6 (minimum) extend half the length of the pile, and a minimum of 15 feet (the flexural length of the pile) b. Spiral: #4@21(4" oc for 3' -9 below cap and #13(@7 elsewhere along cage. 4. Tension Piles: a. Tension Piles are located at the following Locations, per LeMessurier spre sheet and a phone conversation with Nicole Needle at LeMessurier: L Grid D -1:1(1 pile) IL Grid D-2 (2 piles) 111. Grid A-1.4 (1 pile) iv, Grid A-1.8 (1 pile) v. Grid C-2 (2 piles) vi. Grid B-2 (2 piles) b. Vertical bars: (6) #5 extend half the length of the pile, and a mini inimum of 15 feet (the flexural length of the pile) [same as compression 03 gel plus (1) #7 full length center bar c. Spiral; #4 @2114" oc for 3' -6' below cap and #3 @7 elsewhere along cage [same as compression spiral]. w rt E E R 5Ir j c 1 ti r a le n g i. n e r s j- c e In MAY. 15, 2008 9:15AM Roggenkamp Erickson & Associates, P.C. 360,573.4545 Fax 360.576.7606 10000 NE 7thAve., Suite 150 Vancouver, WA 98885 bave � ` ' � oGe'' y + ► . ....., ,Fti � 0.0 WAS Pla ImovicatOr Memorandum NO. 9244 P. 3 HEA ROOFER ERICKSON& A8 801111TE8, 1 fop{uurs Page 2of2 Fideligr Bank Pies 08186 5, Vertical cage bars should hook atthe top of the pile cap. The center bar should extend into cap, but does not need to hook attop. We have atteched calculations tat verify the adequacy of these piles. Also attached is the May 13, 2008, Shannon and Wrlson letter containing the L•plle analysis and the May 12, 2008, LeMessier Column Load Spreadsheet Let us know if you need anything else. tiv B i A s 1 r u, c t u r :i 1 L• o q 1 n e 9 r s I c o i1 LeMessurier Consultants 675 Massachusetts Avenue Cambridge, MA 02139 Tel: (617) 868 -1200 Fax: (617) 661 -7520 May 28, 2008 Mr. Pablo Garcia Gensler One Beacon Street, 3rd Floor Boston, MA 02108 Reference: Reid Middleton Letter dated May 23, 2008 Dear Pablo, REVIEWED F R CODE COMPLIANCE APPROVED P,, JUN - 42018 ity Of Tukwila BU LDING DIVISIC Subject: Fidelity Investor Center - Seattle, Washington LeM File No. 28009 Ftz vCEOVE MAY 3 02008 REID MIDDLETON We have reviewed the plan review comments made by Reid Middleton in their letter dated May 23, 2008 and respond as follows. 1. The building base shear is 84 kips. The average force against the 2' -6" deep grade beams around the perimeter of the building is 545 lb /ft, which requires an equivalent fluid pressure of 174 lb /cu.ft. We understand the maximum passive resistance of the surrounding soil is 300 lb /cu.ft per the Shannon & Wilson letter of May 27, 2008. We required that the piles be designed for the minimum S kip horizontal load because we believe the piles should have a minimum lateral capacity equal to 5% of their axial capacity. 2. The specified tensile load capacity of 21 kips is correct. The reviewer is confusing the column design load in the calculations with the pile load. The load combination for the piles is different since it includes the weight of the pile cap, grade beam, and ground floor slab, and utilizes the overturning reduction factor in ASCE -7- 12.13.4. A sample calculation is attached to hopefully clarify this condition for the reviewer. 3. Detail 13, S03.01 calls for spirals at the closer spacing to a depth of 7 pile diameters, as required for Site Class E. The piling engineer has revised their shop drawing to match this requirement. 4. Foundation Note B1 was a typo with the units. This has been revised; see attached. 5. Detail 13/S03.01 has been revised to show 3" of cover. See attached. 6. The anchor bolts have been checked to satisfy Appendix D of ACI 318 -05. The calculations are attached. Please note pilecap PC -2 at BR -3 will be widened from 30" to 38" to satisfy Appendix D criteria. LeMessurier Consultants 7. The ground floor is designed as a structural slab on grade and to act as a diaphragm. Please refer to Note B8, SO1.01. We trust this response will be useful to your purpose. Should clarification be required, please contact me directly. Very truly yours, LeMessurier Consultants Peter J. Cheever, P.E. Executive Vice' President PJC:pw S:lusers\PWalsh 12008128009- PG- 052708pjc.wpd Page 2 LeMessurier Consultants Structural Engineers amine 512,- cot Q-1,1 2 g 6 otv).5.. cAlp 38 by 48 blocks at 5 mm (Jr*M •D 6,6 vvx subject ff,P -1 7 7 { StTTh oUr) • VP ne0 feTtii ()AVE: . . . - Date 5 - 23-08 MAX VISALIFr 0, +8 P f 31 (011 ly t 0 .'1310M - 5 - x - 3bl File No. 2e)ooq,00( PIGE 1-okto 0 tuvl-ir Sheet No. 0 1 646-1FT) 57.2 BR -2 64.0 0-1.1 D-2 A -1.4 47.3 C -2 B -2 -8.0 2.9 -6.2 -8.6 -15.8 -15.8 67.4 131.7 49.7 44.0 117.8 161.8 64.8 91.7 48.9 35.9 37.8 80.2 63.2 151.4 66.9 121.3 118.9 81.3 151.2 72.4 131.7 93.1 68.7 129.5 61.4 116.3 77.7 52.0 45.9 45.2 67.7 72.4 27.2 76.0 54.7 46.5 54.3 55.6 12.1 12.2 26.5 52.6 BR -2 57.1 0-1.1 D-2 A -1.4 45.0 C -2 B -2 -8.0 2.9 -6.2 -8.6 -15.8 -15.8 67.4 131.7 49.7 44.0 105.1 161.8 51.6 87.0 30.8 33.8 33.8 71.8 39.5 124.8 41.8 110.1 105.7 50.5 124.5 45.1 119.5 84.6 42.9 108.2 38.4 105.7 69.8 32.7 29.0 28.6 59.8 65.9 21.7 69.7 50.8 43.1 50.3 53.9 10.9 12.5 25.3 BR -1 BR -2 BR-3 0-1.1 D-2 A -1.4 A -1.8 C -2 B -2 -8.0 2.9 -6.2 -8.6 -15.8 -15.8 67.4 131.7 49.7 44.0 159.1 161.8 LeMessurier Consultants Fidelity Seattle, WA Engineer. NCN Date: 05/27/08 Job #: 28009.001 Pile Load Cases 1.12 D kips A A.3 A.5 A.7 B C D D.2 D.4 D.5 E E.9 F F.2 1.0 1.09D+0.75L+0.75S kips 1.0 A A.3 A.5 A.7 B C D D.2 D.4 D.5 E E.9 F F.2 1.12 Pile Loads at Braces 1<1. Max U•Iift Max Cam. 1.1 1.1 1.09 1.4 1.45 0.75 1.4 1.45 1.5 1.5 1.6 1.8 1.6 1.8 2.0 2.0 2.2 2.2 2.4 2 3.0 - (6101 14101 13101 1 Bar Mark . 1 Release Code: PILE REINFORCING x47 BENDING DETAILS. 9x2 #7 X 60' CENTERS (9 PIUNG ONLY) LAPPED IN FIELD TO MAKE 115' STARTING DOWN 18' FROM HOOKS 1#1 # 3 Size 1 60' 91 ' 2 , ' „1 177'1'/ "1 Total Ien 47x1 MK 4101 SPIRAL TOP 8'2 • . #4 PO ,PO Type ' 1 47x6 #6 MK 6101 V TYPICAL ►I :; '; ►; il MK 3101 SPIRALS BOTTOM 49'4 59'I 'B' ,I 47x1 #3 :; ; PILING REINFI :; `' TYP IF 47 ' 1 'I ' 1 i 1 �1 ►I Ids q 'E' ( t : '► ' :I C ' 2. - ti o ; i /l ►I I . :; ' IA 01 2Y° 7. —� • 02I K poi 0 EXTRA TURNS T&B 1 43 84 i ' -i I i� i ij BAR HARK EXAMPLE — 1 SIZE NARK :j � 1 • '' 430E -. i L NO L i . AgnkeVM7ms 1 5 -15-08 FOR APPROVAL NO. DATE REVISION DESCRIPTION 1 8'2' 49 • ADDISON CONSTRUCTION SUPPLY, INC. 6201 SOUTH ADAMS TACOMA WA. 98409 PHONE (253) 4-74 -0711 / FAX: (253) 475 -7120 Q* - OPPOSITE Ham ta m ; _'C' naa . - s °E ix r W. -ucns Fate ' K PTO -MOHO CO- .401.12AI si STRAIGHT OL - IDff HOT• - KIM T. LW.. - HUM Et Y - EACH aux r 8'I r 1 8 " CONTR. OEWITT CONSTRUCTION J0 FIDE B ANK LOC. TUKWtLA, WA . OWO. DESCR- PILING REINFORCING x47 'R' DATE 15/05/08 JOB N0. DWG. N0. SK 1 CRAM MARK SCALE NTS GRAD 60 ASTM A615 LAP 1 TURN SPIRALS LeMessurier Consultants Structural Engineers By /QC, Date 5 -Z7 .a File No. Z c3 els7 ' Sheet No. Subject. r 12I rt( % - rf,e- � �t � r / e. ,,t 23"/*-- 2 '/ -ot .'1 e ) -c■ A/ / & rr' ic. /-Zcz, 6 /LA -1 Ve 4 7 1 7 5 R1? Mer-..seczof., 6c c • 0' A vi A e.. r,, 7~ y:f 73 k 75 236 tt_ A57M Ft 55tf GtZ 55 c, 75 -95 P. a. ! A' c1, kvo N C 6.3 /. \ /u Ptylo / / - ( i ) 3 , , ( t 9.1 A — ` �'a� „,y,„ i zs x m. 1 • 277— �.: 6G 7 5 '- D,5 . - h „ 5 . iv --• Wit r 5,',3' PJtt.; CAC' OlC AT' r3 02 - ANO Brta 30 by 38 blocks at .25 Inches LeMessurier Consultants Structural Engineers By Date � 5- - z3 - File No. Sheet No. Z. Subject • ry St9-i TG& / Vc 1 5 S t 7e 3 3431. ,o 6 V”.0 /. e k 1 x ; 79 Ac.7 > f t tdPc le r 8 5 -.5 r.v.zii tot p.kko To, 3a, s 8 7 �, C iZ #e ti . 71C Y GPI p( Iw P /LLB a.kl e? ,a ' , pZ 74 ' , SL/ 7 . .s z. 5 c5K .do 7 30 by 38 blocks at .25 inches MAY. 15. 2008 9:16AM NO. 9244 P. 9 • 111 SHANNON &WILSON, INC � May 13, 2008 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 208.832.8020 FAX 206.695.6777 TDD; 1.800833.6388 www.shannonwIlson.com l l I L ! i FILE COPY Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Parkway Tukwila, WA 98188 PrtMrli RE: LATERAL ISTANCE ANALYSES FOR DRI'V'EN -GROUT PILES, FIDELITY B WESTFIELD SROPPINGTOWN SOUTHCENTER, TUKWILA, WASHINGTON Dear Mr. Burns: ALASKA CAUFORNIA CDUDRADO FLORIDA MISSOURI OREGON WASHMGSON COD COMPLIANCE , R APPROVED JUN - 4 2008 kwIIa ILD ION This letter addresses Item No. 2 in the memorandum from LeMessurier Consultants, Jnc. May 6, 2008. The memorandum responded to review comments about the Fidelity Bank in Tukwila, Washington, and requested our recommendations ort the use of drivers -grout piles to support the proposed structure, Our geotechnical report dated July 3, 2007, recommended using driven steel pipe piles to support the proposed structure at an anticipated bearing depth of 115 to 125 feet. We understand that DeWitt Construction has proposed using driven -grout piles instead of steel pipe piles. In our opinion, driven -grout piles are an acceptable alternative to steel pipe piles, provided the piles can reach a maximum depth of 125 feet and care is taken during construction to maintain the grout column at the ground surface during driving. We recommend that a representative of Shannon & Wilson be on site to observe pile-driving and related activities, We analyzed lateral loading of a driven -grout pile with the computer program LPILE Version 5,0 (Ensoft, 2006). We used structural parameters provided by REA Structural Engineers and loads provided by LeMessurier Consultants, Inc. We analyzed a 14 -inch- diameter driven -grout pile embedded to a depth of 125 feet, for an axial load of 100 kips and a lateral Load of 5 kips, under both free - and fixed -head conditions. Figure 1 presents the results of the LPILE analysis. For both the free- and fixed -head conditions, the top of the pile deflected less than % inch. 21- 1- 20762 -002 MAY. 15. 2008 9:16AM Mr. Pat Burns Westfield Corporation, Inc. May 13, 2008 Page 2 If you have any questions or need additional information, please contact us at (206) 632 -8020. Sincerely, SHANNON & W'ILSON, INC. Jerem NjButkooich Engineer Martin 'W. Page, P.E., L.E.G. Associate SHANNON 8W1LSON. INC. TNB:MWP /jnb Enclosure: Figure 1— Lateral Resistance Analysis, 111-inch Diameter Driven -grout Pile c: David Roggenka np, REA Structural Engineers (e -mail) Nicole C. Needle, LeMessurier Consultants, Inc. (e -mail) 21.1 - 20762- 902•Ll.doch4LKD NO. 9244 P. 10 21- 1- 20762 -002 5 20 25 0 LP I LE Results V f xis Printer 51131200811:08 AM GENERALIZED SUBSURFACE PROFILE Layer 1: Eff. Unit Weight= 130 per Cohesion = 0 psi Fricl5onArgle = 34 degrees v. Layer 2: Eft tint Wefghl = 53 poi Co1esiorl =0 psf Friction Angie = 25 degrees 0 5 10 15 20 25 5. We assumed the following deep foundation Propedlesc Diameter =14 in. Area= 154 In.2 Displacement (in.) -0.05 0 0.05 0.1 0.15 0.2 Fixed Free Shear (kips) -5 0 5 j4OTtS: 1. We performed the lateral restslanoe analyses verb the compulerprogram LPLLE Version 5.0 (Enso1 2005). 2. We assumed the sell iayartlkg shown above and a groundarater depth of 15.5 feel. We developed the soli properties based an the results of our subsurface explorations, laborataylesling publlslted oorrelatioas, end our judgment S. Analyses assume pile group spacing or al feast a pile diameters. Analyses do not consider group each'. 4. We assumed both a faxed- and tree -tread canditicn at the lop of Me pile. We applied an soda! Toad of 40 kips and a lateral Egad of 6 kips. Moment d Inertia= 9701n.4 Modulus of Elasticity = 3100 ksl Length = 125 ft. Moment (k -fl) 10 -20 -10 0 10 a u O 0 10 15 20 25 Fixed Free Fidelfiy Banc Westfield Shoppingtown Southcenter Tukwila, Washington 20 LATERAL RESISTANCE ANALYSIS 14 -INCH DIAMETER DRIVEN -GROUT PILE May 2008 21 - 1 - 20762 - Q02 SHANNON $WILSON, INC. I FIG. 1 Geoiedrnlcai and EnviO(amanbiCoasfllants b r MAY. 15. 2UU8 9:16AM NO. 9244 13 z w (U I Release Code: PILE REINFORCING x47 BENDING DETAILS. _ �I I ''' I 9x2 m #7 X 60' CENTERS (9 PILING ONLY) LAPPED IN FIELD TO MAKE 115' STARTING DOWN 18 FROM HOOKS 47x1 #4 MK 4101 SPIRAL TOP, 3'6 h; , 1 i1 JAS ,r, Z6 47x6 #6 MK 6101 V'S TYPICAL i M °' 47x1 #3 MK 3101 SPIRALS BOTTOM 54' F ; ` i it il PILI\G PEI \E1 • ,H, ,g, '' TYP M, F, F 47 is i� �1 h; hl ►j L st :1 ► i I A G . ' h� i, i M B h. M, o2l ►' i, i i ►, Y, M ,8, 1,65 it A V ; , �P 0 l 0 EXTRA TURNS TO h , DAR HARK EXAMPLE adds, s}d SIIE MARK ►� i ; �aoa h ► tj , LING N � TW* 1 5-1'5 -O8 FOR APPROVAL N0. DA1 REVI SION DESCRiP710N 611i 1,.%01,161 1.,6E 1. _ _ ADDISON CONSTRUCTION SUPPLY, INC. 6201 G'ITTtf ADAMS g PHONE (253) 474' 0711 f FAIL (253) 475 -7120 nw .�mtte Iwm .�� i cs FT. ED, 31,cg V. "s 1:43. n _ e r. r : CH ex ,a h# 1 9111 CONTR. DEWITT GONS1RUCIION 408 FIDELITY BANK LOO. TUKW ILA, WA OW& DSSCR. PILING REINFORCING x47 Bar Mario LOlf 1 I will ION GATE 15/05/08 ' J08 NO. OW. NO. SK 1 DRAWN MARK SCALE I NTS CRAM 60 ASTN A815 LAP 1 TURN SPIRALS r MAY. 15. 2UU8 9:16AM NO. 9244 13 ...III GE SHANNON iWILSON May 27, 2008 Mr. Pat Burns Westfield Corporation, Inc. 633 Southcenter Parkway Tukwila, WA 98188 Dear Mr. Burns 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE. WASHINGTON 98103 206. 632.8020 FAX 206.695.6777 TOD: 1.800.833.6388 www.shannonwilson.com REVIENlED F COD COMPLIAN CE APPROl9ED JUN - 4 2008 RE: LATERAL RESISTANCE RECOMMENDATIONS, FIDELITY BANK, WESTFIELD SHOPPINGTOWN SOUTHCENTER, TUKWILA, WASHINGTON FLT a C opy ALASKA CALIFORNIA COLORADO FLORIDA MISSOURI OREGON WASHINGTON MAY 3 0 2008 REID MIDD ETON This letter addresses Item No. 1 in the letter from Reid Middleton, Inc. dated May 23, 2008. We understand that the building structural engineer anticipates developing partial lateral resistance from passive pressures against the grade beams and pile caps during construction of Fidelity Bank at the Westfield Shoppingtown Southcenter in Tukwila, Washington. Lateral resistance would be provided by passive pressure against the embedded portions of grade beams and pile caps. For design, we recommend a static, passive earth pressure corresponding to an equivalent fluid density of 300 pounds per cubic foot for compacted structural fill placed against the grade beams and pile caps. This value is based on the assumption that the backfill around the grade beams and pile caps is compacted in accordance with the recommendations for structural fill outlined in Section 7.5 of our Geotechnical Report. The recommended equivalent fluid density includes a reduction factor of 1.5 to limit lateral deflections. 21 -1- 20762 -002 Mr. Pat Burns Westfield Corporation, Inc. May 27, 2008 Page 2 If you have any questions or need additional information, please contact us at (206) 632 -8020. Sincerely, SHANNON & WILSON, INC. Martin W. Page, P.E., L.E.G. Associate JNB:MWP /jnb c: Philip Brazil, Reid Middleton, Inc. (e -mail) David Roggencamp, REA Structural Engineers (e -mail) Josh Kimmel, Westfield Corporation, Inc. (e -mail) Brenda Holt, City of Tukwila (e -mail) Peter Cheever, LeMessurier Consultants (e -mail) 21- 1- 20762 -002.12doclwp /EET SHANNON & MLSON. INC` 21 -1- 20762 -002 ME COPY •p RECEIVED APR 01 2008 PERMIT CENTER Geotechnical Report Fidelity Bank Tukwila, Washington REVIEWED F R CODE COMPLIANCE A ''PROVED JUN - 4 2008 d �A 0'. Of Tukwila B LD ` D ION July 3, 2007 Submitted To: Mr. Joshua Kimmel Westfield Corporation, Inc. 11601 Wilshire Boulevard, 1 4th Floor Los Angeles, California 90025 By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21 -1- 20762 -001 ABLE OF CONTENTS SHANNON &WILSON, INC. Page 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE EXPLORATION 2 4.0 LABORATORY TESTING 2 5.0 GEOLOGY 2 6.0 SUBSURFACE CONDITIONS 3 7.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 4 7.1 General 4 7.2 Seismic Design Considerations 5 7.2.1 Ground Motions 5 7.2.2 Earthquake- induced Geologic Hazards 6 7.3 Deep Foundations 7 7.3.1 Pile Design Requirements 7 7.3.2 Axial Pile Capacities 7 7.3.3 Previous Test Pile Program 8 7.3.4 Estimated Settlements of Pile Foundations 9 7.3.5 Lateral Resistance 9 7.4 Floor Slabs 9 7.5 Backfill Material, Placement, and Compaction 10 8.0 CONSTRUCTION CONSIDERATIONS 11 8.1 Site Grading, Excavation, and Temporary Cut Slopes 11 8.1.1 Site Grading 11 8.1.2 Excavations 12 8.2 Steel Pipe Pile Installation 13 8.2.1 Pile- driving Equipment 13 8.2.2 Pile- driving Conditions 13 8.2.3 Monitoring Pile Driving 13 8.2.4 Vibrations and Noise Levels 14 8.3 Wet Weather Earthwork 14 8.4 Construction Observation 15 9.0 LIMITATIONS 15 10.0 REFERENCES 17 2I -1- 20762- 00I- RI_doc/wp /LKD 21- - 0 62 -001 TABLE OF CONTENTS (cont.) Figure No. Appendix 21 -1- 20762 - 001- RI.doc/wp /LKD LIST OF FIGURES 1 Vicinity Map 2 Site and Exploration Plan 3 Estimated Axial Capacity, 14- inch -diam. Steel Pipe Pile 4 Estimated Axial Capacity, 18- inch -diam. Steel Pipe Pile 5 Lateral Resistance Analyses, 14 -in- diameter Steel Pipe Pile 6 Lateral Resistance Analyses, 18- in- diameter Steel Pipe Pile LIST OF APPENDICES A Subsurface Explorations B Laboratory Test Procedures and Results C Liquefaction Potential D Important Information About Your Geotechnical Report 11 SHANNON FNVILSON, INC. 21 -1- 20762 -001 This report presents the results of subsurface explorations and geotechnical engineering studies for the proposed Fidelity Bank building near Southcenter Mall in Tukwila, Washington. Our geotechnical studies are to evaluate the subsurface conditions and formulate geotechnical engineering recommendations for use in the design and construction of the proposed project. Our geotechnical scope of services included: GEOTECHNICAL REPORT FIDELITY BANK TUKWILA, WASHINGTON 1.0 INTRODUCTION ► Drilling and sampling one soil boring. ► Conducting one cone penetration test. ► Performing geotechnical laboratory testing. ► Conducting engineering and seismic analyses. ► Preparing this geotechnical report. 