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Permit D10-320 - WESTFIELD SOUTHCENTER MALL - COLUMN RETROFIT
WESTFIELD MALL 2800 SOUTHCENTER MALL D10 -320 City ol Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: ht4x//www.ci.tukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 9202470010 Address: 2800 SOUTHCENTER MALL TUKW Suite No: Project Name: WESTFIELD MALL Permit Number: D 10 -320 Issue Date: 02/07/2011 Permit Expires On: 08/06/2011 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Contact Person: Name: MARK HILLIARD Address: 2801 4 AV #350 , SEATTLE WA 98121 Contractor: Name: B N BUILDERS INC Address: 2601 4 AV STE 350 , SEATTLE WA 98121 Contractor License No: BNBUII *990K3 Phone: 206 718 -1896 Phone: 206 382 -3443 Expiration Date: 09/12/2011 DESCRIPTION OF WORK: STRUCTURAL RETROFIT OF COLUMN Value of Construction: $15,000.00 Fees Collected: $685.10 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: IIB Occupancy per IBC: 0019 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non- Profit: N Water Main Extension: Private: Public: Water Meter: N doc: IBC -7/10 D10 -320 Printed: 02 -07 -2011 Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of wo . am . thorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: r)-K.— Q L f LLI.A RL Date: 0, �- 1 I This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Structrual Observations in accordance with I.B.C. Section 1710 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 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 doc: IBC -7/10 D10 -320 Printed: 02 -07 -2011 Building Official from requiring the correctic t errors in the construction documents and otAis data. doe: IBC -7110 D10 -320 Printed: 02 -07 -2011 lak CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www.ci.tuktvila.wa.us SITE LOCATION Building Permit No. Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No, Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: 12-0241 —0010 Site Address: J-BOO 50 t1i'1 -1C t T�� Tenant Name: W eS rirl L1" Sou 1-l-1 c Property Owners Name: W S TF 1 t.. z_ -T: LL C._ Mailing Address: 2-2_300 -CU 1C.l,A) I A Suite Number: Floor: New Tenant: ❑ Yes TX.No V' A 98l ° �3 City State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: NA—AV'1G 1—r 1 L t_ t. 4 ( - Day Telephone: 20(4, 1 13 I g l� Mailing Address: 2 Y�o I 4r1-4 m a- #' _SO T r l_ t= w FA -2-1 State Zip E -Mail Address: Y VNalr'4 Yv 6 n W 1\ Itirs , c City Fax Number: 2Ol.P 38 2 34 4+0 GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: (jN B'.i L� x-2-5 � � N C Mailing Address: 1 e,. Contact Person: t' 4,12 . k---(1L-1-4-)1k ✓)"- � E -Mail Address: Wnu.rks lr1 bvi bo I 1 wr S t c v' Contractor Registration Number: f3N C30 I. T. -4F 9 90 3 T1'LP City WA `612 -1 State Zip Day Telephone: 2o L 1 I I 'F� 9 c p Fax Number: 20G 332 3 `t- 4 0 Expiration Date: 1 2 .3 1 . 10 ARCHITECT OF RECORD - All plans must be wet stamped by Arch tect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax State Zip ENGINEER OF RECORD - All plates must be wet stamped by Engineer of Record Company Name: A RK 3 Mailing Address: %CO F( A -1.5 C) L City Contact Person: ic-F-1r p i-1 L �- A E _ f2--- Day Telephone: E -Mail Address: O° (�%� Q CS b k' , C ©m Fax Number: H:\Applications\Forms- Applications On Line\2009 App cations11-2009 - Permit pplication.doc Revised: 1-2009 bh VJ A 96104 State Zip Zito 6' 3 i 32 (P 3 -2-0(4 3 -1-o -12 Co co Page 1 of 6 BUILDING PERMIT INFO ION 7 200314670' Valuation of Project (contractor's bid price): $ I 5, cc0,00 Existing Building Valuation: $ Scope of Work (please provide detailed information): STI"Lt)C -U 2.41 l� R �T rep F 1 T OF CoLu 4 1 Will there be new rack storage? ❑ Yes No If yes, a separate permit and plan submittal will be required. Provide All Building Areas: .in Square FootageBelow 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: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\For,m. Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1-2009 bh Page 2 of 6 Existing - Interior Remodel . . . Addition':to :. " . Existing Structure .. ~' New , 7- " T',..'. of" Construction per .:-IBC • , : Type•of•, . Occupancy per •. IBC_ - . 1st Floor 2 ".a Floor.:' •, ..-rd Floor Floos.. _ thru. ' Basemdnt •• • Accessory Structure* `Attached; Garage "" " = a Detaehed .C�,'a'age. ' `AttliEhed:Gaipoit; : • ' ' De•'taoheatarpoit Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\For,m. Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1-2009 bh Page 2 of 6 0 • PERMIT APPLICATION NOTES - Applicable to`all permits in thsapplieaton' . 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 yS`AME 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 OWNS E AUTHORIZE t�T: Signature: Print Name: MAY. AL-- I\ 1 LLt A fl- Mailing Address: 217:01 FOUPX -L Ak) 1*---3S0 Date: t • 2c1 • 1 h Day Telephone: 20% -11B l e c1 Co City State Zip Date Application Accepted: I k I 2.."1. I 1 0 Date Application Expires: nll I 24 I Il �' Staff Initials: v--- H:\Applications\Forms- Applications On Line \2009 Applications \I -2009 - Permit Application.doc Revised. 1.2009 bh Page 6 of 6 PLUMBING AND GAS PIPIN RMIT INFORMATI ;ON` , 2'06 0; ] PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Project (contracto bid price): $ Scope of Work (please provide • , ailed information): Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and /or gas piping out being installed and t quantity below: Fixture Type: Qty Fixture Type: �'c Fixture e: Qty Fixture Type: Qty Bathtub or combination bath/shower Bidet Clothes sher, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per head) -`I, o d -waste grinder, .. mercial Floor Drain Shower, single head trap Lavatory Wa'\ fountain Receptor, indirect waste Sinks Urinals �;' Water set Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water heater and/or ve -' �` Industrial w`.,, e treatment interceptor, in:\ding trap and vent, except " •r kitchen type grease interce, .rs Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen ( >750 gallon capacity) Repair or alte ; ion of water pipin ,nd /or water treatment ; : uipment Repair or alteration o' > drainage or vent piping '\ Medical gas piping system serving 1 -5 inlets /outlets for a specific gas Each additional medical gas inlets /outlets greater than 5 Back Vs w protective de ,''e other than ospheric -type vacuum reakers 2 inch (51 mm) diameter or smaller Backflow protective device other than atmospheric -type vacuum breakers over 2 inch (51 mm) diameter '' Each lawn sprinkler system on any one meter including backflow .rotection devices Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections (1 -5) Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets H 1Applications\Forms •Applications 0n- Line12009 Applications11.2009 Permit Application.doc Revised. 