2.0 SITE AND PROJECT DESCRIPTION SHANNON FiWILSON, INC. We provided our services in general accordance with our proposal dated June 7, 2007, which was authorized" by Mr. Joshua Kimmel on June 9, 2007. The proposed Fidelity Bank is located east of the intersection of Strander Boulevard and Southcenter Parkway, as shown in the Vicinity Map, Figure 1. The proposed project site is within the parking lot on the south side of Southcenter Mall. The site is flat, at an approximate elevation of 30 feet. The proposed building footprint contains a gravel pad that is at about the same level as the surrounding parking lot. Between 1959 and 1962, the project site was filled to the approximate existing ground surface with soils excavated from the upland slopes to the west. These fill materials were about 15 feet thick and were placed without systematic compaction or compaction quality control. The Site and Exploration Plan, Figure 2, shows the approximate location of the proposed building. We understand that the proposed building will be a one -story bank, although the 21 -1- 20762- 001- RI.doc/wp/LKD 1 21 -1- 20762 -001 t _ _ 7 building has not yet been designed. When the building structural design has been completed, we should review the building loads to ensure that our recommendations are still applicable. We characterize the subsurface conditions across the building site based on one new soil boring, two previous soil borings, and one cone penetration test (CPT). Figure 2 shows the approximate locations of the borings and CPT. An engineer from Shannon & Wilson, Inc. determined these locations by measuring from existing features and transposing from existing site plans. The boring locations and elevations should be considered approximate. Appendix A, Subsurface Explorations, describes the methodology and procedures used for locating, drilling, and sampling the explorations. Figures A -2 through A -4 in Appendix A show the exploration logs. 21-1-20762-001-R1 . doc/wp/LKD 3.0 SUBSURFACE EXPLORATION 4.0 LABORATORY TESTING We performed geotechnical laboratory tests on selected samples retrieved from the borings and used these tests to determine soil index and engineering properties. An experienced technician or engineer conducted the tests in the Shannon & Wilson soils laboratory. The soil tests included visual classification, natural water content, and fines content. Appendix B, Laboratory Test Procedures and Results, describes the test methods and summarizes the test results. The boring logs in Appendix A also show the natural water content and fines contents. 5.0 GEOLOGY The project site is located in the central portion of the Puget Sound Lowland (Lowland), an elongated topographic and structural depression bordered by the Cascade Mountains on the east and the Olympic Mountains on the west. The Lowland is characterized by low, rolling relief with some deeply cut ravines. In general, the ground surface elevation is within 500 feet of sea level. Glacial and nonglacial sediments filled the Lowland to significant depths during the Pleistocene Epoch, although bedrock outcrops in several locations throughout the area, including the ridge approximately one mile north of the project site. Elsewhere, the rock is deeply buried by Pleistocene and Holocene sediments. The depth to bedrock below the project site is not known. 2 SHANNON FIWILSON, INC. 21 -1- 20762 -001 6.0 SUBSURFACE CONDITIONS SHANNON FiWILSON. INC. Geologists generally agree that at least four major glacial events occurred in the Puget Sound during the Pleistocene Epoch. These glaciations originated in the Coastal Mountains and the Vancouver Range of British Columbia, and advanced as far south as about halfway between Olympia and Centralia (about 80 miles south of Seattle). The Pleistocene stratigraphic record in the central portion of the Lowland is a complex sequence of glacially derived and interglacial sediments. Erosion of certain deposits, as well as local deposition of colluvial and alluvial sediments, complicates the geologic story. The project site is located in the Green River Valley, in what used to be a floodplain prior to human modification of one of the source tributaries (White River) at the turn of the century. Prehistorically, the site was an active tidal flat and marine estuary at the mouth of the Green/White Rivers. During the most recent glacial event, Vashon Drift soils comprised of silt, sand, and gravel were deposited across the area. Many of the glacial deposits were overridden by the advancing glaciers and consolidated under very high loads. Following the recession of the glacial ice from the Lowland, the ground rebounded and the sea level rose. Rebound ceased about 9,000 years ago, but sea level continued to rise until about 5,000 years ago. Post - glacial erosion and fluvial processes in the Green River Valley have removed and reworked the glacial deposits. As the delta of the Green/White Rivers advanced toward the Puget Sound, the delta deposited unconsolidated estuarine soils (silt and clay) and lahar runout sediments (sand) over the dense, glacial material. A lahar flow is a gravity -driven mixture of sediment and water that originates from a volcano (Mount Rainier in this case). Lahar flows can deposit sediments many miles from the point of origin. There have been several lahar flows in the Kent and Duwamish Valleys (including the project site) over the past 5,000 years (Zehfuss et al., 2003). Based on the soils encountered during the subsurface explorations, the site is underlain by a sequence of fill material, estuarine sediments, and alluvial sand and gravel. The surface fill layer is approximately 15 feet thick and generally consists of medium dense, silty sand and gravel. The fill overlies a deposit of estuarine sediments consisting of very soft to soft silt and clay with numerous organic particles and discontinuous layers of fibrous peat. The peat layers are generally less than 1 foot thick and are often mixed with clayey silt. We also encountered 21- 1.20762 -001-R1. doc/wp/LKD 3 21- 1- 20762 -001 t_ 7.1 General SHANNON iWILSON, INC. discontinuous lenses and layers of loose to medium dense sand within the thicker estuarine deposit. The sand layers, likely lahar runout deposits, vary from clean to silty and are discontinuous across the site. Alluvial sediments, which consist of layers of silty sand, gravelly sand, and sandy gravel, underlie the estuarine deposit. These soils are dense to very dense and would be an adequate bearing layer for deep foundations. In explorations FB -1 and CPT -1, the bearing layer is present at a depth of 100 feet, and becomes dense to very dense below 115 feet. However, in borings CF -1 and RB -1, the bearing layer is only 63 to 68 feet deep. Based on these explorations and our pile- driving experience at the adjacent Southcenter Mall Expansion, the bearing layer is likely shallower toward the western portion of the site. 7.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS The soils at the project site consist of uncompacted fill over highly variable estuarine and compressible native soils. Glacially consolidated soils located below the estuarine deposits will provide adequate support for the proposed structure. To reach these deep deposits; we recommend using deep foundations. The adjacent Southcenter Expansion Project has used three types of deep foundations: proprietary driven -grout piles, augercast concrete piles, and driven steel pipe piles. Driven -grout and augercast piles can be installed to depths of about 90 feet. We recommend using driven steel pipe piles to support the proposed building. The bearing depth for the piles at the Fidelity Bank site will be approximately 115 to 125 feet on the east side of the site. Because the bearing layer is likely shallower under the west side of the site, piles on the west side of the site likely will be 10 to 20 feet shorter than those on the east. The following paragraphs present our recommendations for deep foundations, as well as seismic design, floor slabs, and earthwork. 21 -1- 20762 - 001- RI.doc /wp/LKD 4 21 -1- 20762 -001 7.2 Seismic Design Considerations 7.2.1 Ground Motions SHANNON FiWILSON. INC. The project is located in a moderately active seismic region. While the region has historically experienced moderate to large earthquakes (i.e., April 13, 1949, magnitude 7.1 Olympia Earthquake; April 29, 1965, magnitude 6.5 Seattle- Tacoma Earthquake; and February 28, 2001, magnitude 6.8 Nisqually Earthquake), geologic evidence suggests that larger earthquakes have occurred in the prehistoric past and will occur in the future (e.g., magnitude 8.5 to 9.0 Cascadia Subduction Zone Interplate events, magnitude 7.5 Seattle Fault events). We understand that the project will comply with the 2003 International Building Code (IBC, 2003). IBC 2003 requires that building design consider regional seismicity. Structures must be designed for earthquake ground motions with a 2 percent chance of being exceeded in 50 years (2,500 -year recurrence). Seismological input and site soil response factors determine IBC 2003 seismic design forces. The IBC seismological inputs are short-period spectral acceleration, Ss, and spectral acceleration at the 1- second period, S shown in Figure 1615 in the code. Ss and S1 are for a maximum considered earthquake, which correspond to ground motions with a 2 percent probability of exceedance in 50 years, or about a 2,500 -year return period (with a deterministic maximum cap in some regions). The mapped spectral response acceleration (SRA) values, Ss and S1, at the project site are 1.347 gravity (g) and 0.464g, respectively. Please note that the SRA values for the IBC 2003 are from ground motion hazard studies completed by the United States Geological Survey (USGS) in 1996. If IBC 2006 is used, then the latest (2002) version of the USGS SRA maps should be used. At the project site, the 2002 SRA values, Ss and S 1 , are 1.424g and 0.488g, respectively. The difference between the 1996 and 2002 SRA values is around 5 percent. In our opinion, a 5 percent difference in the ground motion level would not affect geotechnical design. The site classification determines the site soil response factors. Our liquefaction hazard calculations, discussed in Section 7.2.2, indicate that scattered zones of the subsurface soils are potentially liquefiable. Potentially liquefiable soils generally correspond to site class SF. However, because of the limited extent of potentially liquefiable soils, it is our opinion that a site class SE adequately characterizes the site subsurface conditions. 21- I - 20762 -001 •R 1. doc/wp/LKD 5 21 -1- 20762 -001 SHANNON &WILSON, INC. Based on the site classification and spectral acceleration values, we recommend a site coefficient, F of 0.9 and a site coefficient, F,,, of 2.4. We assume that the proposed structure will have a period less than 0.5 second; IBC 2003 does not require a site - specific ground response evaluation for structures with periods less than 0.5 second. We have considered the effects of limited liquefaction on site stability, foundation capacity, and settlement, and present our conclusions in the following sections. 7.2.2 Earthquake- induced Geologic Hazards Earthquake- induced geologic hazards that may affect a site include landsliding, fault rupture, settlement, and liquefaction and associated effects (such as loss of shear strength, bearing capacity failures, loss of lateral support, ground oscillation, and lateral spreading). Because of the flat site topography and the discontinuous liquefiable soils, we consider the risk of landsliding at this site to be low. The potential for fault rupture is also low. The nearest mapped fault (Johnson et al., 1999) is the southernmost strand of the east - west - trending Seattle Fault Zone. The Seattle Fault Zone is approximately 21/2 to 4 miles wide (north - south). The project site is located about 6 miles south of the southernmost strand. Evidence of Holocene rupture (i.e., movement within the last 10,000 years) has not been reported along the southernmost strand of the Seattle Fault. Liquefaction and related effects pose the most significant earthquake - induced geologic hazard at the site. We calculated factors of safety (FSs) against liquefaction for boring Standard Penetration Test (SPT) N- values. We used design earthquake ground motions and empirical procedures established by the National Center for Earthquake Engineering Research (NCEER)- 97- 0022 (Youd and Idriss, 1997) to calculate the FSs. We computed the FSs with IBC 2003 site class E parameters and a 0.34g peak ground acceleration (PGA) from a magnitude 7.0 source, located 7.3 kilometers away. The PGA represents the ground motion with a 2 percent likelihood of exceedance in 50 years, reduced as allowed by IBC 2003. Appendix C describes the liquefaction calculation methods and plots FSs versus depth. Some cohesionless and low - cohesion soils at the site are susceptible to liquefaction. Most of the liquefaction -prone soils are thin sand layers that are either discontinuous laterally or display widely varying fines contents. So, localized liquefaction is more likely than widespread liquefaction. Lateral spreading is not likely. Historically, soil liquefaction within about 30 feet 21 -1- 20762- 001 -RI .doc/wp/LKD 6 21 -1- 20762 -001 7.3 Deep Foundations 7.3.1 Pile Design Requirements SHANNON &WILSON, INC. of the ground surface has caused most liquefaction damage. More uncertainty exists in estimating liquefaction potential in deeper soils (i.e., 60 feet or greater). We estimated post - liquefaction settlement using the methods of Tokimatsu and Seed (1987). We based our calculations on the FSs against liquefaction and estimates of relative density (using correlations with corrected SPT blow counts). Based on these calculations, we expect post - liquefaction settlement of up to 20 inches under the site. These values should be considered estimates of post - earthquake ground behavior. Significant settlement variability, i.e., differential settlement, should be expected. The design of the proposed structure should consider liquefaction at the site. For example, utility connections to the structure should be flexible. We expect piles in liquefied areas to experience downdrag forces following a design -level earthquake. Downdrag is additional vertical shear stress along the length of a pile. This additional stress is caused by post - liquefaction settlement of soils above a liquefied layer. Downdrag forces at this site would be of relatively short duration. In our opinion, pile foundations could be adequately designed and installed to withstand downdrag forces while maintaining an adequate FS against excessive settlements. We further discuss pile capacities and downdrag forces in Sections 7.3.2 and 7.3.4. In our opinion, the proposed building should be supported on closed -end steel pipe piles. We have performed analyses for 14- and 1 8- inch - diameter piles. Other pile diameters may appropriate and should be evaluated after the project structural engineer has determined the proposed building column loads. We should be contacted to assist the structural engineer in determining the optimum pile type, size, and depth for the anticipated column loads. 7.3.2 Axial Pile Capacities We analyzed pile capacities using an in -house computer program. We analyzed a single - pile case and did not consider group effects. The computer program determines allowable axial compressive capacity by summing allowable skin friction along the side of the pile and allowable end bearing at its tip. To determine allowable skin friction and end - bearing values, we applied an FS of 2 to the ultimate values. Figures 3 and 4 plot pile tip depth (penetration) versus 2 1-1-20762-001-R I .doc/wp/LKD 7 21 -1- 20762 -001 SHANNON 6WILSON, INC. allowable compressive and ultimate uplift capacity for 14- and 18- inch - diameter piles, respectively. Based on the results of our analyses, it is our opinion that static loading conditions control deep foundation design. During a design -level earthquake, the sand layers surrounding some piles could liquefy to depths of about 50 to 60 feet, resulting in a temporary loss of skin friction. However, our pile capacity analyses assume that the fill material and estuarine deposits do not contribute significant skin friction resistance; therefore, loss of shear strength in these soils would not significantly reduce the allowable capacity of the piles. Post - earthquake settlements in liquefied soils could induce downdrag loads on piles on the order of 30 to 50 kips. Because the piles would be installed to develop allowable capacities with a FS of at least 2.0, a temporary downdrag load of 50 kips would not reduce the FS below an acceptable value for the design -level earthquake, in our opinion. In our opinion, temporary downdrag loads could increase loads transferred to the tip of the pile, resulting in more end - bearing resistance. This could cause settlements up to % inch. We do not expect subsurface soils to settle and develop significant downdrag loads on pile foundations during static conditions because of the long settlement period (40 years) the site fills have already experienced. We recommend that piles be spaced no closer than three pile diameters (measured center - to- center) from either new or existing piles. We also recommend that piles bear in the medium dense to very dense, alluvial sand layer that underlies the estuarine deposits. We anticipate that the bearing depth for the piles will be approximately 115 to 125 feet. We recommend that our 'firm perform wave equation analyses to determine pile driving criteria for the pile diameter and capacity selected by the structural engineer, and the pile driving hammer selected by the contractor. 