1 -2009 bh Page 5 of 6 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: //www.ci.tukwila.wa.us RECEIPT Parcel No.: 9202470010 Permit Number: D10-320 Address: 2800 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 11/29/2010 Applicant: WESTFIELD MALL Issue Date: Receipt No.: R11 -00231 Payment Amount: $441.80 Initials: WER Payment Date: 02/07/2011 03:20 PM User ID: 1655 Balance: $0.00 Payee: MARK HILLIARD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 11715 441.80 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $441.80 374.30 63.00 4.50 doc: Receiot -06 Printed: 02 -07 -2011 • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 9202470010 Permit Number: D10-320 Address: 2800 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 11/29/2010 Applicant: WESTFIELD MALL - FIX Issue Date: Receipt No.: R10 -02380 Payment Amount: $243.30 Initials: JEM Payment Date: 11/29/2010 11:07 AM User ID: 1165 Balance: $378.80 Payee: MARK & TRACEY HILLIARD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 11705 243.30 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 243.30 Total: $243.30 doc: Receiot -06 Printed: 11 -29 -2010 PC • p.' r Y,E,.rs• ".'�.. yp'T. • • • A• • • ••.'x'r4:c :'cll+}d+ -.. ia• • '° �T:T +. i6L% Yi'ngnICC,Z61 INSPECTION RECORD - Retain a copy with permit INSP CTION NO. PERMIT N0. ,Dip ..J2) CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line ,(206) 431 -2451 Project: GcJPs 'e /el Type of Inspection: ,- ii/.50-L Address: c9006 ,4 / / Date Called: .., Special Instructions: Date Wanted: Requester: 64. Tro 3/41/t/ Phone No: • ,54.4! .1eHee- F- me ,u -Y - F'1/, Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: /� J� ? "Y t ILIl10%all0l /"/A/�/ 2D 1 5...e. /6- /N 4 / L g1-!� ✓ rib.2.•� AC ✓AZets 64. Tro 3/41/t/ i ,54.4! .1eHee- F- me ,u -Y - F'1/, ` /i//4/ hit Inspecto f1 Date: SPECTION FEE REQIJI ED. prior to next inspection, fee must be. pajd at 6300 Southcenter Blvd:, Site 100. Call to schedule reinspection: • V. INSPECTION NO. • • CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 • pt4206) 431-3670 Permit Inspection Request Line (206) 431-2451 . • • INSPECTION RECORD Retain a copy with permit bto - 701 PERMIT NO. Projett: i Type of InspectiOn: Address: 800 WV ii- t k ■ MA 11 et14 :60-.) v- ell,c9,144% '4 ce.,.. (4.. 4Am; t ..,. Date Called: Special Instructions: • . • • • - - Date Want : •,2. apill . Requester. Phone No: EiApproved per applicable codes. Corrections required prior to approval. t•-• COMMENTS: Ci 4a, 0 t ,e. , vJe S p Olio k '7- ■ MA 11 et14 :60-.) v- ell,c9,144% '4 ce.,.. (4.. 4Am; t ..,. Cy vir.v04-6.Je ..... 144e...4.420 ail. V-TuarihiAzta. j'S Amic-r" INf••• LAPIAitlePeke "'. NV' ? ra4 ■ok,P - ANNAQ diti_ 414 f.k4 \ 1...th3ga.i. - _4,4 ("0%. % 4.4"-x- to eri., Vir1.44.- -lei ci,\NIVII _ .. • . , . . ■ _ I: i , ., ki !Date:, Motteh7 /, 416 / rTREI PECTION FEE RE, UIRED1 for to nextrinspection. fee must be ‹t' pais at-6300 Southcenter Blvd., Sul e 100. Call 10 schedule reinspection. T.4 It k " Ihur■ " v 7: --;AECITA.:::+:. • """ • WrrNeettl;194:110 v&-A4Kra•ari & ASSOCIATES, INC. CIEOtgeliNIAL EN.G1NEERING • Z.NVIRONMENTAI1, BNOINEBRING CONSTRUC1101s) TESTING & I1SP-ECT:1ON Marc1.4, 201.1 KA Project. No. 066-1103.3 City gfTakvvila Pettit No. D10-320 VIEVrtiELDI LLC kiTraPAreugns sovnIcAlTomAii TrAm.k.v.vA9.8is8 1EZ Anal Utter Regarding: Bost Buy Mobile Tukwila, 'WA VTh rEay Oecemx In no004411n0 V•ilt YOnt tent ttild tfuthorizatink lie have pertrtned :Special 'testing and inspecition tergi�e. sib±Uie abovezeferencedpreject, The: speni41 ittspeefions'IOT lilk/c0t keitifOrCed COCA10 a Proprietary Anchor 'Tn the. best-of ourknowledge all work wriie1.:}144 beqn tested m4/014-tote4 has beh foinid to be in. ..geopAl w,tar6460 wititto-411govattilItaa aud; spedifications,, engineering revisions; and:Maptg 11 of the1006 International Bru` Ming Code. All 1nspotiOnguld testing.reporta for the ibove . listed iteni4 have tipegvtofoktst&ttglgttl, tt yoliavo any qUe'$.tiato pelf we an iv offurt110 asSistance, please do not hesitate to. contact can! office at f253) 939-25110. Respectfully • ftRAZAls1 SOCIAT2 Jay ,A1 Operations Manager Cc: BNBuilders City of Tukwila Reviewed by: Kulwan en) S. Salt P.E. Regional Managing Engineer With Offices Serving The Western United States 922 — Valley Avenue NW Suite 101 • Puyallup, WA 98311 (251)939-2500 a Fax: (253)939-2556 BNBuilders Inc Subcontract Log with Full Detail 03 -02 -2011 Page lB 108017.000 Westfield SC- Fidelity Invest. Project Manager: Cost Original Pending Approved Revised Invoiced Reta fined Paid Subcontract Code Cat Amount Amount Amount Amount Amount Amount Amount 108017 -02 Pacific Ridge Excavation - PA - Pacific Ridge Excavation LLC Committed 12 Relocate North Lot contract 331.31230 S 64,840.20 64,840.20 aZall &Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING A§Cielke FIVE DATE: o`? -/ 7-// FEB 2 5 20111 PROJECT #: 04 4, //131 cr ri- ear PROJECT: 2Z5' guy /is- m�i`lz° � LOCATION:310eAee ,if4r f% / KRAZAN PROJECT MANAGER: FIELD REPORT NO: 13 6 3 6 4 CONTRACTOR: 8// JURISDICTION: /11,x//, PERMIT #: ,D# Io --- 320 INSPECTOR: p WEATHER: , j-f TEMP:5 .71&)/ /%1C�0�� ] $Fig 7 �'P_�7 1�G�� �o.✓ �� , r�v_�� Ob.47 /wJ C� c �.GCP�'h��r S7Gb A/'7 ///a p/0:, .Id Co }lioiill • oG /#4,o,.( �.onepe/c i m/7 1 �or /c, (/) .r& 611 ( 9 Equipment/Asset Number(s): To the best of my knowledge, the abov / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Repr sentative: Technician: This report Indicates our inspector's observation and testing results based on the site condition and contractors activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not bes produced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 DAILY FIELD REPORT 2009.doc EFFECTIVE: 4/22/2009 ABKJI ANDERSEN • RJORNSTAD • KANE • JACOBS L)/O--32O Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 Tel: 206.340.2255 f Fax: 206.340.2266 I www.abkj.com MEMORANDUM DATE: March 4, 2011 TO: Mr. Mark Hilliard COMPANY: BN Builders FROM: Joseph Glaser RE: Westfield Southcenter Mall - Best Buy Tenant Improvement of Space 532 Comments Mr. Mark Hilliard BNBuilders 2601 4th Avenue Suite 350 Seattle, WA 98121 Re: Final Structural Approval for Westfield Southcenter Mall - Best Buy Tenant Improvement to Space #532 ABKJ Job Number 10 -194 Dear Mr. Hilliard: Based on our review of construction photographs and special inspection reports, we feel confident to give our final approval that the above mentioned project at the Westfield Southcenter Mall has been constructed in keeping with the intent of the Structural Documents which our office prepared for this project. Please contact me if you have any further questions. Sincerely, ABKJ Engineers, Inc. Joseph Glaser, P.E. Senior Project Engineer SNBuilders Inc Subcontract Log with Full Detail 03 -02 -2011 Page 39 108017.000 Westfield SC- Fidelity Invest. Project Manager: Cost Original Pending Approved Revised Invoiced Reta fined Paid Subcontract Code Cat Amount Amount Amount Amount Amount Amount Amount 108017 -02 Pacific Ridge Excavation - PA - Pacific Ridge Excavation LLC Committed 12 Relocate North Lot contract 331.31230 S 64,840.20 64,840.20 bra -32.4 ' 1 s rM!a • r elitma2s7.4tr" • • • ,S': ''s3..b"W an .x.:';t+'. •.,rq4 :..