7.3.3 Previous Test Pile Program We observed installation and testing of six, 18- inch - diameter, closed -end steel pipe piles for the Southcenter Expansion project in 2005, as well as several hundred production piles. Robert Miner Dynamic Testing (RMDT) conducted a dynamic pile- driving analysis during test pile driving. A Shannon & Wilson field engineer observed end -of- driving conditions for the test 21 -I- 20762 - 001- R1.doc /wp/LKD 8 21 -1- 20762 -001 piles. Pile driving analyzer (PDA) measurements were performed for the piles when they reached a driving resistance that met the preliminary driving criteria. Based on the results of our analyses, the test pile program, and our continued observation of pile driving activities for the Southcenter Expansion project, it is our opinion that 18 -inch steel pipe piles could be installed to develop allowable capacities between 250 and 450 kips. In our opinion, 14- inch - diameter steel pipe piles could also be considered to support for the Fidelity Bank building. 7.3.4 Estimated Settlements of Pile Foundations Based on the subsurface conditions encountered in the explorations, estimated pile design loads, and installation techniques, the piles would experience relatively minor settlements upon loading. We estimate total pile settlements, including elastic strain, of steel pipe piles would be less than % inch. Because of the granular nature of the bearing soils, these settlements would be primarily elastic and would occur as the load is applied. No long -term settlements are anticipated. As discussed earlier, post - liquefaction ground settlements caused by a design -level earthquake could cause piles to settle up to an additional 1/4 inch. 7.3.5 Lateral Resistance We used the computer program LPILE Version 5.0 (Reese and Wang, 2004) to analyze 14- and 18- inch - diameter steel pipe pile embedded to a depth of 125 feet. Based on loads we have encountered for similarly -sized buildings, we analyzed the piles for an axial load of 215 kips and a lateral load of 22 kips. We analyzed both free- and fixed -head conditions. Figures 5 and 6 present deflection, moment, and shear force versus depth along the piles, as predicted by the LPILE analysis. For both pile diameters, we anticipate less than % inch lateral deflection under our assumed loads. We recommend that the project structural engineer review the results presented in Figures 5 and 6 and contact us if additional analyses are warranted. 7.4 Floor Slabs 21-1-20762-001-R1. doc/wp/LK D 9 SHANNON FIWILSON, INC. A slab -on -grade could be considered as a floor slab for the proposed building. The magnitude of slab -on -grade settlement will depend on the amount of new fill that will be placed on the site to achieve the floor slab elevation of the proposed building. If the floor elevation is at or lower than the previous ground elevation at the site, the slab -on -grade would likely settle less than `/o -inch under static conditions. In this case, the slab -on -grade would not experience long -term 21 -1- 20762 -001 SHANNON 6WILSON. INC. settlements because of the long settlement period (over 40 years) and preloading the underlying soils have already experienced. If the floor elevation is significantly higher than the previous ground elevation at the site, additional settlements should be expected. Prior to slab -on -grade construction, we recommend that the Contractor proof -roll and compact the subgrade surface in accordance with our recommendations in Section 8.1.2. The Contractor should excavate any loose or soft zones detected during the compaction process and replace these areas with structural fill. For a rigid concrete slab built on compacted, very dense surfacing, we recommend using a modulus of subgrade reaction of 200 pounds per cubic inch (pci). Following a design -level earthquake (2,500 -year return period), a slab -on -grade could experience up to 20 inches of liquefaction - induced settlement, as discussed in Section 7.2.2. Differential settlements over a 20 -foot span could be 50 to 75 percent of the total settlement. A structurally - supported slab could be considered to mitigate liquefaction- induced settlements. Floor slabs -on -grade should be placed over a 4 -inch (minimum) thick layer of capillary break gravel and a 6 -mil (minimum) plastic sheet vapor barrier. Capillary break gravel should have a maximum particle size of 3/4 inch and less than 3 percent fines passing the No. 200 sieve. The capillary break should be compacted to a dense condition with at least two passes of a vibrating plate compactor. 7.5 Backfill Material, Placement, and Compaction All fill placed beneath areas to be paved or against below -grade walls (building or retaining walls) or other foundation elements should consist of structural fill. Structural fill should be placed on subgrade material that has been proof - rolled to a dense, unyielding condition. Structural fill should meet the Washington State Department of Transportation specification for Gravel Borrow (Section 9 -03.14 [1]) but should have a maximum particle size of about 3 inches. During wet weather or wet conditions, the fill should not contain more than about 5 percent fines (material passing the No. 200 mesh sieve) by weight, based on the minus % -inch soil fraction. Structural fill should not contain organics or deleterious material. It should be placed in horizontal lifts and compacted to at least 95 percent of its Modified Proctor maximum dry density (American Society for Testing and Materials [ASTM] D 1557, Method C or D), and should be deemed to be in a dense and unyielding condition. The thickness of loose lifts should 21 -1- 20762 -001 -R I .doc/wp /LKD 10 21 -1- 20762 -001 SHANNON &WILSON, INC. not exceed 8 inches for heavy equipment compactors or 4 inches for hand- operated compactors. In landscaping areas, the backfill should be compacted to at least 90 percent of the Modified Proctor maximum dry density. All utility trenches beneath flexible asphalt pavements and sidewalks also should be backfilled with Gravel Borrow; however, it should have a maximum diameter of 2 inches and should not have more than 5 percent passing the No. 200 sieve (wet sieve analysis, ASTM D 1140). Any fines should be nonplastic. The trench backfill should be placed in lifts not exceeding 4 inches if compacted with hand- operated equipment, or 8 inches if compacted with heavy equipment. Each lift should be compacted to a dense, unyielding condition and to at least 95 percent of the maximum dry density (ASTM D 1557) 18 inches or more below the pavement and/or sidewalk subgrade. We recommend a minimum cover over utilities of 2 feet from the crown of the pipes or conduits to the top of the pavement subgrade. Catch basins, utility vaults, and other structures installed flush with the pavement should be designed and constructed to transfer wheel loads to the base of the structure. Subgrade preparation for new utilities should follow the same general procedures outlined for structural fill placement. In our opinion, most of the fill soil at the site consists of silty sand with 20 to 40 percent fines. It is not suitable for reuse as structural fill unless the moisture content could be modified by scarification during warm, dry weather or lime/cement treatment. In general, we recommend that the on -site fill not be reused as structural fill because the silt content is high and this soil is moisture sensitive. 8.0 CONSTRUCTION CONSIDERATIONS 8.1 Site Grading, Excavation, and Temporary Cut Slopes 8.1.1 Site Grading For safe working conditions and prevention of ground loss, excavation slopes should be the responsibility of the Contractor, who will be at the job site to observe and control the work. All current and applicable safety regulations regarding excavation slopes and shoring should be followed. Although we did not detect the presence of soil contaminants in our borings, the contractor would need to be prepared to segregate any soils suspected of containing contaminants. We should be notified immediately if contaminated soils are encountered or suspected during excavations. 21 -1. 20762 - 001 -RI .doclwp/LKD 11 21 -1- 20762 -001 Y• 8.1.2 Excavations SHANNON &WILSON. INC. Excavations could be accomplished with conventional excavating equipment, such as a dozer, front -end loader, or backhoe. For planning purposes, we recommend that temporary, unsupported, open -cut slopes be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:1V) in the near- surface fill soils. Flatter cut slopes could be required where loose soils or seepage zones are encountered. We recommend that all exposed cut slopes be protected with a waterproof covering during periods of wet weather to reduce sloughing and erosion. At this time, we are not aware of any need for temporary shoring or underpinning. If temporary shoring or underpinning is needed to support cuts adjacent to existing buildings, for example, then we should be notified so that additional analyses could be performed. Excavated material (or stockpiles of construction materials or equipment) should not be placed closer to the edge of any excavation than the depth of the excavation, unless the excavation is shored and such materials are accounted for as a surcharge load on the shoring system. Site grading to prepare for slab -on -grade structures should include the following: ► Remove material from the building footprint to establish the required subgrade elevation. ► Compact the exposed upper 1.5 feet of soil with heavy, vibrating -drum rollers (or equivalent) to at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) under the observation of a field representative from Shannon & Wilson. ► Remove any soft/loose zones noted during rolling and replace those areas with structural fill material constructed in accordance with the recommendations presented in Section 7.5. A geotechnical engineer from our firm should observe mitigation of soft/loose zones. ► Place densely compacted, free - draining, well - graded, imported sand and crushed gravel or clean, crushed rock fill in the upper 18 inches beneath the slab elevation to increase the modulus of the subgrade, if required. If it is used to provide a capillary break layer, the upper 6 inches of the imported fill should have less than 3 percent fines (based on the minus 3 / -inch fraction) and should have a maximum size of 4 inches. Compact all structural fill to at least 95 percent of the Modified Proctor maximum dry density. ► Install a vapor barrier under slabs of heated spaces. The design civil engineer should determine if sand between the vapor barrier and the concrete slab is required for concrete curing. 21-1-20762-001-RI . doc /wp/ LK D 12 21 -1- 20762 -001 8.2 Steel Pipe Pile Installation 8.2.1 Pile- driving Equipment SHANNON FIWILSON, INC. The Contractor should design, construct, and maintain all pile - driving equipment in a manner suitable for this project. If, in the opinion of the owner, the driving equipment is inadequate or deficient, the owner should direct the Contractor to remove it from the job site. The Contractor should pay all costs for remobilizing, removing, or replacing such equipment. The Contractor should furnish the manufacturer's specifications and catalog for the proposed driving hammer. 8.2.2 Pile- driving Conditions In our opinion, pile installation for the proposed building would encounter moderate driving conditions in the upper fill materials; easy driving conditions in the soft, clayey silt deposits; and moderate to hard driving conditions in the bearing sand layer. The soft silt layers could cause misfire of diesel hammers because of the minimal driving resistance. We recommend that the Contractor use a hammer that allows variable energy settings to drive the piles. 8.2.3 Monitoring Pile Driving Shannon & Wilson personnel should observe and evaluate all pile driving by making a continuous driving record of each pile. For this purpose, the Contractor should be required to mark the pile in 1 -foot increments. During restrike, additional 1 -inch increments between the 1 -foot marks would be required. The pile - driving record would include hammer stroke (diesel hammers), blows per foot, time, date, reasons for delays, and other pertinent information. In addition, the record would include tip elevation, specified criteria, and the initials of inspectors making final acceptance of the pile. The pile- driving records should be reviewed on a daily basis. It is difficult to visually estimate the energy delivered by diesel hammers. During construction, we recommend that the Saximeter, developed by Pile Dynamic, Inc., be used to record blow counts and stroke length that would correlate to driving energy. Use of the Saximeter during pile driving can verify that the hammer is developing enough energy to achieve the required axial capacity. 21- I -20762-001-RI . doc/wp/LKD 13 21 -1- 20762 -001 8.2.4 Vibrations and Noise Levels 8.3 Wet Weather Earthwork SHANNON &WILSON, INC. While we believe the risk for this project is low, some potential exists for damage to existing nearby buried utilities because of vibrations caused by pile - driving operations. If new piles are within 10 feet of existing sensitive buried utilities, we should be retained to develop and implement pile - driving vibration criteria for those existing structures and utilities. The criteria should consider the type and frequency of the vibrations, the structural design and existing condition of the structure. In this area, wet weather generally begins in October and continues through about May, although rainy periods could occur at any time of the year. Earthwork performed during the wet weather months would cost more and take longer to complete. Groundwater levels could also be higher during the rainy season. Groundwater and surface water runoff could enter into site excavations and would need to be intercepted by drainage ditches or trench drains, or otherwise removed. The soils at the site generally contain enough silt to produce an unstable mixture when wet. Such soils are susceptible to softening when wet. Standing water on the soil surface, along with construction activity, would result in disturbance and an unstable bearing surface that could require overexcavation. The following recommendations are applicable for pile caps, general excavation, floor slabs, or pavements: ► If there is to be traffic over the exposed subgrade, the subgrade should be protected from disturbance. A lean concrete pad, about 2 or 3 inches thick (a "rat slab" or "mud slab "), could be placed immediately following excavation on the undisturbed soils. This could be done, as needed, to protect the exposed soils and act as a working surface. Overexcavation could be needed to accommodate this lean concrete pad. ► The ground surface in the construction area should be sloped and sealed with a smooth- drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water. ► Construction should be observed on a full -time basis by Shannon & Wilson personnel to determine that all unsuitable materials are removed, suitable drainage is achieved, and appropriate bearing surface results. ► Covering work areas with plastic and /or sloping, ditching, pumping from sumps, and other dewatering measures should be employed as necessary to permit proper completion of the work. 2I- 1- 20762- 001- RI.doc/wp/LKD 14 21 -1- 20762 -001 9.0 LIMITATIONS The above recommendations apply for all weather conditions but are most important for wet weather earthwork. They should be incorporated into the contract specifications for foundation and pavement construction. 8.4 Construction Observation SHANNON FiWILSON. INC. We recommend that Shannon & Wilson review those portions of the plans and specifications that pertain to foundations and earthwork to determine if they are consistent with our recommendations. We also recommend we observe the geotechnical aspects of construction, particularly the test pile program, pavement subgrade preparation, drainage, foundation installation, and backfill. This observation will allow us to verify the subsurface conditions as they are exposed during construction and to determine that the work is accomplished in accordance with our recommendations. The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist, and further assume that the explorations are representative of the subsurface conditions at the Tukwila Fidelity Bank project; that is, the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. Within the limitations of the scope, schedule, and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. Our conclusions and recommendations are based on our understanding of the project as described in this report and the site conditions as interpreted from the explorations. If, during final design and construction, subsurface conditions different from those encountered in the field explorations are observed or appear to be present during pile installation, we should be advised at once so that we could review these conditions and reconsider our recommendations where necessary. If there is substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or the time lapse. 21.1- 20762 -001 -Rl. doc/wp/LKD 15 21 -1- 20762 -001 We recommend that we review those portions of the plans and specifications pertaining to deep foundation installation, drainage, and earthwork to determine if they are consistent with our recommendations. This report was prepared for the exclusive use of Westfield Corporation, Inc., its structural engineer, and other members of the design team. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions such as those interpreted from the exploration logs and presented in the discussions of subsurface conditions included in this report. Unanticipated soil conditions are commonly encountered and cannot fully be determined by merely by taking soil samples from a limited number of soil borings. Such unexpected conditions frequently require that additional expenditures be made to attain properly constructed projects. Therefore, some contingency fund is recommended to accommodate such potential extra costs. The scope of our geotechnical services did not include any environmental assessment or evaluation regarding the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below the site, or any evaluation or disposal of contaminated soils or groundwater should any be encountered, except as noted in this report. Shannon & Wilson, Inc. has prepared a document, "Important Information About Your Geotechnical Report," to assist you and others in understanding the use and limitations of our reports. This document is included in this report as Appendix D. SHANNON & WILSON, INC. Jer - : utkovich Geot- hnical Engineer JNB:MWP:TMG /jnb 21 -1- 20762 -001 -R I .doc/wp /LKD 16 EXPIRES: 041211 Martin W. Page, P.E., L.E.G. Associate SHANNON &WILSON, INC. 21 -1- 20762 -001 10.0 REFERENCES International Building Code, 2003, International Code Council, 2003. SHANNON FiWILSON, INC. American Association of State Highway and Transportation Officials (AASHTO), 1993, Guide for design of pavement structures. American Society for Testing and Materials (ASTM), 2001, Annual book of standards, Construction, v. 4.08, Soil and rock (I): D 420 — D 4914: West Conshohocken, Pa. Johnson, S.Y., Dadisman, S.V., Childs, J.R., and Stanley, W.D., 1999, Active tectonics of the Seattle fault and Central Puget Sound, Washington — implications for earthquake hazards in Geological Society of America Bulletin, v. 111, no. 7, p. 1042 - 1053, July. Reese, L.C., and Wang, S.T., 2004, Documentation of computer program LPILE Version 5.0: Austin, Tex., Ensoft, Inc. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of settlements in sands due to earthquake shaking: Journal of Geotechnical Engineering, v. 113, no. 8, p. 861 -878. Youd, T.L., and ldriss, I.M., 1997, Proceedings of the NCEER Workshop on evaluation of liquefaction resistance of soils: NCEER technical report NCEER -97 -0022, December 31. Zehfuss, P.H., Atwater, B.F., Valiance, J.W., Brenniman, H., and Brown, T.A., 2003, Holocene lahars and their by- products along the historical path of the White River between Mount Rainier and Seattle: Geological Society of America Field Guide 4, p. 209 -223. 21 -1- 20762 -00I -R 1,dodwp/ LKD 17 21 -1 -20762 -001 4 0 1/4 1/2 Scale in Miles 1 NOTE Reproduced with permission granted by THOMAS BROS. MAPS ®. This map is copyrighted by Rand McNally R.L. 06 -S -27. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. Fidelity Bank Tukwila, Washington VICINITY MAP June 2007 21 -1- 20762 -001 SHANNON & WILSON, INC. Geotechnlcel and Environmental Consuttanb FIG. 1 FB-1 CPT-1 C) J M. MW EVS M. M. 1MM MM MM. MM MM ROM IMM 0.% I 1 0 LEGEND Current Boring Designation and Approximate Location CF-1, ED Previous Boring Designation and RB-5 Approximate Location Cone Penetration Test Designation and Approximate Location MM. 0 121.- MICR MO WM =2 RAM erM VW. CUM MMO UM. IMO IMO SIM MEM erms.i CF-1 EB 1 1 1 Existing Parking Garage Proposed Cheesecake Factory Restaurant mo maal com mcm me um text, ita. ex. usx nac ./tzeimmet, tiJ Strander Blvd. I I I 1 • O 0 0 0 e 4 RB-5 ---1 ) g 4 t • • m*,. May= 0 0 1 71 I Scale in Feet ris t 111110M1111 1 j I [ I I I I Mom mar., ma. 60 120 NOTE Base map adapted from TIDELITY.dwg" provided by client 6-12-07. Mall Entrance ! PROPOSED FIDE ) BANK BUILDIN N. M.= MUM ST V, MIA . NOM UMW WPM MWM MOM MUM MMO OIM N NhN N Fidelity Bank Tukwila, Washington SITE AND EXPLORATION PLAN June 2007 21-1-20762-001 SHANNON & WILSON, INC. FIG. 2 Geotechnloal and Environmental Consultants Medium dense, silty, clayey SAND, trace to slightly gravelly (FILL) Loose silty fine SAND Soft, fine sandy SILT, discontinuous PEAT layers Med. dense slightly silty, fine to med. SAND Med. Stiff, fine sandy SILT Very soft to soft silty CLAY / clayey SILT with organics Medium dense to very dense, slightly silty to silty SAND with gravel and sandy silt ♦. pilcap6p(v2 )-6/27/2007STEEL FB -1 STATIC 14in.xls GENERALIZED SOIL PROFILE (FB -1 and CPT -1) 32' 16' 9' -13' W -21' -28' -68' -98' 3. Calculations assume static loading conditions with settlement. 4. Calculations assume ground water at elevation of 16 feet (16 feet below existing ground surface). ESTIMATED AXIAL PILE CAPACITY (kips) 0 50 100 150 NOTES 1. Allowable compressive capacity is a summation of allowable skin friction and mobilized end bearing. 2. Allowable skin friction and end bearing are obtained by applying a factor of safety (FS) of 2.0 to the estimated ultimate values. - - - Ultimate Uplift Resistance Allowable Total Capacity 200 250 300 350 400 Fidelity Bank Tukwila, Washington ESTIMATED AXIAL CAPACITY 14 -IN -DIAM. STEEL PIPE PILE June 2007 21 -1- 20762 -001 SHANNON & WILSON, INC. FIG. 3 Geotechnical and Environmental Consultants Medium dense, silty, clayey SAND, trace to slightly gravelly (FILL) Loose silty fine SAND Soft, fine sandy SILT, discontinuous PEAT layers Med. dense slightly silty, fine to med. SAND Med. Stiff, fine sandy SILT Very soft to soft silty CLAY / clayey SILT with organics Medium dense to very dense, slightly silty to silty SAND with gravel and sandy silt pilcap8p(v2)-e/27 /2007-S1 EEL FB -1 STATIC 18in.xls GENERALIZED SOIL PROFILE (FB -1 and CPT -1) ro w 32' 16' 9' 0 m -13' ro w -21' -28' -68' -98' 100 120 4. Calculations assume ground water at elevation of 16 feet (16 feet below existing ground surface). ESTIMATED AXIAL PILE CAPACITY (kips) • • • 0 50 100 150 NOTES 1. Allowable compressive capacity is a summation of allowable skin friction and mobilized end bearing. 2. Allowable skin friction and end bearing are obtained by applying a factor of safety (FS) of 2.0 to the estimated ultimate values. 3. Calculations assume static loading conditions with settlement. - - - Ultimate Uplift Resistance Allowable Total Capacity • • • • • • • • • • Fidelity Bank Tukwila, Washington 200 250 300 350 400 ESTIMATED AXIAL CAPACITY 18 -IN -DIAM. STEEL PIPE PILE June 2007 21- 1- 20762 -001 SHANNON & WILSON, INC. FIG. 4 Geotechnical and Environmental Consultants LPILE Summary.xls - 6/27,2007 jnb 0 15.5' 28' 45' 53' 60' 100' GENERALIZED SUBSURFACE PROFILE Fill V Loose Sand Soft Silt Med. Dense Sand Med. Stiff Silt Soft Clay Area (in2) 21.2 Moment of Inertia (in4) 0. 0 3. Analyses assume the following pile properties: 484.0 29,000.0 Deflection (in) -0.10 0.00 0.10 0.20 0 10 20 30 40 50 60 70 80 90 100 0.30 0.40 NOTES 1. The lateral resistance analyses were performed using the computer program LPILE Version 5.0 (Reese and Wang, 2004). 2. Loads assumed to be applied at top of pile are as follows: Lateral Load = 22.0 kips Moment = 0 kips-ft Axial Load = 215.0 kips Modulus of Elasticity (ksi) Length (ft) 125.0 0 0 •■••• 0. 0 0 -100 0 10 20 30 4 0 5 0 60 70 80 90 100 Moment (kips-ft) -50 0 50 Free-Head Condition Fixed-Head Condition 4. Groundwater level assumed at depth of 15.5 feet 5. Analyses assume either fixed- or free-head condition at top of pile. 6. Analyses assume pile group spacing of at least 3 pile diameters. Analyses do not consider group effect. 100 -20.0 -10.0 0.0 10.0 20.0 30.0 0 ••••••■ .1- ••••••• a- m 0 10 20 30 40 50 60 70 80 90 100 Shear (kips) Fidelity Bank Tukwila, Washington LATERAL RESISTANCE ANALYSES 14-IN-DIAMETER STEEL PIPE PILE June 2007 21-1-20762-001 SHANNON & WILSON, INC. FIG. 5 Geotechnical and Environmental Consultants LPILE Summary.xls - 6/27/2007 jnb 0 15.5' 28' 45' 53' 60' 100' 0) GENERALIZED SUBSURFACE PROFILE Fill V Loose Sand Soft Silt Med. Dense Sand Med. Stiff Silt Soft Clay 10 20 30 • 40 • 50 0. a) 0 60 70 80 90 100 Deflection (In) -0.10 0.00 0.10 0.20 0.30 0.40 0 NOTES 1. The lateral resistance analyses were performed using the computer program LPILE Version 5.0 (Reese and Wang, 2004). 2. Loads assumed to be applied at top of pile are as follows: Lateral Load = 22.0 kips Moment = 0 kips-ft Axial Load = 215.0 kips 3. Analyses assume the following pile properties: Area Moment of Modulus of Length (in2) Inertia (in4) Elasticity (ksi) (ft) 27.5 1,053.0 29,000.0 125.0 -100 0 10 20 30 40 • • 50 o. 60 70 80 90 100 Moment (kips - 50 0 50 100 - 20.0 - 10.0 0.0 10.0 20.0 30.0 0 Free-Head Condition Fixed-Head Condition 4. Groundwater level assumed at depth of 15.5 feet. 5. Analyses assume either fixed- or free-head condition at top of pile. 6. Analyses assume pile group spacing of at least 3 pile diameters. Analyses do not consider group effect. ■•• 10 20 30 40 50 60 70 80 90 100 Shear (kips) Fidelity Bank Tukwila, Washington LATERAL RESISTANCE ANALYSES 18-IN-DIAMETER STEEL PIPE PILE June 2007 21-1-20762-001 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. 6 APPENDIX A SUBSURFACE EXPLORATIONS SHANNON I;WILSON, INC. 21 -1- 20762 -001 APPENDIX A SUBSURFACE EXPLORATIONS TABLE OF CONTENTS Page A.1 CURRENT SUBSURFACE EXPLORATIONS A -1 A.2 PREVIOUS SUBSURFACE EXPLORATIONS A -1 A.3 SOIL SAMPLING A -1 A.4 REFERENCES A -2 Figure No. 21 -1- 207 62 -00 1 -R l - AA.doc/wp/LK D LIST OF FIGURES A -1 Soil Classification and Log Key (2 sheets) A -2 Log of Boring FB -1 (2 sheets) A -3 Log of Boring CF -1 (February 2007) A -4 Log of Boring RB -5 (November 2004) A -5 Cone Penetration Test Plot CPT -1 A -i SHANNON iWILSON, INC. 21 -1- 20762 -001 APPENDIX A SUBSURFACE EXPLORATIONS A.1 CURRENT SUBSURFACE EXPLORATIONS SHANNON FiWILSON, INC. We performed one soil boring, designated FB -1, for the Fidelity Bank project on June 15, 2007. The location of the soil boring is shown in the Site and Exploration Plan, Figure 2. A representative from our firm determined the location by taping from existing site features. The log for the soil boring is presented as Figure A -2. Gregory Drilling, Inc., under subcontract to Shannon & Wilson, Inc., drilled soil boring FB -1 using a CME 85 truck - mounted drill rig and mud - rotary drilling techniques. The mud -rotary method consists of drilling the subsurface soils and removing the cuttings by circulation of a bentonite /water mix drilling mud. A settling tank at the ground surface collected the cuttings while the mud was recirculated into the boring. Gregory Drilling, Inc. transferred all cuttings into drums and disposed of them. One cone penetration test (CPT) was completed by Northwest Cone Exploration under subcontract to Shannon and Wilson, Inc. on June 27, 2007. The test, designated CPT -1, was used to evaluate the subsurface conditions and evaluate the depth of a suitable bearing layer. The results are plotted as Figure A -5. A.2 PREVIOUS SUBSURFACE EXPLORATIONS We evaluated subsurface information from previous explorations to supplement geotechnical information derived from the recent boring. Our firm previously performed two soil borings in the project vicinity in 2004 and 2007. Section A.4 references these studies. The soil boring designations and locations are shown in the Site and Exploration Plan, Figure 2. The logs for these soil borings are presented as Figures A -3 through A -4. A.3 SOIL SAMPLING A Shannon & Wilson, Inc. representative observed previous and current drilling operations. Our representative collected soil samples and prepared a log for each boring. During the explorations, disturbed (split- spoon) samples were retrieved from the borings at 2%2- to 5 -foot 211- 20762 -001 -R 1- AA.doc/wp /LKD A -1 21 -1- 20762 -001 A.4 REFERENCES SHANNON WILSON, INC. depth intervals. Retrieved samples were field screened for the potential presence of contamination. Field screening methods included visual and olfactory observations. To obtain disturbed soil samples, Standard Penetration Tests (SPTs) were performed in general accordance with the American Society for Testing and Materials (ASTM) Designation: D 1586, Test Method for Penetration Test and Split - Barrel Sampling of Soils (ASTM, 2002). The SPT consists of driving a 2 -inch outside - diameter (O.D.) split -spoon sampler a total distance of 18 inches below the bottom of the drilled hole with a 140 -pound hammer falling 30 inches. The number of blows required to cause the last 12 inches of penetration is termed the Standard Penetration Resistance (N- value). When the resistance exceeded 50 blows for 6 inches or less penetration, the test was terminated and the number of blows and the corresponding penetration were recorded. The Standard Penetration Resistance values are plotted on the boring logs presented in Appendix A. These values provide a means for evaluating the relative density of granular soils and the relative consistency (stiffness) of cohesive soils. SPT samples were classified in the field and recorded on the logs by our field representative. Samples were placed in airtight jars and returned to our laboratory for testing. American Society for Testing and Materials (ASTM), 2002, 2002 Annual book of standards, construction: West Conshohocken, Pa., volume 04.08 Soil and Rock. Shannon & Wilson, Inc., 1975, Report of soil engineering, Rainier National Bank, Tukwila, Washington: Shannon & Wilson, Inc., Seattle, Wash., report no. W-2888-01, July. Shannon & Wilson, Inc., 2005, Geotechnical report, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: Shannon & Wilson, Inc., Seattle, Wash., report no. 21 -1 -20189 -004, September. 