+.c .f:5:n:, a :��';..-w't+•• t.. - • .'ni"�F "a'°.Irt -•.> J^wTj:rt.'�xrt`Ji..^'- � °. ^i'.M�u` = '.e: ABKJ ANDERSEN BJORNSIAD•KANE•JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 l Tel: 206.340.2255 [Fax: 206.340.2266 www.abkj.com MEMORANDUM DATE: January 12, 2011 TO: Mr. Patrick Burns Operations and Risk Manager Westfield Shoppingtown Southcenter 633 Southcenter Seattle, WA 98188 FROM: Joseph Glaser, P.E. RE: Permit Review for Settlement at Tenant Space 841 Westfield Southcenter Mall, Tukwila /Seattle, Washington Dear Mr. Burns: At the request of the building official for the City of Tukwilla, we herein provide a summary of the approach we have developed for the repair for Tenant Space 841 (at gridlines "0" and "40 ") at the Westfield Southcenter Mall. Please review and incorporate this into the permit submittal package to be delivered for permit review. BACKGROUND Our review of the following documents formed the basis or our understanding of the conditions at the South Center Mall and influenced our approach to addressing the settlement issues at gridlines "40" and "0 ": Shannon & Wilson, Inc., 1966 Report on Foundation Investigation for the Shell structure, Southcenter Shopping Center, Tukwila, Washington. A letter from General Contractor dated April 14, 1967, regarding poor piles during construction in need of remediation. Victor Gray, 1972 Drawings for the repair of the pile at gridlines "40" and "0 ". Shannon & Wilson, Inc., 2005 Geotechnical Report for the Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington. RECEIV (ITV OF !A JAN 21 2011 PERMIT CENT REVISION N0.! X10•320 • • UNDERSTANDING OF CURRENT CONDITIONS Based on review of the above listed documents, we learned that during construction it was noted that some of the piles were insufficient and required remediation. It can also be determined that by 1972, the settlement at gridlines "40" and "0' was significant enough so that the structural engineer Victor Gray developed drawings to provide the hydraulic jacks which are currently in place at this location. The intent of this repair was not to level the floor, but to stabilize the condition (the instructions on the drawings clearly state that the floor is not to be raised more than W'). These facts lead us to conclude that the settlement at this location occurred soon after the construction of the "original" Southcenter Shopping Center and also that the pile, despite some settlement, has adequately supported the roof and floor loads at this location since its construction. There are no records, unfortunately, providing data with respect to whether or not additional settlement occurred at this location since 1972, or if all of the settlement we are now discovering occurred prior to 1972. In discussion with Mr. Martin Page of Shannon & Wilson, the author of the 2005 Geotechnical Report sited above, he stated that it is highly unlikely that continued settlement would occur once a pile has reached bearing strength, but without firm data, we are unable to conclude that the pile has not continued to settle or will not settle further in the future. BASIC GOALS OF PRESENT REPAIR In order to utilize the bearing capacity of the current pile configuration, and to provide additional bearing capacity to limit settlement of the structure should there be further settlement in the pile, we propose a large foundation slab which — if required to -- will "share" the Toad with the pile. This foundation slab will be structurally independent from the pile with respect to gravity Toads (by being poured around it), and will have no positive connection to it. This will enable the foundation slab to move independently from the pile. Shoring Posts will span between the foundation slab and the underside of the concrete slab and the pile cap (see SSK -17 and SSK -18). Secondly, the foundation will be able to support diagonal braces, connected to the pile cap, which will provide a lateral load path (none currently exists), so that in the case of any horizontal motion due to seismic activity, there will be a direct connection between the pile cap and the pile itself. • • APPROACH TO THE PRESENT REPAIR 1. Gravity Loads: As was stated above, all data, in terms of historical record and current conditions, confirms that despite some settlement, the pile is currently supporting the gravity Toads of the roof and floor slab. We are not able, however, to determine if further settlement has occurred since the 1972 repair described above, or if it will continue to occur. The purpose and function of the below -grade foundation slab and its connection to the floor slab and pile cap is as follows: a. If the pile were to settle further, as the slab and pile cap would settle with it this would engage the post- shoring elements and bear on the new foundation slab. Because of the compressibility of the bearing soiil, we anticipate that the foundation will settle until the sharing of the load between the pile and the foundation.will be re- distributed and the system will re- stabilize.2 b. Because the pile is a very stiff element relative to the foundation slab (original pile driving logs suggest a pile capacity of 187 Kips with a length of 65 feet), we anticipate even if it were to settle, once the system re- stabilizes the pile will continue to support the majority of the load. c. With a current total load of 132.6 Kips (see page PR -3 of the calculations), we would anticipate a maximum of 35 % of the load would be resisted by the foundation, and more likely this would be on the order of 5-10%, based on the relative stiffness of the pile and the foundation slab. Given a percentage of 35 %, this would be a load to the foundation slab of 132.6 Kips * .35 = 46.4 Kips. With a foundation area of approximately 49 square feet, this would require an allowable soil bearing pressure of 950 psf for a stable condition. This is less than our assessment of a soil bearing capacity of 1,500 psf. 3 d. Please note that we wish to monitor the occurrence of any further settlement. Please see ABKJ Memorandum dated December 13, 2010, titled "Guidelines for Monitoring of Settlement at Tenant Space 841, Westfield Southcenter Mali, Tukwila /Seattle, Washington ", which forms 1 Review of the 1966 and 2005 Geotechnical Reports suggest that the soil in this region is highly compressible but not infinitely compressible. The soils reports and boring Togs indicate a layer of peat less that 1 foot thick, mixed with clay, about 25 feet below the level of the current grade, which has between 10 — 20 feet of fill over the original ground elevation. 