21-1-20762 -001 -RI -AA. doclwp/LKD A -2 21 -1- 20762 -001 • DESCRIPTION SIEVE NUMBER ANDIOR SIZE FINES < #200 (0.08 mm) SAND* - Fine - Medium - Coarse #200 to #40 (0.08 to 0.4 mm) #40 to #10 (0.4 to 2 mm) #10 to #4 (2 to 5 mm) GRAVEL* - Fine - Coarse #4 to 3/4 inch (5 to 19 mm) 3/4 to 3 inches (19 to 76 mm) COBBLES 3 to 12 inches (76 to 305 mm) BOULDERS > 12 inches (305 mm) COARSE - GRAINED SOILS FINE- GRAINED SOILS N, SPT, BLOWS /FT. RELATIVE DENSITY N, SPT, RELATIVE BLOWS /FT. CONSISTENCY 0 - 4 4 - 10 10 - 30 30 - 50 Over 50 Very loose Loose Medium dense Dense Very dense Under 2 2 - 4 4 - 8 8 - 15 15 - 30 Over 30 Very soft Soft Medium stiff Stiff Very stiff Hard Shannon & Wilson, Inc. (S &W), uses a soil classification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following page. Soil descriptions are based on visual- manual procedures (ASTM D 2488 -93) unless otherwise noted. S &W CLASSIFICATION OF SOIL CONSTITUENTS • MAJOR constituents compose more than 50 percent, by weight, of the soil. Major consituents are capitalized (i.e., SAND). • Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty SAND). • Trace constituents compose 0 to 5 percent of the soil (i.e., slightly silty SAND, trace of gravel). MOISTURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table ABBREVIATIONS ATD Elev. ft FeO MgO HSA ID in Ibs Mon. N NA NP OD OVA PID ppm PVC SS SPT USC WLI At Time of Drilling Elevation feet Iron Oxide Magnesium Oxide Hollow Stem Auger Inside Diameter inches pounds Monument cover Blows for last two 6 -inch increments Not applicable or not available Non plastic Outside diameter Organic vapor analyzer Photo - ionization detector parts per million Polyvinyl Chloride Split spoon sampler Standard penetration test Unified soil classification Water level indicator GRAIN SIZE DEFINITION * Unless otherwise noted, sand and gravel, when present, range from fine to coarse in grain size. RELATIVE DENSITY / CONSISTENCY WELL AND OTHER SYMBOLS Bent. Cement Grout Bentonite Grout Bentonite Chips Silica Sand PVC Screen Vibrating Wire Surface Cement Asphalt or Cap Slough Bedrock Fidelity Bank Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY June 2007 21- 1- 20762 -001 SHANNON & WILSON, INC. FIG. A -1 Geotechnical and Environmental Consultants Sheet 1 of 2 , LINIFIED,SOILktLASSIFICATION SYSTEM (USCS)� i , (From ASa7M D 2487 24$0 -93) _ MAJOR DIVISIONS GROUP /GRAPHIC SYMBOL TYPICAL DESCRIPTION COARSE- GRAINED SOILS (more than 50% retained on No. 200 sieve) Gravels (more than 50% of coarse fraction retained on No. 4 sieve) Clean Gravels (less than 5% fines) Gw w vs • $ • • ' Well - graded oravels, vels, grave son Ixtures, It a or no fines. GP . e O • e • i Poorly graded ravels, gravel-sand mixtures, little or no fines Gravels with Fines (more than 12% fines) GM • Silty gravels, gravel- sand -silt mixtures GC I r • , ,04 Clayey gravels, gravel-sand-clay mixtures Sands (50% or more of coarse fraction passes the No. 4 sieve) Clean Sands (less than 5% fines) SW Well- graded sands, gravelly sands, little or no fines SP Poorly graded sand, gravelly sands, little or no fines S ands with Fines (more than 12% fines) SM Silty sands, sand -silt mixtures SC Clayey sands, sand -clay mixtures FINE - GRAINED SOILS (50% or more passes the No. 200 sieve) Silts and Clays (liquid limit less than 50) Inorganic ML Inorganic silts of low to medium plasticity, rock flour, sandy silts, gravelly silts, or clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clayslean clays Organic OL Organic silts and organic silty clays of low plasticity Silts and Clays Y (liquid limit 50 or more) Inorganic MH Inorganic silts, micaceous or diatomaceous fine sands or silty soils, elastic silt CH Inorganic clays or medium to high plasticity, sandy fat clay, or gravelly fat clay Organic OH Organic clays of medium to high plasticity, organic silts ORGANIC SOILS Primarily organ c matter, dark in color, and organic odor PT %no Peat, humus, swamp soils with high organic content (see ASTM D 44v) NOTE: No. 4 size = 5 mm; No. 200 size = 0.075 mm NOTES 1. Dual symbols (symbols separated by a hyphen, i.e., SP -SM, nightly silty fine SAND) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL -ML area of the plasticity chart. 2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, silty CLAY /clayey SILT, GW /SW, sandy GRAVEL/gravelly SAND) indicate that the soil may fall into one of two possible basic groups. Fidelity Bank Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY June 2007 21 -1- 20762 -001 SHANNON & WILSON, INC. Geotechnlcal and Environmental Consultants FIG. A - Sheet 2 of 2 • • Total Depth: 106.5 ft. No Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: - 32 ft. Ea Company: Gregory Rod Diam.: 2 Vert. Datum: Station: Equipment Truck Hammer Type: Automatic Horiz. Datum: Offset Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. 'y ;daa Symbol saldwes Ground Water Depth, ft. PENETRATION RESISTANCE (blowstroot) • Hammer Wt. & Drop: 140 Ibs / 30 inches 0 20 40 60 Medium dense, gray, silty, clayey SAND, trace to slightly gravelly; moist; (Fill) SC /SM. 15 .5 23.0 45.0 53.0 0 g 3 Z 41 s= s= I a = t t o= 11 5 10 SL 15 co o 0 20 25 30 • ._ : • Loose, gray to black, silty fine SAND; wet; scattered fine roots and wood particles; SM. Soft, gray to purple -gray, fine sandy SILT; wet; thinly bedded with a trace of fine roots, seam of stiff PEAT at 35.0 feet; ML. • C . ... • 40 45 50 55 - . • Medium dense, black, slightly silty, fine to medium SAND; wet; finely bedded with scattered silt seams; SP -SM. • Medium stiff, gray, fine sandy SILT; wet; finely bedded; ML. CONTINUED NEXT SHEET • 0 0 20 40 60 LEGEND • Sample Not Recovered V Ground Water Level ATD 0 % Fines (<0.075mm) 1 Standard Penetration Test • % Water Content Plastic Limit 1—III-1 Liquid Limit Natural Water Content NOTES Fidelity Bank Tukwila, Washington LOG OF BORING FB -1 June 2007 21-1-20762-001 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if Indicated above, is for the date specified and may vary USCS designation is based on visual - manual classification and selected lab testing. ■ 4. The hole location was measured using a cloth tape from existing site features and should be considered Rnnraximate SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A -2 Sheet 1 of 2 ti Total Depth: 106.5 ft. Nor Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: — 32 ft. Eat Company: Gregory Rod Diam.: 2 Vert. Datum: Station: Equipment: Truck Hammer Type: Automatic Horiz. Datum: Off: Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. r i 'y}dea L Symbol Samples Ground Water Depth, ft. PENETRATION RESISTANCE (blowsffoot) • Hammer Wt. & Drop: 140 tbs / 30 inches 0 20 40 60 Very soft to soft, gray to dark gray, silty CLAY; wet; finely bedded, scattered shell fragments from 85.0 feet; CUCH. b 100.0 106.5 � 13 1 0 1 4 1= 15= 1 6 = 17= 1 — 2 0 z1 WA 77�� WORD. • • WOKS . . WORD. • WOFCA 9gDp WORD gg 100 105 110 115 - . •. • .. • Very loose to loose, gray, silty fine SAND; wet; thinly bedded with scattered shell and wood fragments; SM. •: BOTTOM OF BORING COMPLETED 6/15/2007 0 20 40 80 LEGEND • Sample Not Recovered g Ground Water Level ATD O % Fines ( <0.075mm) 1 Standard Penetration Test • % Water Content Plastic Limit I-111-1 Liquid Limit Natural Water Content NOTES Fidelity Bank Tukwila, Washington LOG OF BORING FB -1 June 2007 21 -1- 20762 -001 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual- manual classification and selected lab testing. 4. The hole location was measured using a cloth tape from existing site features and shoulrf he considered annrnximate SHANN nv FIG. A-2 Sheet 2 of 2 Total Depth: 86.5 ft. Nor Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: – 30 ft. Ea: Company: Boart Longyear Rod Diam.: 2 - inch Vert. Datum: Station: Equipment: Truck Rig Hammer Type ope and Cathead Horiz. Datum: Off; Comments: SOIL DESCRIPTION D Depth, ft. Symbol saidweg 'y ;daa Jatem punoto PENETRATION RESISTANCE (blows/foot) 0 20 40 60 Medium dense to dense, Tight brown to gray, slightly sandy, silty GRAVEL; moist GP. ii 2= None Observed During Dulling O 0 0 0 0 Medium dense, gray, silty, fine to medium a O • Medium stiff, brown -gray, slightly sandy SILT, trace of wood fragments; moist; thinly bedded; s Medium dense, black, silty, fine SAN moist; 6 Stiff, brown to gray, fine sandy SILT; moist; interbedded with wood and organics; (Alluvium) 8 O Medium dense, gray to black, slightly silty to e Very soft to medium stiff, light to dark gray, silty Weight -of -Rod a a . . • • Dense to very dense, dark gray, silty, fine to medium SAND; moist faintly bedded 1 p • • ........... _ ..:.: . � . . .: .. . .....:: :.:. BOTTOM OF BORING COMPLETED 2/7/2007 0 20 40 60 LEGEND O O % Fines ( <0.075mm) • Sample Not Recovered 1 Standard Penetration Test • % Water Content Plastic Limit 1-6-1 liquid Limit Natural Water Content NOTES L Cheesecake Factory Tukwila, Washington LOG OF BORING CF -1 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above. is for the date specified and may vary. 3. USCS designation is based on visual - manual classification and selected lab F SHANNON & WILSON INC. Total Depth: 83 ft. Na Method: Hole Diem.: Top Elevation: - 28 ft. Ea Company: Rod Diem.: Vert. Datum: Station: Equipment Hammer Type: Horiz. Datum: Offset: Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. .ft 1.pdag 1 Symbol Samples 1 Ground Water Depth, ft. PENETRATION RESISTANCE (blows/foot) • Hammer Wt. & Drop: 0 20 40 60 1 3 -inch asphalt concrete; 9 -inch compacted base course. 1.0 12.0 17.0 21.0 31.0 38.0 47.5 53.0 63.0 83.0 ;• s. • ; .J': • :: ':' .: • • :. •' ::': ''. •':' ' :'` r . : .. 1= 21 3 = E a —+ s= 61 r= E= t 0= 71 = 12= 13= 1a= is= 161 77 18= 19= 10 4 20 ° W 0 30 40 60 8 0 90 �. ... sir Medium dense to dense /very stiff, gray to light brown, silty, fine SAND and slightly sandy \SILT, trace of gravel; moist; (Fill) SM /ML. ,- 30f2 "` - Loose, brownish -gray, slightly gravelly, silty SAND; wet; sand is well graded; SM. \Very soft, gray, clayey SILT; moist; ML. r f Loose to medium dense, dark gray, clean to slightly silty, very fine SAND; wet; occasional organics; SP. — �1 Medium stiff, brown to dark gray, silty CLAY /clayey SILT, trace of fine sand, "\numerous organics; moist; MUCL. /-- Medium dense, dark gray, fine to medium SAND; wet; SP. . . Very loose /soft, dark gray, varved, very fine to fine silty SAND and sandy SILT; wet; numerous organics; strong sulfur odor; SM /ML.[ ` - Very soft to soft, gray to dark gray, silty CLAY /clayey SILT; moist; organics at top of - `ayer; strong sulfur odor, MH /CH. .t>: Medium dense to very dense, gray, slightly silty to silty, fine to coarse SAND, becomes gravelly towards bottom; wet; scattered shells; SM. BOTTOM OF BORING COMPLETED 11/9/2004 0 20 40 60 LEGEND * Sample Not Recovered V Ground Water Level ATD E Environmental Sample Obtained 1 Standard Penetration Test Plastic Limit 1-*---1 Liquid Limit Natural Water Content NOTES Westfield Shoppingtown Southcenter Expansion Tukwila, Washington LOG OF BORING RB -5 May 2006 21 -1- 20189 -005 1 Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual - manual classification and selected lab testing. SHANNON & WILSON, INC. GeotechnIcal and Environmental Consultants FIG. A -4 • 20 40 Depth 60 (ft) 80 100 120 Tip Resistance Qc TSF 0 0 • J L J 1 'Soil behavior type and SPT based on data from UBC -1983 Shannon & Wilson Inc. Operator. Nowak Sounding: CPT -01 Cone Used: DSG1015 Friction Ratio Fs /Qc ( %) 300 0 4 -r L cf I 4— Pore Pressure Pw PSI -20 CPT Date/Time: 6/27/2007 10:54:05 AM Location: Fidelity Job Number: 21 -1- 20762 -001 140 Soil Behavior Type SPT N' Zone: UBC -1983 60% Hammer 0 12 0 120 _ J _ Maximum Depth = 119.75 feet Depth Increment = 0.164 feet tit 1 sensitive fine grained • 4 silty day to clay • 7 silty sand to sandy silt • 10 gravelly sand to sand • 2 organic material • 5 clayey silt to silty clay ; 8 sand to silty sand • 11 very stiff fine grained (') • 3 clay • 6 sandy silt to clayey silt ® 9 sand • 12 sand to clayey sand (') Northwest Cone Exploration FIG. A-5 APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS SHANNON Fo MLSON, INC. 21 -1 -20762 -001 21.1- 20762.001 -R1- AB.doc/wp /LKD APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS TABLE OF CONTENTS Page B.1 INTRODUCTION B -1 B.2 VISUAL CLASSIFICATION B -1 B.3 WATER CONTENT DETERMINATION B -1 B.4 FINES CONTENT B -2 B -i SHANNON f1WILSON. INC. 21 -1- 20762 -001 B.1 INTRODUCTION APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS SHANNON &WILSON. INC. This appendix contains descriptions of the procedures and the results of laboratory tests performed on the soil samples obtained from the field exploration for the Fidelity Bank project in Tukwila, Washington. We tested the samples to determine the basic index properties and the engineering characteristics of the soils within the project site. The Shannon & Wilson, Inc. laboratory in Seattle, Washington, conducted the testing during June 2007. Laboratory testing consisted of visual classification on all soil samples, natural moisture content determination on all soil samples, and fines content on four soil samples. B.2 VISUAL CLASSIFICATION Each of the soil samples recovered from the borings was visually reclassified in our laboratory using a system based on the American Society for Testing and Materials' (ASTM) Designation: D 2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM Designation: D 2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). These ASTM standards use the Unified Soil Classification System (USCS). The USCS is described in Figure A -1. The visual classification made using this system allows for convenient and consistent comparison of soils from widespread geographic areas. The individual sample classifications have been incorporated into the soil descriptions on the boring logs presented in Figures A -2 through A -4. B.3 WATER CONTENT DETERMINATION The natural water content of 20 soil samples recovered from the field explorations were determined in general accordance with ASTM Designation: D 2216, Standard Method of Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil- Aggregate Mixtures. Comparison of natural water content of a soil with its index properties can be useful in American Society for Testing and Materials (ASTM), 2002, 2002 Annual book of standards, Construction v. 04.08, Soil and rock (I): D 420 — D 5779: West Conshohocken, Pa. 21 -1- 20762 - 001- RI- AB.doc/wp /LKD B -1 21 -1- 20762 -001 characterizing soil unit weight, consistency, compressibility, and strength. Water content is plotted on the boring logs presented in Appendix A. B.4 FINES CONTENT 21 -1- 20762 -OOI -R 1 -A B. doc/wp /LKD B-2 SHANNON &WILSON. INC. Fines content determinations were performed on selected samples of granular soils in general accordance with ASTM D 422, Standard Method for Particle -Size Analysis of Soils. Fines contents are plotted on the boring logs presented in Appendix A. Fines contents are used to assist in classifying soils and to provide correlation with soil properties, including permeability, capillarity, susceptibility to liquefaction, and sensitivity to moisture. 21 -1- 20762 -001 APPENDIX C LIQUEFACTION POTENTIAL SHANNON FIWILSON. INC. 21 -1- 20762 -001 Figure No. 21 -1- 20762 -001- RI- AC.doc/wp /LKD APPENDIX C LIQUEFACTION POTENTIAL TABLE OF CONTENTS Page C.1 LIQUEFACTION POTENTIAL C -1 C.2 REFERENCE C -1 LIST OF FIGURES C -1 Results of Liquefaction Analyses, Boring FB -1 C -2 Results of Liquefaction Analyses, Boring CF -1 C -3 Results of Liquefaction Analyses, Boring RB -5 C -i SHANNON FiWILSON, INC. 21 -1- 20762 -001 C.1 LIQUEFACTION POTENTIAL APPENDIX C LIQUEFACTION POTENTIAL SHANNON 6WILSON, INC. Liquefaction potential of the subsurface soils was estimated using the Standard Penetration Test (SPT) N- values for samples obtained in the borings and their measured fines content. The factor of safety (FS) against liquefaction was determined for each SPT based on Seed's simplified empirical procedure and in accordance with National Center for Earthquake Engineering Research (NCEER) technical report NCEER -97 -0022 (Youd and Idriss, 1997). FSs were calculated for ground motions consistent with the recommended design ground motions (i.e., earthquake magnitude of 7 and a peak ground acceleration of 0.34g). The calculated FSs for each boring are plotted in Figures C -1 through C -3. C.2 REFERENCE Youd, T.L., and Idriss, I.M., 1997, Proceedings of the NCEER Workshop on evaluation of liquefaction resistance of soils: NCEER technical report NCEER -97 -0022, December 31. 2 I -1.20762-001 -R I - AC.doc/wp /LKD C -1 21 -1- 20762 -001 • Med. dense silty, clayey SAND, trace to slightly gravelly; Fill (SC /SM) Loose silty fine SAND (SM) Soft fine sandy SILT (ML) Med. Dense, slightly silty, fine to medium SAND (SP -SM) Soft fine sandy SILT (ML) Very soft to soft silty CLAY (CH) 61202007- LIQUEF FB -l.xls -author SUBSURFACE PROFILE (Based on Boring FB -1) V 10 . 20 so 70 80 NOTES: FACTOR -OF- SAFETY AGAINST LIQUEFACTION (FS) 00 01 02 0.3 0.4 0.5 0.8 0.7 0.8 0.9 10 1.1 12 1.3 1I 1.5 0 1 1 1 • • • • • 1. Reference: Youd, T.L. and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/ NSF Workshops on Evaluation of Liquefaction Resistance of Soils. 2. The analysis was performed for an earthquake with a magnitude of 7 and a peak ground acceleration of 0.34g. 3. The liquefaction resistance of a soil is dependent on its density and fines content. The fines content was estimated based on selected graln -size analyses and engineering judgement. • • Fidelity Bank Tukwila, Washington • • • RESULTS OF LIQUEFACTION ANALYSES BORING FB -1 June 2007 21 -1- 20762 -001 Pet11 NONEnviroonmentafnnguftaotts' FIG. C -1 Med. dense to dense, slightly sandy silty GRAVEL; Fill (GP) Med. dense silty SAND (SM) Med. stiff slightly sandy SILT (ML) Med. dense slightly silty fine SAND (SP- SM) Stiff fine sandy SILT (SM) Med. dense fine to medium SAND (SP) Very soft silty CLAY /clayey SILT (CH/MH) Dense to very dense fine to medium SAND (SM) 6126/2007- LIQUEF CF -1 .xls- author SUBSURFACE PROFILE (Based on Boring CF -1) 0.0 0.1 02 0,3 0.4 as 0.8 0. i 10- m 30 W LL rn z O 40 ' cc O a 5 . a 60 70 eo NOTES: FACTOR-OF-SAFETY AGAINST LIQUEFACTION (FS) • 1. Reference: Youd, T.L. and ldriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/ NSF Workshops on Evaluation of Liquefaction Resistance of Soils. 2. The analysis was performed for an earthquake with a magnitude of 7 and a peak ground acceleration of 0.34g. 3. The liquefaction resistance of a soil is dependent on its density and fines content. The fines content was estimated based on selected grain -size analyses and engineering judgement. 0 7 0.8 0,8 1.0 1.1 12 1.3 1.4 1.5 • • • Cheesecake Factory Tukwila, Washington • • • • RESULTS OF LIQUEFACTION ANALYSES BORING CF -1 June 2007 21 -1- 20693 -001 SHANNON & WILSON, INC. FIG. C -2 Geotechnicat and Environmental Consultants 1 Med. Dense to dense, v. stiff, silty SAND; Fill, (SM) Loose, brown -gray, slightly gravelly, silty SAND; (SM) V. soft, gray, clayey SILT; (ML) Loose to med. Dense, dark gray, slightly silty, very fine SAND; (SP -SM) Med stiff, brown to dark gray, silty CLAY and dayey SILT, numerous organics; ML/CL Medium dense, dark gray, fine to medium SAND; (SP) Med. Dense, dark gray, varved fine silty SAND /sandy SILT; (SM /ML) Very soft to soft, gray to dark gray silty CLAY and clayey SILT; (MH/CH) r 6/28/2007- LIOUEf RB•5.xls- author SUBSURFACE PROFILE (Based on Boring RB -5) 0 0 10- 20 w 50 eo NOTES: 0.0 0.1 0.2 03 0.4 05 • • FACTOR -OF -SAFETY AGAINST LIQUEFACTION (FS) • 1. Reference: Youd, T.L. and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/ NSF Workshops on Evaluation of Liquefaction Resistance of Soils. 2. The analysis was performed for an earthquake with a magnitude of 7 and a peak ground acceleration of 0.34g. 3. The liquefaction resistance of a soil is dependent on its density and fines content. The fines content was estimated based on selected grain -size analyses and engineering judgement. 0.6 0.7 0e 09 10 1.1 12 Westfield Shoppingtown Southcenter Expansion Tukwila, Washington 3 1.4 1.5 • RESULTS OF LIQUEFACTION ANALYSES BORING RB -5 June 2007 21 -1- 20189 -001 SHANNON & WILSON, INC. FIG. C -3 Geotechnical and Environmental Consultants APPENDIX D IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT SHANNON &WILSON, INC. 21 -1- 20762 -001 • • SHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Report 21 -1- 20762 -001 Date: July 3, 2007 To: Mr. Joshua Kimmel Westfield Corporation, Inc. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL /ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT - SPECIFIC FACTORS. Ageotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project-specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of- service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 2 1/2007 A REPORTS CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnicalenvironmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND /OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering /environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE /Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2007 11 -03 -2008 JOSH KIMMEL 11601 WILSHIRE BL 14 FLOOR LOS ANGELES CA 90025 RE: Permit No. D08 -161 304 STRANDER BL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a fmal 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 fmal 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 writinz 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 12/01/2008 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, rA 4d1( xc: 'ter Marshall, t Technician Permit File No. D08 -161 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51— 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for l 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. • • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME F le (:)/-7 Vn Je-s f ' t cr PERMIT # "l bO 9 - ( If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements ,a SD 0 6 , 6 0' h,Q 3. Calculate improvement -based fees: V B. 2.5% of first $100,000 of A. 56.86 C. 2.0% of amount over $100,000, but less than $200,000 of A. „ ' - 6 6 D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ ( S.c s. 0o 5. Enter total excavation volume /0 d cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review and permit fee. nd fill volumes. GRADING Plan Review and Permit Fees $ c>23 -5a (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 71 �' - 50 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2008 1 RECEIVE APR 012008 PERMIT CENTS, QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the l 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ ( The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2008 4:i1 S • 2 $ (6) (8) ACTIVITY NUMBER: D08 -161 DATE: 04 -01 -08 PROJECT NAME: FIDELITY INVESTOR CENTER SITE ADDRESS: 304 STRANDER BL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS � . . o B ;v# ing r Ivlsl ,i / .J Dpm Public Works Complete TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 • PERMIT COORD COY • PLAN REVIEW /ROUTING SLIP Approved with Conditions 1 to-ob Fire Prevention Str"'I tpur aI V' DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required DUE DATE: 04 -03 -08 DATE: DATE: .�Gvt dr�, 4 -1 Planning Division Permit Coordinator Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ LETTER OF COMPLETENESS MAILED: Ping ❑ PW ❑ Staff Initials: No further Review Required Not Approved (attach comments) DUE DATE: 05-01 -08 rIvr- L . Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Reid iddleton May 30, 2008 File No. 262008.005/00303 Mr. Bob Benedict°, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Fidelity .Investment Center, Phase 1- Foundation (D08 -161) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 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. Note that Sheets 502.02 and S02.10, included in the set of revised structural drawings, do not bear our review stamp. These sheets are applicable to the structure above the foundation and will be reviewed in the next phase of the project. 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: SO1.01 and 503.01. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Shannon and Wilson, dated July 3, 2007. The following is a summary: 1. Site excavation and grading. 2. Installation of driven grout piles. 3. Verification of driven grout pile capacities. 4. Placement and compaction of perimeter backfill. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Construction of driven grout piles: Continuous. 2. Concrete placement at concrete construction: Continuous. 3. Reinforcement at concrete construction: Periodic. 4. Installation of anchor bolts /rods in concrete: Continuous. Ensineers Planners .Viirueyor Reid Middleton, Inc. 728134th Street SW Suite 200 Everett WA 98204 Ph: 425 741 -3800 Fox: 425141 -3900 Mr. Bob Benedicto, Building Official City of Tukwila May 30, 2008 File No. 262008.005/00303 Page 2 • • Enclosed are one set of the revised structural drawings, one set of the revised structural sheets and correspondence from the geotechnical engineer, specialty structural engineer for the piles and structural engineer of record for your reference. We are retaining one set of the revised structural sheets, 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 Middleton, In P ilip Brazil, P.E., S.E. enior Engineer Enclosures cc: Josh Kimmel, Westfield (by e -mail) Brenda Holt, City of Tukwila (by e -mail) dop: \doc \26 \p la nrevw \tukwila \08 \t003 r3.doc \prb Reid indictor' Reid iddleton April 29, 2008 File No. 262008.005/00301 Dear Mr. Benedicto: Geotechnical Architectural No comments. RECEIVED APR 3 0 200 G avaltart CsEIIIELOWNIT 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 Fidelity Investment Center, Phase 1- Foundation (D08 -161) a. Site excavation and grading. b. Installation of concrete - filled steel pipe piles. c. Verification of concrete - filled steel pipe pile capacities. d. Placement and compaction of perimeter backfill. We reviewed the proposed project for compliance with the structural provisions of the 2006 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. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the civil engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. 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 Shannon and Wilson, dated July 3, 2007. See IBC Sections 1704.7 and 1802. The following is a summary: Engineerr 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 28, 2008 File No. 262008.005/00301 Page 2 Structural 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction, including concrete - filled steel pipe piles: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction, including concrete - filled steel pipe piles: Periodic, see also Section 1704.4. c. Installation of anchor bolts /rods in concrete: Continuous, see also Sections 1704.4 and 1707.1. 2. The steel material for the 14- inch - diameter steel pipe piles is not clear. Steel pipe is not listed in Section E of the structural notes on structural steel, Sheet S01.01 and the maximum diameter of steel pipe is 12 inches. Round HSS is listed as complying with ASTM A 500 but this requires specifying the wall thickness. Material specifications for the steel pipe piles, including ASTM specification, grade and wall thickness, should be specified on the drawings for review. See IBC Sections 1810.6.1 and 2205.1, Section A4 of AISC 360 -05 and Section 3.1 of AISC 303 -05. 3. The building is required to be designed for load combinations that include vertical seismic load effects. These load combinations do not appear to be considered in the STAAD.Pro analysis. The analysis should be revised to include load combinations with vertical seismic load effects as indicated below and resubmitted for review. The structural design may need to be revised. Please verify. Note that D = dead load, E = earthquake load (strength design), and QE = effect of horizontal seismic forces. See IBC Section 1613.1 and Section 12.4 of ASCE 7 -05. a. E b. E • • = P QE + 0.2 SDS D. P QE - 0.2 SDS D. 4. Piles supporting structures are required to be designed to resist earthquake motions. Pile moments, shears and lateral deflections are required to be determined considering the nonlinear interaction of the shaft and soil. The geotechnical report contains the results of L -Pile analyses, which were presumably conducted to determine structural demands due to earthquake motions (Figure 5). The calculations, however, do not appear to consider these demands on the design of the piles. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Sections 1613.1 and 1808.2.23.1.2. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April 28, 2008 File No. 262008.005/00301 Page 3 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, Rei • Middleton, Inc. clip Brazil, P.E., S.E. enior Engineer cc: Josh Kimmel, Westfield (by e -mail) Brenda Holt, City of Tukwila (by e -mail) dop:\ doc \26 \planrevw \tukwila \08 \t003r l .doc \prb • Reid iddleton April 7, 2008 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Fidelity Investor Center — D08 -161 304 Strander Bl, Tukwila Dear Mr. Swanson: Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D08 -161 Cizy of Tukwila • Department of Community Development Jack Pace, Director Please review the enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. H:\Documents\Structural Consultant\D08 -161 - structural review.DOC Page 1 of 1 bh Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 License Information License BNBUII *990K3 Licensee Name B N BUILDERS INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602056687 Ind. Ins. Account Id VICE PRESIDENT Business Type CORPORATION Address 1 2601 4TH AVE STE 350 Address 2 City SEATTLE County KING State WA Zip 98121 Phone 2067180960 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/23/2001 Expiration Date 9/12/2009 Suspend Date Separation Date Parent Company Previous License BASTINB0000J Next License PURODSI984JN Associated License Business Owner Information Name Role Effective Date Expiration Date BASTIAN, BRAD PRESIDENT 05/23/2001 Bond Amount NIELSEN, JEFF VICE PRESIDENT 05/23/2001 103355900 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #3 TRAVELERS CAS & SURETY CO 103355900 08/30/2001 Until Cancelled $12,000.00 09/06/2001 Look Up a Contractor, Electrician or Plumber License Detail 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. Page 1 of 2 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= BNBUII *990K3 06/05/2008 a� a 0 00 w J d& A - GENERAL Al STRUCTURAL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE IBC 2006. A2 EXAMINE ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR VERIFICATION OF LOCATION AND DIMENSIONS OF CHASES, INSERTS, OPENINGS, SLEEVES, WASHES, DRIPS, REVEALS, DEPRESSIONS, AND OTHER PROJECT REQUIREMENTS NOT SHOWN ON STRUCTURAL DRAWINGS. A3 VERIFY AND COORDINATE DIMENSIONS RELATED TO THIS PROJECT. A4 TYPICAL DETAILS AND NOTES SHOWN ON STRUCTURAL DRAWINGS 501.01 AND S01.02 SHALL BE APPLICABLE TO ALL PARTS OF THE STRUCTURAL WORK EXCEPT WHERE SPECIFICALLY REQUIRED OTHERWISE BY CONTRACT DOCUMENTS. A5 DETAILS NOT SPECIFICALLY SHOWN SHALL BE SIMILAR TO THOSE SHOWN FOR THE MOST NEARLY SIMILAR CONIDITION AS DETERMINED BY THE ARCHITECT. A6 THE CONTRACTOR SHALL SUBMIT COMPLETE SHOP DRAWINGS FOR ALL PARTS OF THE WORK. NO PERFORMANCE Of THE WORK OR FABRICATION OR ERECTION OF NEW STRUCTURAL ELEMENTS, SHALL COMMENCE WITHOUT REVIEW OF THE SHOP DRAWINGS BY THE ARCHITECT. B - FOUNDATIONS n BI FOUNDATIONS FOR THIS PROJECT CONSIST OF GROUT DRIVEN PILES 50 TON COMPRESSION CAPACITY, 21 KIP TENSION CAPACITY. B2 FOUNDATION DESIGN IS BASED ON INFORMATION CONTAINED IN GEOTECHNICAL INVESTIGATION DATED JULY 3, 2007. PREPARED BY SHANNON AND WILSON INC OF SEATTLE WASHINGTON. B3 NO RESPONSIBILITY IS ASSUMED BY THE ARCHITECT FOR THE VALIDITY OF THE SUBSURFACE CONDITIONS DESCRIBED ON THE DRAWINGS, SPECIFICATIONS, TEST BORINGS, OR TEST PITS. THESE DATA ARE INCLUDED ONLY TO ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT CONDITIONS ONLY AT THESE SPECIFIC LOCATIONS AT THE PARTICULAR TIME THEY WERE MADE. B4 FOUNDATION UNITS SHALL BE CENTERED UNDER SUPPORTED STRUCTURAL MEMBERS, UNLESS NOTED OTHERWISE ON THE DRAWINGS. B5 EXTERIOR CONSTRUCTION SHALL BE CARRIED DOWN BELOW FINISHED EXTERIOR GRADE TO A MINIMUM DEPTH OF 2' -0', UNLESS NOTED OTHERWISE. B6 CARRY OUT CONTINUOUS CONTROL OF SURFACE AND SUBSURFACE WATER DURING CONSTRUCTION SUCH THAT FOUNDATION WORK IS DONE IN DRY AND ON UNDISTURBED SUBGRADE MATERIAL, AS APPLICABLE. B7 BACKFILL UNDER ANY PORTION OF THE STRUCTURE SHALL BE COMPACTED IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL REPORT. B8 THE STRUCTURAL SLAB ON GRADE IS A STRUCTURAL DIAPHRAGM AND PART OF THE LATERAL FORCE RESISTING SYSTEM. C - CONCRETE CI CONCRETE WORK SHALL CONFORM TO 'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE' (ACI 318 -05), AND °SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS' (ACI 301 -99). C2 CONCRETE SHALL BE CONTROLLED CONCRETE, PROPORTIONED, MIXED, AND PLACED IN THE PRESENCE OF A REPRESENTATIVE OF AN APPROVED TESTING AGENCY. C3 UNLESS NOTED OTHERWISE, BUILDING CONCRETE SHALL BE NORMALWEIGHT CONCRETE AND HAVE A MINIMUM 26 DAY COMPRESSIVE STRENGTH OF 3000 PSI. C4 CONCRETE TO BE EXPOSED TO THE WEATHER (OUTSIDE THE BUILDING) IN THE FINISHED PROJECT SHALL CONFORM TO THE REQUIREMENTS OF TABLE 1904.2.2( I) IBC 2006. C5 PROVIDE VAPOR BARRIER UNDER INTERIOR SLABS CAST ON GRADE. C6 CONSTRUCTION JOINTS SHOWN ON DRAWINGS ARE MANDATORY. OMISSIONS, ADDITIONS, OR CHANGES SHALL NOT BE MADE EXCEPT WITH THE SUBMITTAL OF A WRITTEN REQUEST TOGETHER WITH DRAWINGS OF THE PROPOSED JOINT LOCATIONS FOR APPROVAL OF THE ARCHITECT. C7 WHERE CONSTRUCTION JOINTS ARE NOT SHOWN, OR WHEN ALTERNATE LOCATIONS ARE PROPOSED, DRAWINGS SHOWING LOCATION OF CONSTRUCTION AND CONTRACTION JOINTS AND CONCRETE PLACING SEQUENCE SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO PREPARATION OF THE REINFORCEMENT SHOP DRAWINGS. C8 SIZE OF CONCRETE PLACEMENTS, UNLESS NOTED OTHERWISE, SHALL BE AS FOLLOWS: MAX LENGTH MAX AREA (FEET) (SO FT) (A) PILE CAPS AND GRADE BEAMS 30* (B) SLABS ON GRADE 30* 900* PLACED IN ALT PANEL * EXCEED ONLY WHERE INTERMEDIATE CONTRACTION JOINTS ARE PROVIDED C9 MINIMUM OF 72 HOURS SHALL ELAPSE BETWEEN ADJACENT CONCRETE PLACEMENTS. CIO CONCRETE SHALL BE PLACED WITHOUT HORIZONTAL CONSTRUCTION JOINTS EXCEPT WHERE SHOWN OR NOTED. VERTICAL CONSTRUCTION JOINTS AND STOPS IN CONCRETE WORK SHALL BE MADE AT MIDSPAN OR AT POINTS OF MINIMUM SHEAR. CII STRUCTURAL STEEL BELOW GRADE SHALL BE ENCASED IN CONCRETE WITH A MINIMUM COVER OF 3'. Cl2 GROUT FOR PILES SHALL BE NORMALWEIGHT WITH COMPRESSIVE STRENGHT: f'c = 3000 PSI AT 28 DAYS. n D - REINFORCEMENT DI REINFORCEMENT WORK OF DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO 'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE' (ACI 318 -02), 'ACI DETAILING MANUAL -1994' (SP -66), 'CRSI MANUAL OF STANDARD PRACTICE' (MSP 1 -97), AND 'STRUCTURAL WELDING CODE - REINFORCING STEEL' (ANS DI.4 -92). D2 STEEL REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL CONFORM TO THE FOLLOWING: (A) BARS, TIES, AND STIRRUPS ASTM A706 GRADE 60 (YIELD STRESS 60,000 PSI) (B) WELDED WIRE FABRIC (WWF) ASTM A185 D3 MINIMUM CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL BE AS FOLLOWS: (A) UNFORMED SURFACES CAST AGAINST AND PERMANENTLY IN CONTACT WITH EARTH 3.0° (B) FORMED SURFACES IN CONTACT WITH EARTH OR EXPOSED TO WEATHER #6 THROUGH #18 BARS #5 BARS, 5/8' WIRE, AND SMALLER (C) SURFACES NOT IN CONTACT WITH EARTH OR EXPOSED TO WEATHER WALLS, SLABS, JOISTS #I4 AND #18 BARS #11 BARS AND SMALLER 2.0' I. 5' 1.5' 1.0' BEAMS, GIRDERS, AND COLUMNS: PRINCIPAL REINFORCEMENT, TIES, STIRRUPS, OR SPIRALS 1.5' D4 WHERE CONTINUOUS REINFORCEMENT IS CALLED FOR IT SHALL BE EXTENDED CONTINUOUSLY AROUND CORNERS AND LAPPED AT NECESSARY SPLICES OR HOOKED AT DISCONTINUOUS ENDS. LAPS SHALL BE CLASS B TENSION LAP SPLICES, UNLESS NOTED OTHERWISE. D5 WHERE REINFORCEMENT IS REQUIRED IN SECTION, REINFORCEMENT IS CONSIDERED TYPICAL WHEREVER THE SECTION APPLIES. D6 REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS. D7 WELDED WIRE FABRIC SHALL LAP 8° OR I -1/2' SPACES, WHICHEVER IS LARGER, AND SHALL BE WIRED TOGETHER. D8 REINFORCEMENT SHALL NOT BE TACK - WELDED. D9 INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24 HOURS PRIOR TO THE SCHEDULED CONCRETE PLACEMENT. NOTIFY ARCHITECT OF COMPLETION AT LEAST 24 HOURS PRIOR TO THE SCHEDULED COMPLETION OF THE INSTALLATION OF REINFORCEMENT. E - STRUCTURAL STEEL El STRUCTURAL STEEL WORK SHALL CONFORM TO 'SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AISC 360 -05 E2 STRUCTURAL STEEL SHALL BE DETAILED IN ACCORDANCE WITH °DETAILING FOR STEEL CONSTRUCTION (AISC)' AND, WHERE REQUIRED, DESIGNED IN ACCORDANCE WITH THE CITED REFERENCES. INCLUDING AISC 34I -05 SEISMIC PROVISION FOR STRUCTURAL STEEL BUILDINGS, INCLUDING SUPPLEMENT NO DATED 2006. E3 STRUCTURAL STEEL DETAILS, NOT SPECIFICALLY SHOWN, SHALL BE TAKEN AS BEING SIMILAR TO THOSE SHOWN FOR THE MOST NEARLY SIMILAR CONDITION AS DETERMINED BY THE ARCHITECT. E4 STRUCTURAL STEEL SHALL BE NEW STEEL CONFORMING TO THE FOLLOWING: (A) UNLESS NOTED OTHERWISE (B) ANGLES. CHANNELS, PALTES (C) TUBES HSS SECTIONS (D) HOLLOW STRUCTURAL SECTIONS (HSS) (E) ANCHOR BOLTS (F) HIGH STRENGTH BOLTS ASTM A992 GRADE 50 (Fy = 50 KSI) ASTM A36 (Fy = 36 KSI) ASTM A500 SHAPED, GRADE B (Fy = 46 KSI) ASTM A500 ROUND, GRADE C (FY = 46 KSI) ASTM FI554 GRADE 55 ASTM A325 E5 ANCHOR BOLTS, LEVELING PLATES, OR BEARING PLATES SHALL BE LOCATED AND BUILT INTO CONNECTING WORK, PRESET BY TEMPLATES OR SIMILAR METHODS. PLATES SHALL BE SET IN FULL BEDS OF NON - SHRINK GROUT. E6 BOLTED CONNECTIONS SHALL BE AS FOLLOWS: (A) MINIMUM BOLT DIAMETER - 3/4', TWO BOLTS MINIMUM. (B) STANDARD, OVERSIZED, OR HORIZONTAL SHORT SLOTTED HOLES IN WEBS OF BEAMS. (C) SHEAR CONNECTIONS FOR MOMENT CONNECTED MEMBERS - FRICTION TYPE HIGH STRENGTH BOLTS IN SINGLE SHEAR. (D) SHEAR CONNECTIONS FOR OTHER MEMBERS - SIMPLE SHEAR CONNECTIONS WITH EITHER FRICTION TYPE HIGH STRENGTH BOLTS IN SINGLE SHEAR OR BEARING TYPE HIGH STRENGTH BOLTS (THREADS INCLUDED IN SHEAR PLANE) IN SINGLE OR DOUBLE SHEAR. (E) SIMPLE SHEAR CONNECTIONS SHALL BE CAPABLE OF END ROTATION PER AISC REQUIREMENTS FOR 'UNRESTRAINED MEMBERS.