2 Note that the post shores have been designed to support 100% of the load, but that is being very conservative and would only be the case for a short period until the loads are redistributed between the foundation and the pile 3 See table 1806.2 of the 2009 IBC, which allows for 1,500 psf for Clay, sandy clay, silty clay, clayey silt, silt, and sandy silt, which is consistent with the soil boring logs taken in the vicinity of this location. See the attached boring logs which are from the 1966 geotechnical report sited above (and presented in the 2005 geotechnical report sited•above). 7 D ELEVATION OP OR trot NA t— GROUND • c0 • 120 GLE:VATION OF N -t3 H -,4 145a T4ec FILL B40 M-D. SILTY SAND MEO, ORGANIC CLAY VERY DENSE SILT, SAND AND GRAVEL.. T1LL) EGEND t r ` 1 DENZ -veRY DENSE GG500 SAND WITH OCO. SHELLS MED. CLAY. PEAT SAND GRAVE EP2ri F T' 1 i - 9 ROTARY BORINGS, 5HANNON WILSON, SEPT'• -NOV- 1961. HAND iSOR1NG5 $Y SHANNON WIL ONE JAN. 195, SEISMIC REFRACTOR. e, -1 I ,••E_ SE./5%1IC ■ELOCIT'r 0 40 80 0 100 Ira f 1:3•,: \. 1L} -T' `- 200 Scala In Feet Horizontal Soate in Feat Vertical Exaggeration = 2.5X NOTES 1, This subsurface profile is generalized from materials observed In soil borings. Variations between the profile and actual conditions may exist. 2. See Figure 3 for legend. 3. Elevations refer to USC and GS datum, MSL 1929, 4. Profile adapted from Section 5-13 from 'Report of Foundation Investlgatton,.South Center Shopping Canter, Tukwila. Washington' by Shannon 8 Wilson, Inc., January 1962. DENSE WITH LAYERED AND MED.- SAlvp, C GANtC • ✓F.RY DENP5M HARD Srl?-`P 514-7- DENSE SON/ E MATE::tAP. D' East 40. -120_ SAND ANC sPAV/E___ SILT ABBREVIATIONS TILL_ — GLACIAL TILL ORG - — ORGANIC W/ — wrrt-4 MEO. — MEDIUM Westfield Shoppingfonn South:enter Evanston Tukwlia. Washington GENERALIZED SUBSURFACE PROFILE D -D' September 2005 21- 1- 20189-004. SHANNON acs. FIG. 6 part of the permit submittal package and outlines the monitoring procedure we recommend. 2. Lateral Loads: The instability of the soils conditions, liquefaction from a seismic event is not a concern. As such, the piles are able to provide the lateral strength required of them. Our concern at the current location is not a Toss of overall lateral strength of the structure, but rather than if there were ground motion and the pile — in its current configuration — were to move horizontally, the jacks that are in place could become unstable and the connection between the pile cap and the pile would be lost, thus causing the failure of the pile cap to support the floor slab and the column supporting the roof. For this reason, we propose the following: a. Diagonal Braces be designed to provide a load path between the pile and the pile /cap floor foundation (as is currently required by the IBC, per section 1810.3.13). b. In the case of a seismic event, because the foundation slab surrounds the pile (see SSK -17 and SSK -18), the lateral forces from the structure would be transferred back into the pile when the foundation would bear against the surface of the pile. We have prepared this memorandum in order to elaborate the philosophy and design strategy behind the current repair. Please review and forward to the building official who will be reviewing this permit submittal. Please feel free to contact our office should you have any questions, Thank you, j Joseph Glaser, P.E. Senior Project Engineer fa ABKJI ANDERSEN• BJORNSTAD • KANE • JACOBS FILE COPY onsult' C'vi1 a REVISIONS No c&anges 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. STRUCTURAL ENGINEERING CALCULATIONS on 98104 Phi review approval is subject to errors and omissions. Lppro'Jal of construction documents does not authorize t.f violation of any adopted cue or ordinance. Receipt os approved Field and cknowledged: Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.com Date: January 4, 2011 By. D a t e : , � S L CALCULATIONS City Of lbkwlta BUILDING DIVISION AND D ETAI LS WESTFIELD SOUTHCENTER MALL MIT REVISIONS 5iLtq/ Ohc rt. �.� 1-evogs—ed Ge-aa, 17/0 2� /km 5 04 / 2-00 d1 SEPARATE PERMIT REQUIRED FOR: LfMechanical E Electrical iniumbing 'as Piping City of Tukwila L . 2IWI DIVISION REVIEWED FOR OD COM LI APPRMED FEB 0 3 2011 1._ ue- City of Tukwila Westfield Shoppingtown Southcent D rBUILDING DIVISION Seattle, WA 98188 CIry JAN 212011 PERMIT CENTER Westfield LLC Mr. Patrick Burns RE'J1S1O OE D\40' PROJECT DESCRIPTION — PERMIT REVISIONS Due to the difficulty in obtaining the screw jacks specified in the original design, we have revised the original details so that the shoring will be performed by steel and aluminum post shores, as shown in details SSK -17 — SSK -21. In addition, after review of Geotechnical Reports prepared by Shannon & Wilson for the Southcenter Mall, we have determined that it will not be feasible or necessary to verify the soil bearing capacity of soil in the location of the current work. Our design has been developed assuming certain soil bearing capacities. However, because the context of our design is not a permanent structure but a remediation, we anticipate further settlement and have provided adjustable elements which can address this settlement. For this reason, we have outlined a method for monitoring any future settlement. Because of the fact that soil bearing capacities need not be verified, we have changed the original General Notes accordingly, and have included them with this permit revision. Details SSK -5 through 55K -16, included in the original Permit Submittal package, are superseded by those included in this current package (SSK -17 — SSK -21). Calculations have been included which address the loading and design of the post shores. All other aspects of the original submittal package remain the same. THE FOLLOWING NOTES APPLY UNLESS SHOWN OTHERWISE: CODE: INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION GENERAL: ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE AND STANDARDS, 2009 EDITION, DRAWINGS, AND SPECIFICATIONS. THE DRAWINGS AND DESIGN ARE BASED ON A COMPLETED CONDITION. ANY TEMPORARY BRACING AND SHORING REQUIRED UNTIL ALL STRUCTURAL CONNECTIONS HAVE BEEN COMPLETED, IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO APPROVAL BY THE ARCHITECT & STRUCTURAL ENGINEER. WHERE INFORMATION ON THE DRAWINGS 1S IN CONFLICT WITH THE SPECIFICATIONS, THE MOST STRINGENT SHALL APPLY. DO NOT SCALE THE DRAWINGS. CONTRACTOR'S NOTES: CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, AND SEQUENCES OF PROCEDURES REQUIRED TO PERFORM THE WORK. IF ANY ERROR OR OMISSION APPEARS IN THESE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE OWNER IN WRITING OF SUCH OMISSION OR ERROR BEFORE PROCEEDING WITH THE WORK, OR ACCEPT FULL RESPONSIBILITY FOR THE COST TO RECTIFY SAME. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. FOUNDATION LOADS: DESIGN SOIL BEARING PRESSURE: 1500 PSF ABOVE DATA IS BASED UPON THE FOLLOWING REPORTS: SHANNON & WILSON, INC., 1966 REPORT ON FOUNDATION INVESTIGATION FOR THE SHELL STRUCTURE, SOUTHCENTER SHOPPING CENTER. TUKWILA, WASHINGTON. SHANNON & WILSON, INC., 2005 GEOTECHNICAL REPORT FOR THE WESTFIELD SHOPPINGTOWN SOUTHCENTER EXPANSION, TUKWILA, WASHINGTON. FOOTINGS: ALL FOOTINGS MUST REST ON UNDISTURBED ORIGINAL EARTH OR STRUCTURAL FILL. FOOTING SIZES SHOWN ON DETAILS ARE MINIMUM DIMENSIONS. EPDXY EMBEDMENTS: ALL EPDXY EMBEDDED ITEMS CALLED OUT ON PLAN SHALL BE HILTI HY -150, HIT -RE 500 -SD, OR APPROVED EQUAL. U.N.O. ALL EMBEDDED ITEMS SHALL BE INSTALLED PER THE EPDXY MANUFACTURER'S RECOMMENDATIONS AND THE CORRESPONDING ICBO REPORT. EXPANSION BOLTS: ALL EXPANSION BOLTS CALLED OUT ON PLAN SHALL BE HILTI KWIK BOLT -II CONCRETE ANCHORS, KWIK BOLT TZ, OR APPROVED EQUAL U.N.O. ALL ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS AND CORRESPONDING ICBO REPORT. ALL HOLES MUST BE COMPLETELY CLEANED OUT BEFORE INSTALLING ANCHORS. REINFORCED CONCRETE: CONCRETE SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: MINIMUM 28 -DAY STRENGTH (fc): ALL STRUCTURAL CONCRETE: Pc = 3,000 psi AIR ENTRAINMENT 5 % -7% FOR EXTERIOR CAST -IN -PLACE WALLS & EXTERIOR SLABS ON GRADE, CONCRETE SLUMP TO BE 3" MAX PRIOR TO ADDITION OF ADMIXTURES AND 8" MAX SLUMP AFTER ADDITION. CALCIUM CHLORIDE MAY NOT BE USED. MAXIMUM NOMINAL AGGREGATE SIZE SHALL BE LIMITED TO 3/4 ", U.N.O. OR AS APPROVED BY THE ENGINEER. SUBMIT MIX DESIGN FOR REVIEW AND PROVIDE NOT LESS THAN 51/2 SACKS OF CEMENT PER CUBIC YARD FOR ALL CONCRETE AND A MAXIMUM WJC =0.47. FLYASH MAY BE USED TO REPLACE UP TO A MAXIMUM OF 15% OF CEMENT BY WEIGHT. CONCRETE PROTECTION: MINIMUM CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS (U.N.O.): FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE: 3" FORMED SURFACES IN DIRECT CONTACT WITH EARTH: 2" FORMED SURFACES EXPOSED TO WEATHER: 1 -1/2" REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 AND SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315 AND 318 (LATEST EDITION). LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 2' -0" MINIMUM. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. AT TIME OF CONCRETE PLACEMENT, REINFORCING SHALL BE FREE OF ANY MUD, OIL, GREASE; ETC. THAT MAY DECREASE BOND. STRUCTURAL STEEL: TUBE COLUMNS SHALL CONFORM TO ASTM A500 GRADE B (Fy =46,000 psi). PIPE COLUMNS SHALL CONFORM TO ASTM A53 GRADE B (Fy= 35,000 psi). ALL OTHER STEEL SHALL CONFORM TO ASTM A36. ALL STAINLESS STEEL TO BE 316L (Fy= 30,000 psi). ALL BOLTS TO BE ASTM A325 U.N.O. AND ALL ANCHOR BOLTS ASTM A36, U.N.O. ALL ANCHOR BOLTS MUST BE ACCURATELY PLACED IN THEIR FINAL LOCATION PRIOR TO POURING CONCRETE, "WET STICKING" OF ANCHOR BOLTS IS NOT ALLOWED. APPLY ONE COAT OF APPROVED SHOP PAINT TO ALL STEEL NOT EMBEDDED IN CONCRETE, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC (ASD) SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. ALL WELDING SHALL MEET AWS/WABO CODES FOR ARC WELDING IN BUILDING CONSTRUCTION. ALL WELDS SHALL BE 3/16" MINIMUM OR PER SECTION J.2b OF AISC (WHICHEVER IS LARGER), U.N.O. WELDING ELECTRODES SHALL BE E7OTG -K2 OR E70T6 WITH A MINIMUM SPECIFIED CVN OF 20 ft -Ibs AT —20 DEGREES FAHRENHEIT AND 40 ft -Ibs AT 70 DEGREES FAHRENHEIT ONLY FOR ALL SHOP WELDS AND FIELD WELDS OF LATERAL RESISTING ELEMENTS, E70 ELECTRODES MAY BE USED FOR FIELD WELDS OF OTHER COMPONENTS NOT ASSOCIATED WITH THE LATERAL RESISTING SYSTEM. ALL WELDING OF STAINLESS STEEL SHALL USE E309 ELECTRODES WITH A GMAC PROCESS. ALL WELDING SHALL BE PERFORMED BY WELDERS WITH AWS/WABO CERTIFICATION WITH THE MATERIAL AND METHOD REQUIRED. SPECIAL INSPECTIONS: INSPECTION NOTES: — THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED INSPECTIONS REQUIRED BY SECTION 110 OF THE INTERNATIONAL BUILDING CODE. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A CITY INSPECTOR. SPECIALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED . WITHOUT THE APPROVAL OF THE CITY INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE. — THE SPECIAL INSPECTOR MUST BE CERTIFIED TO PERFORM THE TYPES OF INSPECTION SPECIFIED AND SHALL DEMONSTRATE COMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL. — IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY BEFORE PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT THE REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL. SPECIAL INSPECTORS SHALL: — BE UNDER THE SUPERVISION OF A WASHINGTON REGISTERED CIVIL ENGINEER. — OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH APPROVED DRAWINGS AND SPECIFICATIONS. — FURNISH INSPECTION REPORTS TO THE BUILDING DEPARTMENT AND ENGINEER. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF NOT CORRECTED, TO THE BUILDING DEPARTMENT AND ENGINEER. — SUBMIT A FINAL REPORT, SIGNED BY A WASHINGTON REGISTERED CIVIL ENGINEER, STATING THE WORK WAS IN CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF IBC. SPECIAL INSPECTIONS REQUIRED: STEEL: — WELDING (EXCEPT WELDING PERFORMED IN AN APPROVED SHOP), MEMBER LAYOUT AND DETAILING. CONCRETE: — CONCRETE STRENGTH, SLUMP, AIR CONTENT AND MIX DESIGN AND AS REQUIRED BY IBC SECTION 1704.4. — REINFORCEMENT PLACEMENT, BOLTS, AND EMBEDS IN CONCRETE. EPDXY AND EXPANSION BOLT PLACEMENT. DISCLAIMER: THESE DESIGN DRAWINGS ARE THE PROPERTY OF ABKJ ENGINEERS, INC. AND HAVE BEEN PREPARED SPECIFICALLY FOR THIS PROJECT IN ACCORDANCE WITH GENERALLY ACCEPTED STRUCTURAL ENGINEERING PRACTICES. IT IS INTENDED FOR THE EXCLUSIVE USE OF THIS PROJECT ONLY. WE DO NOT GUARANTEE PROJECT PERFORMANCE IN ANY RESPECT, ONLY THAT OUR WORK MEETS NORMAL STANDARDS OF PROFESSIONAL CARE. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS PROVIDED. ABKJ ANDERSEN • BJORNS AD • KANE•JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 Tel: 206.340.2255 DATE: December 13, 2010 TO: Mr. Patrick Burns Operations and Risk Manager Westfield Shoppingtown Southcenter 633 Southcenter Seattle, WA 98188 FROM: Joseph Glaser, P.E. MEMORANDUM Fax: 206.340.2266 www.abkj.com RE: Guidelines for Monitoring of Settlement at Tenant Space 841 Westfield Southcenter Mall, Tukwila /Seattle, Washington Dear Mr. Bums: On November 18, 2010, we provided a set of sketches and calculations for the repair of the pile system for Tenant Space 841 (at gridlines "O" and "40 ") at the Westfield Southcenter Mall. In addition to the remedial measures included in that document, we would like to present a number of measures which we feel are necessary to monitor whether or not there is any further settlement at this location. The method for monitoring the settlement (the measuring devices) shall be of your choosing and /or that of your contracted specialist. Our concern is more directed toward providing a list of items to monitor which we feel could indicate settlement. If any of these issues were to occur this would alert us to the need to revisit the repair of the pile system: 1. Roof Leakage: Further settlement could result in differential movement at the roof. Leakage could the re result of movement causing separation at the roofing materials; 2. Floor Level: Run a baseline for current conditions and monitor if any further settlement occurs anywhere at the floor in the tenant space, especially in the area at or adjacent to the column at gridlines "0" and "40 ". 