° E7 WELDED CONNECTIONS SHALL BE MADE BY APPROVED CERTIFIED WELDERS USING FILLER METAL CONFORMING TO E70XX OR F7X -EXXX WITH LOW HYDROGEN. E8 WELDS SHALL DEVELOP THE FULL STRENGTH OF THE MATERIALS BEING WELDED, UNLESS NOTED OTHERWISE, EXCEPT THAT FILLET WELDS SHALL BE A MINIMUM OF I /4 °. E9 BEAM CONNECTIONS, UNLESS NOTED OTHERWISE, SHALL PROVIDE CONNECTION CAPACITY AS FOLLOWS, OR AS SHOWN ON THE PLANS, WHICHEVER IS LARGER: (A) SUPPORT A REACTION 'R' EQUAL TO 1/2 THE TOTAL UNIFORM LOAD CAPACITY OF BEAM FOR A GIVEN SHAPE, SPAN, AND GRADE OF STEEL PER 'ALLOWABLE LOADS ON BEAMS' PART 2, AISC MANUAL OF STEEL CONSTRUCTION, 10TH EDITION. (B) ADD TO 'R' THE LOADS OR REACTIONS OF MEMBERS SUPPORTED BY THE BEAM NEAR SUPPORTS AND /OR THE VERTICAL COMPONENTS OF FORCE IN DIAGONAL BRACING MEMBERS FRAMING INTO THE BEAM. E10 PROVIDE STIFFENERS 'FINISHED TO BEAR' UNDER ALL LOAD CONCENTRATIONS ON SUPPORTING MEMBERS, OVER COLUMNS, AND WHERE SHOWN ON DRAWINGS. Ell PROVIDE TEMPORARY ERECTION BRACING AND SUPPORTS TO HOLD STRUCTURAL STEEL FRAMING SECURELY IN POSITION. SUCH TEMPORARY BRACING AND SUPPORTS SHALL NOT BE REMOVED UNTIL PERMANENT BRACING HAS BEEN INSTALLED AND CONCRETE FOR FLOOR SLABS HAS ATTAINED 75% OF SPECIFIED CONCRETE STRENGTH. EI2 STRUCTURAL STEEL FRAMING SHALL BE TRUE AND PLUMB BEFORE CONNECTIONS ARE FINALLY BOLTED OR WELDED. EI3 FIELD CUTTING OF STRUCTURAL STEEL OR ANY FIELD MODIFICATIONS OF STRUCTURAL STEEL SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY ARCHITECT FOR EACH SPECIFIC CASE. E14 STRUCTURAL STEEL ENCASED IN MASONRY SHALL BE COVERED WITH MASTIC COATING PER SPECIFICATIONS. F - STEEL DECK El STEEL DECK WORK SHALL CONFORM TO THE 'SPECIFICATION FOR DESIGN OF LIGHT GAGE COLD - FORMED STEEL STRUCTURAL MEMBERS' (AISI - NASPEC 2001) INCLUDING 2004 SUPPLEMENT. F2 STEEL DECK CROSS SECTIONS ARE ONLY REPRESENTED DIAGRAMMATICALLY ON THE DRAWINGS. F3 STEEL DECK PANELS SHALL BE FORMED FROM STEEL SHEETS CONFORMING TO ASTM A653, GRADE 33, WITH A MINIMUM YIELD POINT OF 33,000 PSI, ASTM A570 (UNGALV), GRADE 33, OR ASTM A611 (UNGALV), GRADE C, WITH A MINIMUM YIELD POINT OF 33,000 PSI AND A THICKNESS NOT THINNER THAN 20 GAGE. G - STEEL JOISTS GI OPEN WEB JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE, K- SERIES SPECIFICATION K- I.1 -05. G2 JOISTS SHALL BE DESIGNED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE SPECIFICATIONS, AND SHALL BE FABRICATED BY A MANUFACTURER WHO IS A MEMBER OF OR MEETS THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE. G3 FOR PAINTING REQUIREMENTS, SEE SPECIFICATIONS. G4 ROOF JOISTS SHALL BE DESIGNED AND ANCHORED TO RESIST A MINIMUM NET UPLIFT OF 15 PSF. BRACE BOTTOM CHORD FOR COMPRESSION STRESSES. G5 PROVIDE CROSS BRIDGING IN ACCORDANCE WITH THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE. G6 PROVIDE SPECIAL JOIST SEATS WHERE REQUIRED ON SHORT SPAN JOISTS. G7 PROVIDE SEAT ANGLE CONNECTION WHERE JOISTS FRAME INTO COLUMNS. G8 SUSPENDED LOADS FROM ANY JOIST SHALL NOT EXCEED THE EQUIVALENT OF UNIFORMLY DISTRIBUTED LOAD OF 10 PSF OF ITS TRIBUTARY AREA. G9 SUSPENDED LOADS SHALL BE APPLIED ONLY AT PANEL POINTS OF JOISTS. ALL NECESSARY SUPPLEMENTAL FRAMING SHALL BE PROVIDED BY THE CONTRACTOR RESPONSIBLE FOR THE SUSPENDED LOAD. GIO DESIGN OF JOISTS SHALL BE BASED ON AN ALLOWABLE FIBER STRESS OF 30,000 PSI. 011 EACH JOIST BEARING ON STEEL SHALL BE WELDED OR BOLTED THERETO. ALL JOIST SEATS SHALL BEAR FULLY ON SUPPORTING BEAMS. GI2 FOR ATTACHMENTS TO JOIST, FIELD WELDS SHALL BE MADE PARALLEL TO THE LENGTH OF CHORD, NOT ACROSS THE CHORD. NO HOLES ARE TO BE DRILLED IN THE MEMBERS OF THE JOIST. GI3 JOISTS SHALL RECEIVE ONE SHOP COAT OF SHOP PRIMER STANDARD WITH MANUFACTURER. G14 K- JOISTS SHALL HAVE A MINIMUM BEARING OF 2 -1/2' ON STEEL AND MUST PROJECT AT LEAST I' BEYOND WEB OF BEAM. GI5 STEEL DECK AND TOP CHORD OF STEEL JOISTS SHALL EXTEND BEYOND CENTERLINE OF SPANDREL BEAMS, TYPICAL AT ROOF. SEE DRAWINGS FOR DETAILS. GI6 SPECIAL JOIST SEATS SHALL BE PROVIDED AS REQUIRED. GI7 JOIST MANUFACTURER SHALL PROVIDE CONNECTIONS FOR CROSS BRACING WHERE REQUIRED. GI9 THE CONTRACTOR SHALL SUBMIT CHECKED SHOP DRAWINGS SHOWING THE LOCATION OF ALL JOISTS AND THE REQUIRED DETAILS FOR PROPER INSTALLATION. G20 ALL ATTACHMENTS TO JOISTS (HANGERS FOR PIPES AND MECHANICAL EQUIPMENT) SHALL BE FROM PANEL POINTS ONLY. H - MASONRY CONSTRUCTION HI CONCRETE MASONRY UNIT (CMU) CONSTRUCTION SHALL CONFORM TO °BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES° (ACI 530 -05), AND TO 'SPECIFICATIONS FOR MASONRY STRUCTURES' (ACI 530.1 -05). H2 MATERIALS STRENGTH SHALL BE AS FOLLOWS: (A) COMMON BRICK SHALL CONFORM TO ASTM C -62 GRADE SW WITH COMPRESSIVE STRENGTH OF 5000 PSI. (B) CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C -90 OR C -I45 GRADE N -I. (C) MORTAR SHALL CONFORM TO ASTM C -270, TYPE M OR S. (D) GROUT SHALL CONFORM TO ASTM C -476 FINE OR COARSE. H3 MASONRY SHALL HAVE f'm = 1350 PSI. f'm IS THE COMPRESSIVE STRENGTH OF THE MASONRY AT 28 DAYS AS DETERMINED BY PRISM TESTS. (SEE SPECIFICATIONS.) H4 PRIOR TO GROUTING CELLS, BARS AND CELLS MUST BE INSPECTED BY THE TESTING AGENCY. H5 THE BASE OF EACH CELL IN WHICH A BAR IS PLACED MUST HAVE A CLEANOUT HOLE. H6 BONDING METHODS, TIES, LINTELS AND ACCESSORIES SHALL BE APPROVED BY THE ARCHITECT. H7 MASONRY OPENINGS MORE THAN I6' WIDE REQUIRE APPROVED LINTELS. H8 REINFORCED MASONRY WALLS SHALL HAVE #9 GA. WIRE LADDERS (LADDER OR TRUSS TYPE) AT 16' OC HORIZONTAL REINFORCEMENT. .,. ,,I+ 0. s...:m.av:t+.x21-IJ9.-- r:vai.Pant •K.uuv._c.",,•-•- :...m. e. aq'•_ _.� E Ltd' T"...;!= 101:: 'ly ::R " ■ a:Y i ? ♦:• b ...;; 3i Vrela! F & L � I - STRUCTURAL DESIGN LOADS II DEAD LOADS (A) WEIGHT OF BUILDING COMPONENTS (B) ROOFING ALLOWANCE (C) HUNG LOAD ALLOWANCE I2 LIVE LOADS (A) GROUND FLOOR 100 PSF (B) ROOF SNOW LOAD 20 PSF I3 WIND LOAD - PER IBC 2006 SECTION 1609 AND ASCE 7 -05, CHAPTER 6. (A) BASIC WIND SPEED = 85 MPH (B) VEw = 11.0K VNS =9.OK; I = 1.0 (C) EXPOSURE B (D) BASIC WALL PRESSURE = 1 1. 5 PSF; BASIC ROOF SUCTION = 9.6 WALLS = 13.8 PSF; OVERHANGS = 15. I PSF; NEAR ENDS = 19.3 I4 EARTHQUAKE LOAD - SEISMIC DESIGN PER IBC 2006 SECTION 1613; I SEISMIC DESIGN CATEGORY D; Sds = 0.855; R = 3.25; Cs = 0.263; 10 PSF 10 PSF PLUS DII .•.,.[: %,... ar .ha• T iLb.rpailfn■S P..tr4Paiao 16e projec4 appliruf is empomiblc for waton, @wee with II i'4eable Maim. s‘.ppwvrl. and permit rnquircwi wbjegi to the reseskitmenbi eel lmapr1>iol,tY sisvweins staberily. This review dun ret relieve 1he Andti` et red 1neiesio 4 UMW Pavallibaity fur • complete docks is *ortirlle°e rids dr ism sr /p /m*, }Iiedlsiier aid the hosts of Wad • 4, 4�'� Cols &erle'r C _ ±= I ?swishiest; the kiwtwtitanatl Buillang Cab O'LiiL•r: PSF; NEAR EAVES AND END PSF = 1.0; SITE CLASS E; SEISMIC USE GROUP I; V = 79K. REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. ABBREVIATIONS 'ABBREVIATION' ASD ACI AIA AISC AISI ASTM AWS AB AESS BM B or BOT BEN BRKT CIP CG CTRD CL COL CONC CMU CRSI CONST CONST CONT CJ DEPR DET DL DIA or 0 DWLS DWG EA EE EF ES IEW EL or -0 IEQ IEXP BOLT IEXP JT IE XT FF IFIN FL FTG FDN GALV GA GEN GR KGB 'GUS Ip HP HS )HSS IH or HORIZ IHEF IHIF HOF JT JST K LE LWC LRFD LLV LP LL MECH MEP NF NWC NTS NO or # OC OPNG OH OD PT PSF PSI R REF REINF RD SECT SH SLV SIM SOG SPA SL SS STD STL SDI SJI SF STIFF STR SP SUPT SYMM THK T T e B TOC TOS TOW TYP UNO U. L. V or VERT VEF VIE VOF WPG WWF W/ WP ' WORD' ALLOWABLE STRESS DESIGN AMERICAN CONCRETE INSTITUTE AMERICAN INSTITUTE OF ARCHITECTS AMERICAN INSTITUTE OF STEEL CONSTRUCTION AMERICAN IRON AND STEEL INSTITUTE AMERICAN SOCIETY FOR TESTING AND MATERIALS AMERICAN WELDING SOCIETY ANCHOR BOLT ARCHITECTURAL EXPOSED STRUCTURAL BEAM BOTTOM BOTTOM EACH WAY BRACKET CAST -IN -PLACE CENTER OF GRAVITY CENTERED CLEAR COLUMN CONCRETE CONCRETE MASONRY UNIT CONCRETE REINFORCING STEEL INSTITUTE CONSTRUCTION JT or ; CONSTRUCTION JOINT CONTINUOUS CONTRACTION JOINTS DEPRESSION DETAIL DEVELOPMENT LENGTH DIAMETER DOWELS DRAWING EACH EACH END EACH FACE EACH SIDE EACH WAY ELEVATION EQUAL EXPANSION BOLT EXPANSION JOINT EXTERIOR FAR FACE FINISH FLOOR FOOTING FOUNDATION GALVANIZED GAUGE or GAGE GENERAL GRADE GRADE BEAM GUSSET PLATES HIGH POINT HIGH STRENGTH HOLLOW STRUCTURAL SECTIONS HORIZONTAL HORIZONTAL EACH FACE HORIZONTAL INSIDE FACE HORIZONTAL OUTSIDE FACE JOINT JOISTS KIP ( 1000 POUNDS) LEFT END LIGHTWEIGHT CONCRETE LOAD E RESISTANCE FACTOR DESIGN LONG LEG VERTICAL LOW POINT LOWER LAYER MECHANICAL MECH EQUIPMENT PAD NEAR FACE NORMALWEIGHT CONCRETE NOT TO SCALE NUMBER ON CENTER OPENING OPPOSITE HAND OUTSIDE DIAMETER PLATE POINT POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH RADIUS REFERENCE REINFORCE or REINFORCEMENT ROOF DRAIN SECTION SHEET SHORT LEG VERTICAL SIMILAR SLAB ON GRADE SPACES SPLICE LENGTH STAINLESS STEEL STANDARD STEEL STEEL DECK INSTITUTE STEEL JOIST INSTITUTE STEP FOOTING STIFFENER STRUCTURAL SUMP PIT SUPPORT SYMMETRICAL THICK or THICKNESS TOP TOP e BOTTOM TOP OF CONCRETE TOP OF STEEL TOP OF WALL TYPICAL UNLESS NOTED OTHERWISE UNDERWRITERS LABORATORIES VERTICAL VERTICAL EACH FACE VERTICAL INSIDE FACE VERTICAL OUTSIDE FACE WATERPROOFING WELDED WIRE FABRIC WITH WORKING POINT STEEL CODE C CMp 1 A ppROVW .10A 2 SEPARATE PERMIT REQUIRED FOR: anima Electrical umbing Gas Piping City of Tukwila BUILDING DIVISION Seattle Branch 304 Strander Blvd. Seattle, WA 98188 Gensler I 4 I Scale LeMessurier Consultants, Inc. STRUCTURAL ENGINEERS 675 MASSACHUSETTS AVENUE CAMBR I DGE, MASSACHUSETTS 02I39 -3309 TELL (617)868 -1200 FAX' (617)661 -7520 WWW. LEMESSUR I ER. COM Issue Data & Description By Check 01 04/02/2008 HPL PjC ISSUE FOR PERMIT AND CONSTRUCTION 02 05/22/2008 HPL PjC FOUNDATION PLAN CHECK REVISIONS 03 05/28/2008 HPL PjC FOUNDATION PLAN CHECK REVISIONS 42 Pier review apprim Sgt Ile et± I t v wi.� a n' - Approval of construdftl mI tem.m v on of anye or i1► is stavonifedoect av Seal /Signature I Project Number 11.5039.163 I CAD File Name ©20MS Gensler F 1.NVESTMENTS ONOTE5.0ON I Description EXa;aCS 7 - /6- Project amer S01.01 Irli c oio t'w J � City of TI It�lsr,r`t� R tOI IN met rlr`a►nc+N Fidelity Investor Center - SEATTLE BRANCH GENERAL NOTES AND ABBREVIATIONS 133 Federal Street 5th Floor Boston MA Telephone 617.292.4400 02110 Facsimile 617.292.4401 H w O co o) 0 0 0 0 N M' N q w �, C REMOVE BACKING BAR, BACKGOUGE ROOT PASS e REWELD ROOT 5 1 BEAM TO HSS COLUMN CONNECTIONS PANEL WIDTH BEAM TO HSS COLUMN r -- L r 5 5 1 #4 @18" MAX ALL AROUND (TYP) PADS OVER 12 HIGH - 7 n STANDARD TII-ERCLIMH PLATE CONNECTION TYP 6 • 0 BEAM TO HSS COLUMN MOMENT CONNECTION O 0 z -a SUPPORTING z w M EMBERS x o ° (DASHED LINES INDICATE PERMENENT STEEL SUPPORTING MEMEMBERS) lin ill rAtill 1111111 ENDS (OR LAPPED ENDS) - 1 °CL ROUGHEN SURFACE OF SLAB,TREAT AS CONST JOINT HSS COLUMN • PADS UP TO 12" HIGH ` #4 CONT — 3 "CL - WWF4x4- W4.OxW4.O STRUCTURAL SLAB #4 TIES @ OR SLAB ON GRADE 12" MAX THE EXACT SIZE, SHAPE AND LOCATION OF EQUIPMENT (HOUSEKEEPING) PAD(S) SHALL BE DETERMINED BY THE CONTRACTOR AFTER APPROVAL OF EGUIPMENT SHOP DRAWINGS. ANCHOR BOLTS, WHERE REQUIRED, SHALL BE SIZED AND LOCATED ACCORDING TO MANUFACTURER'S REQUIREMENTS. PADS ON FRAMED SLABS SHALL NOT BE THICKER THAN 6'; WHEN THICKER PADS ARE REQUIRED NOTIFY THE ARCHITECT. SCHEMATIC PLAN SHOWING TYPICAL CONNECTION C-1-3) OF STEEL DECK THROUG - SHEAR PLATE THROUGH W/ SLIP CRITICAL BOLTS AS REQUIRED PER SHEAR DEDIGN •p'4 ° . 4 .0 Q -e BASE PLATE 1 2" MIN 3 8" MIN STIFFNER PLATES EACH SIDE CONTINUOUS BEAM I. MINIMUM 2 BOLTS PER CONNECTION OR 8 KIPS CAPACITY. 2. FOR REQUIRED END REACTION, REFER TO GENERAL NOTES. NOTE: STEEL FABRICATOR HAS ALL MOMENT CONNECTIONS TO DEVELOP FULL MOMENT CAPACITY OF THE THE BEAM I. PANEL END 5 8' DIA PUDDLE WELDS AT 12' OC. 2. ABUTTING ENDS 5 8' DIA PUDDLE WELDS AT 12' OC EACH PANEL. LAPPED ENDS 5 8" DIA PUDDLE WELDS AT CENTER OF LAPPED ENDS. 3. PANEL INTERMEDIATE SUPPORT 5 8' DIA PUDDLE WELD AT 12° OC. 4. PANEL SIDE.... DIA PUDDLE WELDS AT I2° OC. 5. PANEL SIDE TO SUPPORTING STEEL 5 8 8 DIA PUDDLE WELDS AT 12' DC 6. PANEL SIDE LAP I' SEAM WELDS OR BUTTON -PUNCH AT 12' OC, TYP. "W"-LESS THAN 8° SCALE: I " =I' -0° — #4 @I2° (MIN I BAR) o SCALE: I" =I' -0 #4© 2„ TYP #4@12° EF (MIN I ROW) STD HOOK mmlimmimmIMMwmimmimmIM TYP FOR CURB °W° AND ° H" SEE ARCHT DWGS GRID HSS COLUMN STANDARD CONNECTION TROUGH —PLATE CONNECTION DETAILS HOTIZONTAL BRIDGING TYPICAL TOP >~ BOT SEE PLAN JOIST BRIDGING DETAILS END Ft BEAM TO BEAM MOMENT CONNECTIONS ,. "W " =8" OR MORE TYPE A ROOF DECK JOIST SEE PLAN MOMENT PLATE 1 CONCRETE EQUIPMENT PAD 11 CONCRETE CURB DETAIL 12 K SERIES L 7 TYP STRUCTURAL TEE OR DOUBLE ANGLE TYP HSS COLUMN ALTERNATE CONNECTION SCALE: 1 11 =I' - 0" L2 KICKER SHIM AS REOD 3 TYPE B MINIMUM SPLICE AND EMBEDMENT LENGTH SCHEDULE (UNLESS SHOWN OTHERWISE ON DRAWINGS) CLASS B TENSION SPLICE Fy -60000 PSI UNCOATED BARS CC = 3000 PSI, NORMAL WEIGHT CONCRETE BAR SIZE #3 #4 #5 #6 #7 #8 #9 #I0 # I1 TOP BARS CATEGORY 21° 30" 46° 65° 89° 117° 148° 188n 231° 2 21° 28° 37° 52" 71° 94° 119° 151° 185° 3 21° 28° 35° 46° 63° 82° 104' 132° 162' 4 21° 28' 35° 42° 50' 66° 83' 106" 130' 5 21° 28' 35° 42° 49° 59' 74° 94" 116' 6 21' 28' 35' 42' 49° 56' 63° 76° 93° OTHER BARS CATEGORY 16" 23° 36" 50' 69° 90° 114° 145° 178" 2 16° 22 ° 29" 40° 55° 72° 91° 116° 142" 3 16" 5 16° 22° 27" 35° 48° 63° 80° 102° 125' 4 16° 22° 27° 32° 39° 51° 64° 81° 100' 22" 27° 32' 38' 45" 57' 73° 89° 6 16' 22' 27m 32° 38' 43' 48' 58° 71s SPLICE AND EMBEDMENT LENGTH SCHEDULE STEEL COLUMN (STEEL PLAN) L4x4x LG W/ 1 4" STEEL TUBE BEAM (STEEL PLAN) L4x4x LG W/ 1 4" STIFF . UNO ON PLANS GRID W BEAM SCALE: NO SCALE MOMENT PLATE (PROVIDE DECK SUPPORT SEE DET I ON THIS DWG) �-- SHEAR CONN L 7 MOMENT PLATE 1 - rte I 8 > TYP HSS —BEAM TO HSS —COL CONN STEEL JOIST BEYOND TYP. ) SCALE: I " =1' -O" TYPICAL JOIST OVER INTERIOR BEAM DETAIL NOTES: I. SHEAR CONNECTION SHALL BE DESIGNED FOR THE BEAM END REACTIONS. 2. DESIGN MOMENT PLATES FOR THE FULL MOMENT CAPACITY OF THE BEAM. SCALE: NO SCALE TYPICAL ABBREVIATIONS db = NORMAL BAR DIAMETER > = GREATER THAN = EQUAL TO OR GREATER THAN < = LESS THAN c = EQUAL TO OR LESS THAN CATEGORY STRUCTURAL ELEMENT BEAMS, COLUMNS, AND INNER LAYER OF WALLS OR SLABS ALL OTHERS CONCRETE COVER < 5db 7 >db < <db >db 5 db d db CATEGORY ACCORDING TO CENTER -TO- CENTER BAR SPACING ?6db c3db >3 <4db 7 3 r 3 3 3 4 db C 6db 5 3 5 2 6 2 4 6 I. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST IN THE MEMBER BELOW THE REINFORCEMENT. WALL REINF IS CLASSIFIED AS OTHER BARS. 2. FOR LIGHTWEIGHT AGGREGATE MULTIPLY THE VALUES ABOVE BY 1.3. z d c!) ROOF BEAM OR JOIST FRAMING FOR OPENINGS IN STEEL ROOF DECK /Ab ROOF BEAM OR JOIST I" BEYOND BM CL STEEL JOIST BEYOND SCALE: NO SCALE Seattle Branch 304 Strander Blvd. Seattle, WA 98188 Gensler LeMessurier Consultants, Inc. S T R U C T U R A L E N G I N E E R S 675 MASSACHUSETTS AVENUE CAMBR I DGE, MASSACHUSETTS 02I39 -3309 TEL= (617)868 -1200 FAX: (617)661 -7520 WWW. LEMESSUR I ER. COM I Issue 01 Seal /Signature I Project Name Fidelity Investor Center - SEATTLE BRANCH [Project Number 11.5039.163 I CAD File Name TDI.DGN I Description Fidelity /.NVESTMENTS TYPICAL DETAILS I Scale Date & Description By Check 03/19/2008 HPL PjC FOUNDATION PERMIT SET S01.02 ©2006 Gensler 133 Federal Street 5th Floor Boston MA 02110 Telephone 617.292.4400 Facsimile 617.292.4401 EXPIRES g ECEWE APR 01 2000 PERMIT MUM- ai 0 a) U 0 m L W a) 0 a) I— w a L 2 S03.0I 1 4 S03.0I r G B1 9 U 11' - 15 I 9 - - - - -- I '-141 1 CI 1 3 A 503.01 1 S03.01 9 S03.01 GRACE BEAM TYPE GBI (If YPICAL UNO) SEE �DET I0 /S03.01 4 S03.0I EQUAL J I /t\ I ,♦ I I8' -2 � I L -- ------- - -- - - -- 1- - - -J - --- EQUAL C I ! I r 1 EtL±kL 8" FLAT SLAB ON GRADE TOP C F SLAB EL 27' -Q" • -1 BR -2 14 503.01 EQUAL 10' -0" EQUAL 3 _ ___ _. __ 1 3'_9 5 81 5'_7 1 si I 3 10" , �i 3 i 503.01 '; 503.01 L 70 1 I r I PC2 PC2 l 0'_ 0" iwr 4 r I 2 [ H S03.01 , 1 I 6 S03.01 0 r 15'_1 5 ADIRITIONAL #6Tx15' -0" (TYP FOR 6 LOCATION) r 1- I �1 h � r -1 -- -- -_ _ L _I r 4 S03.0I 19 -3 PILE CAP TYPE PCI (TYPICAL UNO) SEE DET 11/503.01 8 S03.0I 3 503.01 111 503.01 ® -- I I -31 5 503.01 + I 1 I • 1 I 3" '1 I :1 1 � 3 I S03.01 N 2_71 rn N 0 0 N 0 s SLAB REINFORCEMENT: BOTTOM LAYER WITH I" COVER SUPPOIRTED BY I" THICK PRECAST BLOCKS SITTING DIRECTLY ON STEGO WRAP OVER COMPACTED SUBGIRADE. REINFORCEMENT PLACEMENT: BOTTOM LAYER TRANSVERSE: #6 @I2" OC BOTTOM LAYER LONG: #6 @I2" OC TOP LAYER TRANSVERSE: #6 @9" OC TOP LAYER LONG: #6 @9" OC SHEET NOTES I. PCI, ETC, INDICATES PILE CAP TYPE FOR DETAILS SEE DWG 503.01 2. GBI, ETC, INDICATES GRADE BEAM TYPE FOR DETAILS SEE DWG S03.01 COMP CODE APP ROVE , - 4 20 BILO REFER TO CIVIL DRAWINGS FOR BUILDING LOCATION ON SITE GENERAL NOTES I. FOR GENERAL NOTES AND ABBREVIATIONS SEE DRAWING S01.01. 2. FOR TYPICAL DETAILS SEE DRAWINGS 501.02. 3. - INDICATES SPAN DIRECTION OF ROOF DECK 4. .- I INDICATES MOMENT CONNECTION, FOR DETAILS SEE DRAWING S 5. BR - , ETC, INDICATES BRACING, FOR ELEVATIONS AND DETAILS SEE DRAWING 502.10. 6. g, ETC, INDICATES COLUMN TYPE, SEE SCHEDULE ON DRAWING 502.10. ■ V/ REID MIDDLETON, INC. Gensler I A Issue Data & Description 01 03/19/2008 FOUNDATION PERMIT SET Seal /SIgnature , , ' r..N F I? C'4 ti✓/ '' „ , (' Seattle Branch 304 Strander Blvd. Seattle, WA 98188 LeMessurier Consultants, Inc. STRUCTURAL ENGINEERS 675 MASSACHUSETTS AVENUE CAMBR I DGE, MASSACHUSETTS 02139 -3309 TEL= (617)868 -1200 FAX= (617)661 -7520 WWW. LEMESSUR I ER. COM A 44! 44 t A.� EXPIRES 7 Ned Name Fidelity Investor Center - SEATTLE BRANCH I Project Number 11.5039.163 I CAD File Name 1.DGN [Description FOUNDATION AND FIRST FLOOR FRAMING PLAN I Scale 0 2 4 8 16 S02.01 02006 Gensler Fidelity INVESTMENTS a � 133 Federal Street 5th Floor Boston MA 11 Teleph 617.292 0 Facsimile 617.292,4401 EcEIVEr APR 01 2008 PERMIT CENT & By Check HPL PjC KICKER BRACE CANOPY ROOF FRAMING PLAN TOS EL I HSS POST " I UP TO ROOF A.7 HSS POST DN TO LOW ROOF HSS HANGER TYPE R2 JOIST EXTENSION T 1. —)0 = -- I II I I I II III I' II 9" II' -5 31_711 I6Kd52 KICKER BRACE I6KS2 I6K S2 BR -1 KICKER BRACE r —BRACE LOWER ROOF FRAMING PLAN I TOS EL I5'--4° UNO I I I I I I II I 1 II I ' 1 I 1 II I I I ----- � ---- � ---- KICKER I I [BRACE I6KCS 1 at Y BR-2 IS' -2 14 K3 10KCS2 II II I I I I 1 I I I6KCS5 I6KCS4 16KC54 I6KCS4 HSS HANGER HSS HANGER 1.6 1.6 II I I I I 3' - 9 81 5' -71 ' I 4TCH O NG IgKI 10K I6KOS4 I I HSS POST'S UP TO SdREEN FRMG (TYO) I 16KCIS2 'I I RTU = � 2500 lbs II !um" - BRACE 177' -0 "I IOKI IOKI I IOKI IOKI BRACE—►I � I It K - - -!— — I- - - -� A.3 1 I5' -1 \I/ K1d KER (Th'P) - r iii st R2 _ L _ /'\ / I\ j I I 1 I I I I I6KCS3 I I I I6KCS4 BRACE I6KCS3 I \ I6KCS3 16KCS3 'I6KCS3 I6KCS3 I6KCS3 I6KCS3 I6KCS3 I6KCS3 I6KCS3 I6KCS3 I9 -3 l CANOPY ROOF FRAMING PLAN TOS EL 3 '-5" I ; / I -33 I I - -- - - -+ _ __ _ _____— _ t _ _== = =r -t 1 - - -- -- TYPE R2 JOIST EXTENSION — — I CROSS BRIDGING (TYP) STANDARD BRIDGING (TYP) BOT CHORD BRIDGING (TYP) .2 N N 1 N M F- 0 0 N 0) N N _cJ N - c.0 N l A • Q o A.3 7 D} 2 t SCREEN WALL FRAMING PLAN TOS EL 1.S H K.,CKER BRACE (t1'YP) I I � I I H P'bSTS (imp) ROOF STEEL BELOW SHEET NOTES I. I ROOF CONSTRUCTION SHALL BE 11 2" DEEP, 20 GA, GALVANIZED TYPE B STEEL ROOF DECK. 2. R2 ROOF CONSTRUCTION SHALL BE 9 16" 22 GAGE GALVANIZED TENSILE FORM - DECK. ON 6 " -12 GAGE CSS JOISTS AT 2' -O" OC. 3. ROOF CONSTRUCTION SHALL BE 11 2" DEEP, 18 GA, GALVANIZED TYPE B STEEL ROOF DECK. 4. TOP OF ROOF STRUCTURAL STEEL AT EL 17' -II° AT HIGH POINT UNLESS NOTED (+1-) ON PLAN. .7 GENERAL NOTES I. FOR GENERAL NOTES AND ABBREVIATIONS SEE DRAWING 501.01. 2. FOR TYPICAL DETAILS SEE DRAWINGS SOI.02. 3. — INDICATES SPAN DIRECTION OF ROOF DECK 4. •I INDICATES MOMENT CONNECTION, FOR DETAILS SEE DRAWING S 5. BR - , ETC, INDICATES BRACING, FOR ELEVATIONS AND DETAILS SEE DRAWING 502.10. 6. g, ETC, INDICATES COLUMN TYPE, SEE SCHEDULE ON DRAWING 502.10. Seattle Branch 304 Strander Blvd. Seattle, WA 98188 Gensler I LeMessurier Consultants, Inc. STRUCTURAL ENGINEERS 675 MASSACHUSETTS AVENUE CAMBRIDGE, MASSACHUSETTS 02I39 -3309 TEL: (6171868-1200 FAX: ( 617) 661 -7520 WWW. LEMESSUR I ER. COM SealrslgnkW�, r� - , Project Name R.DGN I Description 1 Scale INVESTMEN Issue Date & Description 01 03/19/2008 FOUNDATION PERMIT SET Project Number 11.5039.163 I CAD File Name ©2008 Gensler QG ROOF FRAMING PLAN Fidelity Investor Center - SEATTLE BRANCH 0 2 4 8 16 S02.02 133 Federal Street 5th Floor Boston MA 02110 Telephone 617.292.4400 Facsimile 617.292.4401 By Check HPL PjC RECEIVE! APR 0 1 znoa PERMIT GEM€l-, COLUMN SCHEDULE MARK SIZE BASE e ANCHOR BOLTS TYPE CI HSS6x6x I "xI2 "xI2" / 4 - A WP COLUMN -*' GUSSET F? (TMIN 4 WELD S> V SHOP WELD TO BEAM ar GUSSET FP (OR HSS MEMBER SLOT AT ENDS TO FIT GUSSET BEAM SCALE: NONE K 3 / BOLTED ERECTION CLIP TYP TOP OF — GRADE BM COLUMN z U- i L Ns\ DIAGONAL BRACE TYP 3 4 "x6'-0" LONG A572 BARS W /20" STANDARD 90° END HOOK, I EACH FACE OF GUSSET TYPICAL. SCALE: NONE TOP OF GRADE BM 2" TYP UNO ANCHOR BOLT FIN FLR EL 0' - 0" 2' -0" @ BR -I BR -2 a BR -3 1-• u ELEVATION HSS COLUMN COLUMN BASE PLATE DETAILS GRID GUSSET PLATE WHERE REQUIRED BASE PLATE TYPE A 4" COL TYP FOR SIZE SEE BASE It SCHEDULE —I" NON- SHRINK GROUT (TYPICAL) ANCHOR BOLTS SET WITH TEMPLATES GIRD ANCHOR BOLT BASE PLATE TYPE B V <4 WELDS GUSSET It (T MIN I2 1 2" VERT STIFF It ES ABEAM TUBE DIAGONAL SLOTTED AT ENDS SCALE: NONE SCALE: " =I' --0" ROOF FIRST FLOOR BRACE ELEVATIONS BR -1 LINE D ROOF LOW ROOF FIRST FLOOR BR -2 LINE A 3 ROOF FIRST FLOOR BR -3 LINE 2 4 BRACED FRAME NOTES: I. DIAGONAL BRACES ARE HSS WITH SIZES SHOWN ON ELEVATION. 2. HORIZONTAL BEAMS ARE WIDE FLANGE SHAPES WITH SIZES SHOWN ON PLANS 3. FOR COLUMN AND BASE PLATE SIZES SEE COLUMN SCHEDULE 4. SEE PLANS FOR ALL TOP OF STEEL ELEVATIONS. 5. < ±100K> INDICATES THE AMPLIFIED DIAGONAL BRACE AXIAL FORCE, P, TO BE USED FOR BRACE ,JOINT DESIGN (+ =TENSION, - = COMPRESSION). 6. ___-10. H= ±50 INDICATES THE HORIZONTAL THRU FORCE TO BE USED FOR BEAM / COLUMN CONNECTION DESIGN. THESE FORCES ARE IN ADDITION TO THE VERTICAL REACTIONS, R, AND THE DIAGONAL BRACE FORCES, P. 7. BRACED JOINT CONNECTION DESIGN SHALL ACCOUNT FOR THE FORCES P, H, AND R ACTING SIMULTANEOUSLY. THESE FORCES ARE ALL WORKING STRESS LEVEL TO BE USED WITH AISC ASD PROCEDURES WITHOUT ANY INCREASES IN ALLOWABLE STRESSES. Seattle Branch 304 Strander Blvd. Seattle, WA 98188 Gensler IA LeMessurier Consultants, Inc. S T R U C T U R A L E N G I N E E R S 675 MASSACHUSETTS AVENUE CAMBRIDGE. MASSACHUSETTS 02I39 -3309 TEL: (617)868 -1200 FAX: (617)661 -7520 WWW. LEMESSUR I ER. COM Issue Date & Description 01 03/19/2008 FOUNDATION PERMIT SET Seallslgnatu, Project Name BRACE.DON I Description Project Number 11.5039.163 I CAD File Name c)Fidelify INVESTMENTS Fidelity Investor Center - SEATTLE BRANCH BRACING ELEVATIONS AND DETAILS Scale 0 2 4 8 16 S02.10 133 Federal Street 5th Floor Boston MA Telephone 617.292.440 0 Facsimile 617.292.4401 By Check HPL PjC RECEIVED APR 01 2000 Q PERMIT GENT ©2008 Gensler �a �— f " — cD n 1 1_ 3 11 II 7 PILE CAP I '_9° 1 1_ 3 1 1 — i•J l) // #4 @6" TIES / Ir — _ �I�_- �\ \ // J \ � // J IIMIll l) // 0 Q) Ui 0 a0 as 0 (1) Ui I_ J a U- O w J w w w 0 0 0 co w J EXTERIOR SLAB COORD W /CIVIL X 13 PILE CAP FOR TYPE SEE PLAN PILE CAP 0 CO ' O •a O •Q O 3" SHELF FOR SIDEWALK GRADE BEAM GRADE BEAM TOP OF PILE CAP HSS COLS; SEE PLAN II II II 6 - #6 W/ STD HOOK 3" #7 FULL LENGTH @ TENSION PILES DI.I, D -2, AI.8, C -2 e B -2 14 50 TON GROUT DRIVEN PILE 7 " 1T II C 1 1_ 0 " 3 I 'I II II II II 1 :7 II 0 ao _} TOC EL 27' -0" TYP INTERIOR COL ON PILE CAP I' TOC EL 27' -0" • I— a w a U 0 ti Q M it 4" J r w a w w 1i w I- J a a TYP REBAR CAGE REINFORCEMENT IN GROUT DRIVEN PILES NOTE: FOR PILE CAP SIZE C REINF SEE DET II e 12 THIS DWG I4 "0 50 TON GROUT DRIVEN PILE ENTRY ARCHT n TOC EL 27' -0" I4 "0 PILE SEE DET I THIS DWG NOTE: FOR GRADE BEAM REINF SEE DET 10 THIS DWG w a COUPLER FOR SPLICED BARS SHALL DEVELOP 125% OF BAR TENSILE CAPACITY .--#40@2 OC SPIRAL TIES S co 1 SCALE: 3 = SCALE: 3 4" = A O] 4 co N SCALE: 3 4" = 1' -0" PLAN OF PILE 1 n 0 N 1 3" CLR SPIRAL SPLICE LENGTH SCALE: NONE CONC CURB FOR REINF SEE DET 11/501.02 PILE CAP 0 r-) 0 14 GRADE BEAM --- r- A cO Q 0 N #5 @i8" OC DWLS TYP @ GRADE BM USE #5 #9" @ PILE CAP LOCATION #3 STIRRUPS @EB" OC #5 @)18" OC DWLS TYP @ GRADE BM USE #5 #9" @ PILE CAP LOCATION # :3 STIRRUPS @16" OC GRADE BEAM 7 I' 1.6 35 TOC EL 27 GRADE BEAM !NOTE: FOR GRADE BEAM REINF SEE DET 10 THIS DWG II_Q11 TYP GRADE BM TYPE GB1 REINF 3 1_0" 2-- #IO BOT 1' -0" I CONT GRADE BEAM TYPE GB2 REINF AT LINES 1.1 & 3.1 GRADE BM REINFORCEMENT PILE CAP PCI U) w A II 3' - 0" TOC EL 27 -0" 14 "0 PILE SEE DET I THIS DWG r 1 1_0" 2 - #8 - MB CONT 2 - #4 EF CONT 2 - #8 TCB CONT 2 - #4 EF CONT NOTE: FOR GRADE BEAM REINF SEE VET 10 THIS DWG I I I I I I 1 I I I I I � 1 2 #8 TOP CONT SCALE: 3 4 ° = II4° o• a'.' o c • • ' o• .' o o •. o.• II II II II I I I II II II II I I ABOVE HSS COL SEE SCHED 1' 1 11_0" ALIGN W /CANOPY A CO 0 L SCALE: 3 4" = I ° -0 EXTERIOR SLAB COORD W /CIVIL 7 PILE CAP BEYOND 14 "0 PILE SEE DET I THIS DWG SCALE: 3 = 11_0° 6 - #6 TOP e BOT EW GRADE BEAM EXTENSION ii- SCALE: 3411 = II_o 2 1_6° 15 PILE CAP GRADE BEAM CANOPY COL BEYOND PILE CAP BEYOND WO PILE SEE f� DET I THIS DWG PILE CAP PILE CAP PLAN 0 U w 0 A_+ A.7 II II II 1 II II II II II II II 1 1 10" a w m w 21 CLR TYPICAL PILE CAP PC1 REINFORCEMENT PILE CAP PCI A.3 I II II II II II II II II II II II 1. y - - I i ♦ J�' M..: 11_6° P � 1 1_311 4: 1_011 2' -611 II GRADE BM BEYOND II -3° t PILE CAP SECTION A —A TOC EL 27' -0" 1445 PILE SEE DET I THIS DWG NOTE: FOR GRADE BEAM REINF SEE DET 10 THIS DWG TOC EL 27' -0" GRADE BEAM 6 # 6 - #6 SCALE: 3 = 1 - 0" NOTE: FOR GRADE BEAM REINF SEE DET 10 THIS DWG GRADE BEAM EXTENSION CO • SCALE: 3 = 1 1_0" GRADE BEAM CQ 0 N SCALE: 3 = 1 1 -011 SCALE: 3 4" = 11_0" 16 EXTERIOR SLAB @ LINE E ONLY COORD W /CIVIL #4 @I8° OC GRADE BEAM THICKENED GRADE BM 3 - #4 CONT PILE CAP Cr 5' -6" PILE CAP PLAN PILE CAP PC2 REINFORCEMENT EXTERIOR SIDEWALK COORD W /CIVIL I Ir. NI E. MM 3 0 2008 6 #6 LONG TOP C BOT 3" SHELF **It � C oo Oe:r,4104 1 1 -0" " TOC EL 27 -0 a w m w 21 CLR I4"� PILE SEE DET I THIS DWG NOTE: FOR GRADE BEAM REINF SEE DET IO THIS DWG TOC EL 27' -0° NOTE: FOR GRADE BEAM REINF SEE DET IO THIS DWG , S: SCALE: 3 = II_0" It PILE CAP SECTION A —A SCALE: 3 4" = 1 -0" 0 N REID MIDDLETON, INC. EXTERIOR SLAB COORD W /CIVIL 0 N L #4 @ TIES 6 - #6 SCALE: 3 = 11 -011 NOTE: FOR GRADE BEAM REINF SEE DET 10 THIS DWG REID ':‘SIDDLETO SCALE: 3 4" = I' -O" I A 0 Fidelity I RIVESTMENTS Seattle Branch 304 Strander Blvd. Seattle, WA 98188 Gensler 133 Federal Street 5th Floor Boston MA 02110 Telephone 617292.4400 Facsimile 617.292.4401 LeMessurier Consultants, Inc. S T R U C T U R A L E N G I N E E R S 675 MASSACHUSETTS AVENUE CAMBR I DGE, MASSACHUSETTS 02I39 -3309 TEL= (617)868 -1200 FAX' (617)661 -7520 WWw. LEMESSUR I ER. COM Issue Date & Description By Check 01 04/02/2008 HPL PjC ISSUE FOR PERMIT AND CONSTRUCTION 02 05/22/2008 HPL PjC FOUNDATION PLAN CHECK REVISIONS 03 05/28/2008 HPL PjC FOUNDATION PLAN CHECK REVISIONS 4 2 EXPIRES -• /6. — 49S2, Project Name Fidelity Investor Center - SEATTLE BRANCH Project Number 11.5039.163 CAD File Name S0301.DGN Description SECTIONS AND DETAILS Scale 0 2 4 8 S03.01 02008 Gensler 16 29-MAY-2008 10:37 administrator PILE CAP OffiliY. • 'Fa,a, vtt`; v v FIDELITY INVESTOR CENTER 7,200 SF FFE - 27.0 5', MIN. '7 97 -e- . •0 0 NORDSTROM Sheet Title e a n o u R CS 0 Date t- O5 NOTES 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY /COUNTY REGULATIONS AND CODES AND O.S.H.A. STANDARDS. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON SURVEY PREPARED BY APEX ENGINEERING, RECEIVED 6-16-2004. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND /OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON 111E PLANS. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS & TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 5. DIMENSIONS SHOWN REFER TO FACE OF CURB, FACE OF BUILDING OR TO THE CENTERLINE OF PAVEMENT STRIPING, UNLESS OTHERWISE NOTED. 6. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. 7. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY RIGHT -OF -WAY. 8. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG FIRE TRUCK ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. 9. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF PROPERTY LINES, BASIS OF BEARINGS & BENCHMARK INFORMATION. (SEE SHEET CS -1) 11. ALL ON -SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE COATS SHALL BE APPUED NO SOONER THAN 4 HOURS APART. (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL PAVING MARKING REQUIREMENTS,) 12. PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, & DOUBLE COATED, UNLESS OTHERWISE NOTED. LIGHT POLE BASES TO BE PAINTED PER ARCHITECT'S DIRECTION. 13. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. 14. ALL ISLANDS WITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE ISLANDS ARE TO HAVE 18" CURB AND GUTTER. ALL REMAINING ISLANDS ARE TO BE STRIPED AS SHOWN. 15. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN BASE BID. 16. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. 17. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. ALL SITE SIGNAGE SHALL BE UNDER A SEPARATE PERMIT. *M. ' hFf S;G ewy - p -_ SIDEWALK — SS --- .'S _._._- r .. ti .... L% STO 'it� s' - 4 iz mss r. f Ai W `� 1 . d ,ls .. :Lz<• ...- 2�... rx:,c -•ar :x. :-•. _ • ... "' _ ® l_ _ fir,.,. ., -s.LL .�. :� - ..rr _. ��t _... _.. .,_..... ;;y r: , , . � ; . v.'cn:,n_�'s, �`r 7c� ._ mow^ :si .. ':•�r!•m •� . Y CO SITE KEY 0 CONCRETE CURB CURB RAMP DETAIL CONCRETE SIDEWALK HP 12 GAS 1 r PEDESTRIAN CROSSWALK. SEE ARCH PLANS FOR PAIIERN CONCRETE TRANSFORMER / UTILITY PAD. CONTRACTOR TO COORDINATE WITH LOCAL POWER COMPANY FOR DETAILS. ACCESSIBLE PARKING SPACE TYPICAL SEE DETAIL SHEET FOR ACCESSIBLE PARKING SPACE SIZE, SIGN AND SYMBOL ( "VAN " - INDICATES VAN ACCESSIBLE SPACE) ICJ SG HP IT : amig I SAWCUT, MATCH I .. P`A'VEMENT SAWCUT, MATCH & JOIN EX. PAVEMENT APPROXIMATE EDGE OF EX. EDGE OF PAVEMENT RIGHT TURN ONLY" SIGN SAWCUT, MATCH :... &. ►IOINt. ,FX.,. PAVEMENT . 77-741 X. FIREIYD1 AIN. r.) LL1 MAT SEE SHEET C -t2 r 18 CONCRETE CURB AND GU I IE.R TYPICAL • S'_: BOLL LANDSCAPE PLANTER, SEE LANDSCAPE PLANS LANDSCAPE ISLAND, TYP. PAINTED DIRECTIONAL_ ARROW, TYPICAL "STOP" SIGN 12" STOP BAR (TYP) PAINTED "STOP" AND 12" STOP BAR (TYP) CONCRETE WHEEL STOP, SEE ARCH. PLANS SINGLE YELLOW SOLID LINE 4" PAINTED STRIPING r4, e Su i ! 1 1 1 f ' !J r � .. 1 1 lawmen Eis: LEGEND D OZ EXISTING LIGHT POLE TO REMAIN C -1.5 KEY MAP HEAVY DUTY PAVEMENT STANDARD DUTY PAVEMENT 2" GRIND AND 2" ASPHALT OVERLAY CONCRETE SIDEWALK CONCRETE CURB CONCRETE CURB AND GUTTER SAWCUT NEW LIGHT POLE AND FIXTURE EXISTING LIGHT POLE AND FIXTURE TO REMAIN i�;` jfi�i;; 4` r` fi! %/;t'L,:��'rYir. % }L.• %/L•'r.:�� SYI: M Y f' i�L/ l�r;% r' i';'. vi•±': ?(/.•,� %i'•i� /i /' %i;!4: CALL 48 HOURS BEFORE YOU DIG - 800 -- 424 -5555 GRAPHIC SCALE 160 J South °eh ter WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 4468 THIS DRAWING IS AN INSTRUMENT OF SERVICE, IS THE PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED WITHOUT THE ARCHITECT'S PERMISSION AND UNLESS THE REPRODUCTION CARRIES THE ARCHITECT'S NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON THE SPECIFIED PROJECT ONLY AND SHAH NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT Registration Consultants 1505 Westlake Ave. N. Suite 305 Seattle, WA 98109 Approvals/Phase: FIDELITY INVESTOR CENTER BUILDING PERMIT SUBMITTAL PROGRESS: 3/28/2008 'NOT FOR CONSTRUCTION` >� dziossommaanswEssomss Key Plan: No. Revision Date Sheet Title tL 633 Southcenter Parkway Tukwila, WA., 98188 -2888 206-- 246 -0423 C -1.5 INIISMSOiregiSENZEMMXISEXI T (206) 522 -9510 F (206) 522 -8344 WWW.PACLAND.COM 0 0 co n M 0 ezp cn a O W C7 a a 0 4