3. Underside of Pile Cap: Monitor the elevation of the 4 corners at the underside of the pile cap (this would reveal if there were any rotation in the pile cap). 4. Distance from the Bottom of the Pile Cap to the Top of the New Foundation: This would monitor settlement due . to the shortening of the jacks. 5. Top of new Foundation /Footing: Check for settlement here which would indicate instability in the pile below. Also monitor corners to determine if there is any rotation or differential settlement of the foundationffooting. Please feel free to contact us should you have any questions. Thank you, oseph Glaser, P.E. Senior Project Engineer ABKJI --.^:JITSEN • ■IJOr.'NSTAD-!:AtIE • .A.0O3S Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seattle,Washingcon 98104 PWJEct Vaterr#1614) CO 1.441t# suexcr Pit+- thArte tar --110441r 1141"04.1r beg.: Sh,)‘,210 L.ok I 11,1 h I1Fr,tL, At-P M Tel: 206.340.2255 I Fax: 206.340.2266 Pa* www.abkl.corn DATE SHEET# - etmt446„ st„..Ar, 1(3 H- (2 C;.P 170.1,„ 1/11 4111 .12,rr? .i)11,e7p 017 rt:t 1, 00 • Z ABKJ� N G$7.:0 BJO?r• +STAR • :;AWE • JAC03.s Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seatde,Washington 98104 PROJECT v f r v MAtt, iel :206,3 F0.2 ?.SS Fax 206.340.2266 ( www.abkj.com JOB # 10~"fr SUBJECT 171m- orottigiat_t T01-41. ��i)�4•i,g .1. BY .014701 4't..i�r ?77- t -"�.4 •1" r/7 (, DATE !'L..�Z. °r Lb SHEET #P�4-/ ABKJI ANDERSEN • BJORNSTAD • KANIE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seatde.Washington 98 i 04 PROJECT W1 Ort-PAtkA, ityrufit 644 ttv' PAA44/ SUBJECT Tel: 206.340.2255 JOB# 10 -146 Fax:206.340.2266 1 www.abkj.com DATE � .2.5. C' J tv, c Cl� F ( %. . 4- 1-1 4 -. fey A Lt r:n•}, l .Y,,:, t (G 1' tr �IA•� -i��i -ti ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle,Washington 98 104 Tel: 206.340.2255 Fax: 206.340.2266 1 www.abkj.com PROJECT t4)°(11-1147 Se ILI tit, 14/404" JOB # 1,0 ( 2j DATE 1 g.,1$ , St:311.0 T • • • • ;AY SHEFU P/L. k 1...i VC LOAR) A,t - 174 4- ( 0,1 o)17) ty;17 . 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Suite 2500 Seattle•Washington 98104 ftOIECT s rl tEC* fljif: j:- 114v% ;•1- 1`..4-_-34 i /.;f\._ 4 Tel :206.340.2255 $ Fax. 206.340.2266 www.abkj.com }01 L= 1 0 11 4-' DATE 1 S -'E Project Name = Westfield Southcenter Mall Date = Tue Jan 04 11:48:46 PST 2011 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98188 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05000000074505806 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.429 (Ss) 1.0 0.489 (S1) Period Maximum Sa (sec) (g) 0.2 1.473 (Ss) 1.0 0.507 (S1) Period Minimum Sa (sec) (g) 0.2 1.377 (Ss) 1.0 0.470 (S1) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98188 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class B Period Centroid Sa (sec) (g) 0.2 1.429 (SMs, Fa = 1.000) 1.0 0.489 (SM1, Fv = 1.000) Period Maximum Sa (sec) (g) 0.2 1.473 (SMs, Fa = 1.000) 1.0 0.507 (SM1, Fv = 1.000) Period Minimum Sa (sec) (g) 0.2 1.377 (SMs, Fa = 1.000) 1.0 0.470 (SM1, Fv = 1.000) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98188 Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SDI = 2/3 x SM1 Site Class B Period Centroid Sa (sec) (g) 0.2 0.953 (SDs) 1.0 0.326 (SD1) Period Maximum Sa • (sec) (g) 0.2 0.982 (SDs) 1.0 0.338 (SD1) Period Minimum Sa (sec) (g) 0.2 0.918 (SDs) 1.0 .0.313 (SD1) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98188 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class B Period Centroid Sa (sec) (g) 0.2 1.429 (SMs, Fa = 1.000) 1.0 0.489 (SM1, Fv = 1.000) Period Maximum Sa (sec) (g) 0.2 1.473 (SMs, Fa = 1.000) .0 v.uu towi i, ry - i.uuu) Period Minimum Sa (sec) (g) 0.2 1.377 (SMs, Fa = 1.000) 1.0 0.470 (SM1, Fv = 1.000) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98188 Spectral Response Accelerations SDs and SD1 SDs = 2 /3xSMs and SD1 = 2 /3xSM1 Site Class B Period Centroid Sa (sec) (g) 0.2 0.953 (SDs) 1.0 0.326 (SDI) Period Maximum Sa (sec) (g) 0.2 0.982 (SDs) 1.0 0.338 (SD1) Period Minimum Sa (sec) (g) 0.2 0.918 (SDs) 1.0 0.313 (SDI) 5k .Y 1 0 .X 1 -13 13 Loads: LC 1, seismic Results for LC 1, seismic Member Bending Moments (k-ft) Reaction units are k and k-ft ._........ _ . _ AKB Engineers Joseph Glaser January 4, 201.1 '11:57AM ' untilled.e2d 0.2 Company : AKB Engineers Designer : Joseph Glaser Job Number : January 4, 2011 11:57 AM Checked By: Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress . (ks_i) - , (5f1) - Ratio _ (per 10115 Fl aft c/^3) (ksi) . ; . STL ?9000 . . [ _._ .11154 ! .3 _ ..5__. . __i_ .49 ; 36 Joint Coordinates Joint Label X Coordinate tft) Ni 0 N2 3 Boliin/da Conditions 1 Y Coordinate Joint Temperature _ (ft) . _(F) , 0 I. 0 I 6 1 b. — - -- -- -i Joint Label X Translation Y Translation Rotation (k/in) , (klin) ' Reaction 1 1 i - - NI , (k-ft/fad) 1 _ N2 i Reaction E---Reaction r 1 Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label 1 Joint J Joint Rotate Section Set Memb 1-End J-End I-End J-End Code Length _ (degrees) Set . TOM AVM, _AVM (in) (in) - N1 ! 14f- _I HSS3X3)5 • STL I Y •• 6;708 • Sections Section Database Material Area SA SA I (90,270) I (0,180) TIC . . __Label_ .... . Shape . . Label _ (in)"2 . ___(,.180).190,27.0.). . . .(in'4).. ___ _ (ini3/41). Only, .__ SEC1 SEC2 1 - I STL i STL 1 i 1 1 1 1.2 i 1.2 1 1 1 1.2 1 1.2 1 1 L 1 ' 1 1 SEC3 : 1, STL r- 1 1 1.2 I 1.2 1 1 ; 1 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals _ Description Code Description. __ X Y Joint Point Direct Dist - seis ; None—r seis Load Combinations Num _Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC_. Factor i • • seismic 11! I 1 ' 1 L 1 Joint Loads/Enforced Displacements, Cafeaory : None, BLC seis Joint Label [L]oad,[M]ass,or, Direction Magnitude [Misplacement (1, k-ft, rad. k's"2/ft) L N1 L_ 6.5 Reactions, By Combination LC Joint Label X Force Y Force Moment _ _ (K _.____. M.__ ._ -- . (IS40 .._.. i _._I ..-.- — —NT!'" 0 13 1 0 1 1 N2 : -6.5 -13 1 0 ______ -6.5 1 Totals: COG (ft): NC 0 NC RISA-2D Version 5.5 [c:\RISA1untitied.r2dj Page 1 Company : AKB Engineers Designer : Joseph Glaser Job Number : -11.- January 4, 2011 11:57 AM Checked By: Member Section Forces, By Combination LC Member Label Section Axial Shear Moment • . .. . (k) . (lc) (IS-ft) _ - ; - 1 . i . M1 1 1 : 14.534 0 I 0 , I ; I I. __2, ..;... 14.534 _ ! _ . O. _ _ I i 3 [ 14.534 0 0 L. j I 4 I 14.534 1 0 j 0 ! I _ 5 i 14.534 ; 0 I 0 Member Stresses. By-Combination LC Member Label Section Axial Shear Bending top Bending bot lksi), AO) 0 _ _ (. ! 1 ; M1 ! 1 - 1 4.957 [ 0 [ 0 - _ _ 0 j , 2 I 4.957 I 0 1 0 ; 0 ! 1- I 1 3 [ 4.957 ! 0 I 0 0 ! ; 4 [ 4.957 _1 0 4.957 1 0 0 Member Deflections, By Combination LC Member Label Section x-Translation y-Translation (n) Uy Ratio l: 1 M1 1 i .014 -.028 — Nd I- 2 I .01 I.1 -.021 .NC i 3 ' .007 ; -.014 I NC , I 4 .003 . -.007 I_ NC 5 _ 0 _ . __O _____[_. NC Member AISC ASD 9th Code Checks. By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. ; .310 0 1_ .00C ; 0 K1-1 Message 1 RISA-2D Version 5.5 [cARISA\untitled.r2d] Page 2 ABKJI A ∎40 RSE : • 11.'01 S:'AD • rGAi.`E • Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 PROTECT TeI :206.340.2255 Fax: 206.340.2266 i www.abki.com is =1 '14` oATE St.ijECi C (1 ih1 t ' iG �i <ll ai I C; ft � 'f .i SHEET ?V_ 1 i„ V r ro�r 14ft,i7 it AP i N Lf„, �Gr't- t3G1;4 !3.' www.hlttl. us Company: ABKJ Specifier: Joseph Glaser Address: 800 5th Avenue, Suite 2500 Seattle, WA Phone I Fax: 206.838.3263 I - E -Mail: Page: Project: Sub- Project I Pos. No.: Date: PROFIS Anchor 2,1.1 Westfield Southcenter 1/4/2011 Specifiers comments: Brace Base Plate Input data Anchor type and diameter. Hex Head ASTM F 1554 GR. 55, 3/4 Effective embedment depth: h = 4.724 in. Material: ASTM F 1554 Proof: design method ACI 318 / CIP Stand -off installation: without damping (anchor); restraint level (anchor plate): 2.0; e, = 1.000 in.; t = 0.500 in. Hilti Grout: CB -G EG, epoxy, f = 13924 psi x ly x t = 12.000 x 12.000 x 0.500 in. (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 3.000 in. x 3.000 in. x 0.375 in. untracked concrete , 3000, fe = 3000 psi; h = 18.000 in. tension: condition A, shear: condition A; edge reinforcement: > No. 4 bar with stirrups Anchor plate: Profile Base material: Reinforcement: Geometry [in.] • Proof I Utilization (Governing Cases) Loading (Ib, In. -114 Governing loads Ifl! =930013 1111 31 U, =:$5U0 `Ail =D.DOD lszr titio illira)] ilex =3ID3161) `x% =313 ;, =3)31111) If) 3)33111➢ Design values [lb] Utilization [%] Loading Proof Load Capacity [3„ /[S„ Status Tension Concrete Breakout Strength 13000 23173 56 / - OK Shear Steel failure (with lever arm) 1625 2466 - / 66 OK Loading Dw Rv Utilization pa„[ %] Status Combined tension and shear 0.561 0.659 5/3 88 OK loads Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for agreement with the mdsting conditions and for plausibility! PROMS Anchor ( c ) 2003 -2009 HBO AG, FL -9494 Schaan 1-11t1 is a registered Trademark of 1-111ti AG, Schoen ABKJI ANDERSi:iJ • i'.JC ^t.'S;t D • •:A.: • JACOB Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seattle. Washington 96104 Tel:' 206.340.2255 pRQJECT Fax: 206.340.2266 TDAft www•abtc4.corn 3Y S1-iEETl1 T AVM1..G= ABKJI _s. T. a »m« Consulting CvinS <U+ Engineers 800 m+ Avenue. !So SeaetteWashingcon 98104 wo c T, :20 34 t # ..j R «2 340266 | __wb.m |% t DAR G » J/ 1c.. BY wm ¥E # $`!U » ( Q+ H [ e. . . . ! /1 Li g« l � q§ ate 7 Pt, & www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: ABKJ Joseph Glaser 800 5th Avenue, Suite 2500 Seattle, WA 206.838.3263 1 - Page: Project: Sub - Project I Pos. No.: Date: VP- -(1 PROFIS Anchor 2.1.1 1 Westfield Southcenier 1/4/2011 Specifler's comments: Brace Base Plate at top 1. Input data Anchor$fpe and diameter. Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Installation: Reinforcement: Geometer [in.] HIT -RE 600 -S0 + HAS B7, 314 h,,�, = 3.440 in. (h.,,„„ = 10.250 in.) ASTM A 193 Grade B7 ESR 2322 . 4/1/2010 I - design method ACI 318 / AC308 without clamping (anchor); restraint level (anchor plate): 2.0; e, = 1.000 in.; t = 0.500 in. Hilti Grout: CB -G EG, epoxy, f ee = 13924 psi I. x 1, x t = 12.000 x 12.000 x 0.500 in. (Recommended plate thickness: not calculated) Square HSS (AISC); (L x Wx T) = 3.000 in. x 3.000 in. x 0.375 in. uncracked concrete , 3000, f,' = 3000 psi; h = 12.000 in., Temp. shorillong: 32/32 °F hammer drilled hole, installation condition: dry tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Loading (lb, in.-lb] Governing loads ral =MBE =SEEM '"�tY= 33iJJ� lt, =31) iia),s1329D t= 0.500,1 e„=1.000 • h„= 3.440_ Goveming loads (Load case 1) N Vr M. M, M, 13000 30 6500 0.000 0.000 0.000 Eccentricity (structural section) (in.] e, = 0.000; ey = 0.000 Seismic loads (categories C, D, E. or F): no x h = 12.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 HiIU AG, FL -9494 Schaan Hilti 13 a registered Trademark of HIM AG, Schaan www.hIIti.us Company: ABKJ Specifier: Joseph Glaser Address: 800 5th Avenue, Suite 2500 Seattle, WA Phone I Fax: 206.838.3263 [ - E -Mail: --t/ PROFIS PROFIS Anchor 2.1.1 Page: 2 Project: Westfield Southcenter Sub - Project 1 Pos. No.: Date: 1/4/2011 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3251 1625 7 1625 2 3251 1625 7 1625 3 3251 1625 7 1625 4 3251 1625 7 1625 max. concrete compressive strain [%a]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000!0.000) [Ib]: 13001 resulting compression force in (x/y) =(0f0) [Ib]: 0 3. Tension load Proof Load N,,, [Ib] Capacity ON, [lb] Steel Strength* 3250 31357 Bond Strength** 13000 33852 Concrete Breakout Strength** 13000 18278 • anchor having the highest loading "anchor group (anchors in tension) Steel Strength N„ [Ib) 0 4,N.. [Ib] N. [lb] 41810 0.750 31357 3250 3 on Utilization p„ [%]. N„ /¢N. 10 38 71 Status OK OK OK Bond Strength AN, [Ilia A „.o Oil s.. „, [In.] ca „, [In.] c [in.] c.. [in.] h„ [in.] 289.00 81.00 9.000 4.500 96.000 4.500 3.000 k.•• . T..m two [Psi] ;iv Tx.... [psi] T ; max wa [psi] Wa„.o 1119 24 2065 1.00 2065 966 1.000 1.000 e.,.„ [in.] et21 [In.] 0.000 1.000 0.000 1.000 1.000 1.000 N„ [Ib] it �N„ [Ib] N. [Ib] 14597 0.650 33852 13000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hill AG, FL -9494 Schrum Hill Is o registered Trademark of Hill AG, Schoen www.hilti.us Company: ABKJ Page: Specifier: Joseph Glaser Project: Address: 800 5th Avenue, Suite 2500 Seattle, WA Sub - Project 1 Pos. No.: Phone I Fax: 206.838.3263 [ - Date: E -Mail: PROFIS Anchor 2.1.1 3 Westfield Southcenter 1/4/2011 Concrete Breakout Strength [itPl AN. (irt'l c [in.] cK [in.] h„ [in.] 289.00 81.00 96.000 4.500 3.000 e„„ [in.] e„„ [in.] 0.000 N, [Ib] 1.000 4 0.000 1.000 4)N, [Ib] N,_ [Ib] 6831 0.750 18278 13000 WyA 1.000 1.000 24.000 Input data and results mud be checked far agreement with the existing conditione and for plausibility, PROFIS Anchor ( c ) 2003-2009 KW AG, FL -8494 Schaan HUU is a registered Trademark of Hilt( AG, Schaan Ph- -Zo www.hiiti.us PROMS Anchor 2.1.1 Company: ABKJ Specifier: Joseph Glaser Address: 800 5th Avenue, Suite 2500 Seattle, WA Phone I Fax: 206.838.32631- E-Mail: Page: 4 Project: Westfield Southcenter Sub - Project I Pos. No.: Date: 1/4!2011 4. Shear load Proof Load V„ [Ib] Steel Strength* 1625 Steel failure (with lever arm)' 1625 Pryout Strength" 6500 Concrete edge failure in direction 6500 x • anchor having the highest loading "anchor group (relevant anchors) Capacity 4V, [Ib] Utilization p„ [%] = V. !4,V, Status 13044 12 OK 2934 55 OK 34119 19 OK 203083 3 OK Steel Strength V„ [Ib] 4V„ [Ib] V. [Ib] 25085 0.650 0.800 • 13044 1625 Steel failure (with lever arm) I, [in.] a„ 1.625 2.00 NA N. 1 - NA N. M: [in. lb] M, =M° (1 - NAN.) [in.-lb] 0.104 0.896 4093.081 3667.401 V:= a." M. / I [Ib] 0 0V: [lb] V. [Ib] 4513 0.650 2934 1625 Pgrout Strength (Concrete Breakout Strength controls) A. [ir 1 A„ [irtl] c [in.] 289.00 81.00 96.000 2.000 e.,v [in.] W act e e.:v [in.] tlj.cx.x Wan gran 0.000 1.000 0.000 1.000 1.000 1.000 24.000 N. [Ib] (Ib] V [Ib] 6831 0.700 34119 6500 Concrete edge failure In direction x- i, [In.] d, (in.] c, [in.] A,. [ir?] A„ [IN 3.440 0.750 96.000 3014.74 41472.00 W.av 0.907 V. [Ib] tic e.. [in.] Wnv 2.000 0.000 1.000 1.400 0V„o [Ib] V [Ib] 423539 0.750 203083 6500 3.464 Input data and results must be chocked for agreement with Om existing conditions and tB, plauaibdityl PROEM Anchor ( c) 2003 -2009 HilO AG, FL -9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan www.hiitl.us Company: ABKJ Specifier: Joseph Glaser Address: 800 5th Avenue, Suite 2500 Seattle, WA Phone I Fax: 206.838.32631- E-Mail: Pr. -a1 PROFIS Anchor 2.1.1 Page: 5 Project Westfield Southcenter Sub - Protect I Pos. No.: Date: 1/4/2011 5. Combined tension and shear Toads RN = N, /4N, R = VII V { Utilization YN.V (%1 Status 0.711 0.554 5/3 RNV = RN + RV <= 1 94 OK 6. Warnings - Condition A applies when supplementary reinforcement is used. The* factor is increased for non -steel Design Strengths except Putout Strength and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). - ACI 318 does not specificalJ address anchor bending when a stand -off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand -off exists and includes the results as a shear Design Strength! - Design Strengths of adhesive anchor rig/stems are influenced tt the cleaning method. Refer to the INSTRUCTIONS FOR USE given In the Evaluation Service Report for cleaning and installation instructions - The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e.g. section 4.1.1 of the ICC -ESR 2322) for details. - Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! - The anchor plate is assumed to be sufficiently stiff In order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility/ PROFIS Anchor (c ) 2003 -2009 Hiti AG, FL -9494 Schaan Hilli is a registered Trademark or Hiti A0, Schaan www.hlitl.us Company: Specifier: Address: Phone I Fax: E -Mail: ?rz -VI/ ABKJ Joseph Glaser 800 5th Avenue, Suite 2500 Seattle, WA 206.838.3263 J - Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.1 6 Westfield Southcenter 1/4/2011 7. Installation data Anchor plate, steel: - Profile: Square HSS (AISC), 3.000 in. x 3.000 in. x 0.375 in. Hole diameter in the fixture: d, = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Coordinates Anchor pn.j Anchor x y► 1 - 4.000 -4.000 2 4.000 -4.000 3 -4.000 4.000 4 4.000 4.000 Anchor type and diameter: HIT -RE 500 -SD + HAS B7, 3/4 Installation torque: 1200.000 in.-lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 3.440 in. Minimum thickness of the base material: 5.190 in. y C. c„ ca, B, 96.000 - 99.228 - 104.000 99228 96.000 107.228 104.000 107228 Input data and results must ba checked for agreement with the existing ccnditions and for ptaustbirity! PROFIS Anchor ( c) 2003 -2009 Mlti AG, FL -9494 Schoen Hilti is a registered Trademark of Hilti AG, Schaan FUTURE MARKET FUTURRETAIL A tL rofonla • SS VA. M. 1:=1 Lir t;• .10 v7,7T • 4i U n12 r JIL Fr.er, -7,r:7:L71-r gm I, C416-Al? .ilia.. Z 0 a 3 o. E !eal 1 '1 OA. *a 2 , 0 1 77-17"'F'17-76-, a - 'et-4 ) 4 gl- ee R-- 0 7 ..._, • :,....... ecwamemaa....f t3 iv Crl 11' • si L L • I _;'/s 113£to-•• st, ABKJ■ A.:OERSOt • 4;0i'=S[A0 • tiAtiE • Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seactic.Washington 98104 t Tel: 206.340.2255 PROJECT W ►t'Fl 1-h So -Urn. KW, wg # 10 —(W TRECT hi; irk- 1 ". 0Y fr —i 1 Fax: 206.340.2266 I www.abkj.corr DATE ri ,l Sf HEE N ABKJI ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seattle,Washington 98104 -PROJECT SUBJECT to 60 M 1J et:4 #• 14,54 -n mid Tel: 206.340.2255 JOB 10 -i`4." St 4n+a.1411.4r -, Fax 206.340.2266 I www.abkj.com !?ATE 11,b' . lo "314 t !'.aic. /'!_t i-I HEETti - k .. f ABKJ� A.4 DEPSEN • BJORNSTAO • t:i WE • J/,COBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 PROJECT W%T'if 1.15 tWAn -v M h.- SUBJECT t':,`•■- I y1. /„f} . z Tel: 206.340.2255 Fax: 206.340.2266 www.abkj.cam JOB 0 - ! '` .' DATE 1 lC i3 BY : I '. 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Tel: 206.340.2255 Fax: 206.340.2266 ` www.abkj.com Joa a n • 11 DATE 11 6,10 BY .142-et SHEET# S4, le" — %r' ABKJI ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seatde,Washington 98104 PROJECT SUBJECT Tel: 206.340.2255 1 Fax: 206.340.2266 www.abkj.com W4111 l5►'Vb of L ly„r ,Os# �a""�9 L)ATE 11, j „AIL BY SHEET# f lrw.� " +7 tat ea C.lett ABKJ ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 PROJECT SUBJECT Ex 4 j -b 13u.1 LP 1144 12.M -P it.. 1)1L, 57714 4,i 1.1E-rs t r.j b� Tel: 206.340.2255 JOB# (O -l� BY (2 Fax: 206.340.2266 www.abkj.com DATE t I . (c i(:5 SI -IEETa J 1. LL- — If4,)1 e, b.-0.* Cl 19 x ( 6r() ..ti% t bj7' • W J 14, b e_3‘,rJ----N. VA v./A .1( v '�� --1 ro i4vr :ski SF v.�.U� •z ABKJ ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 PROJECT W r-tar. 7 17U.til.b.1 2'I ttenally �1Y Tel: 206.340.2255 JOB# 1+o-114- Fax: 206.340.2266 DATE BY SHEET# 4o) t (0 �I 3.w Pb, e4p0u 4' Lfiq - 1!1, 1,1,E 0544.110. 14911-47, J.I 10 -b• (1 Ev ce4r lz"ti4rit.14. Jkafp r.-V ∎j'� www.abkj.com a # 1 .. , n �;�-- 3o*4•o s3 -p 317 ti 5 • --r Sibiu ? U-11Pte- 5,&t. ui{7 E4 UP)5r) 1511- 10fa p{ W1. r,s.424114,5fUt I upal4kn ABKJ ANDERSEN • BJORNS AD • KANE • JACOBS Consulting Civil and Structural Engineers B00 Fifth Avenue, Suite 2500 Seattle,Washington 98104 PROJECT SUBJECT l,) r1 tt.,I tAV j4- t tY Tel: 206.340.2255 Fax: 206.340.2266 1 www.abkj.com JOB 10.194- DATE I j0 t� BY 4-174 SHEET# u° 615. 1 - r' - --4 __4-- 4 • 1 1 L 4_ • + -- t ABKJI ANDERSEN • BJORNSTAD • KANE •JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue. 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I I : ; • I . ; 1 i ■ , 1 i • 11 i i ; ! •. • Y-C.. eY.; 7..J. i; - t•-• ,, -_, .......__ . ! : ; I i ; . 1 ; - , ; I • !---; • (411_, 4. lt • • • I ; ---I - I I I --- 41 • 4 , 1: I ; ABKJIII ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle,Washington 98104 PROJECT iJ J -ji_ 1, I, SLAECT Tel: 206.340.2255 JOB # Fax: 206.340.2266 y www.abk(.com DATE SHEET/' A'BKJ ANDERSEN • BJORNSTAD• KANE •JACOBS Consulting Civic and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 PROJECT SUBJECT Tel: 206.340.2255 WO4AT M- Pl 't R4-1.11l11J -u 1;461 iiiiiiiiiiuii' JOB # BY 1 Fax: 206.340.2266 l www.abkj.com DATE SHEETS Ssk IV r11riu1riui ii iiiiii 1uuini IIiiiuL.a.iiIIiIiinuiIIIIII RIMENIERINI1111111111111111111=1 ....WAINE Or ta mum 1111;M1111111� 1 11111r/111111/" ■ ■...■��� 11.`^1 J muirmsesimaionanici imearmirmatim limummimmimmourtaminow naimmm imiummt• 11=11111 d ■ immum 1111111111111 Ifl1II i 411E MIL liU ■����� a ■111111 11111o► ►�11I E UIU IFIRMINESIMIOWILUILMIZZEMVEIMMEMOMIll 1111611111111111101111M11111111111111111111111111111111MFEMNIM rArreeetrimummummummismiewmanim 11311111111111111111011111111111111111M111111111111111MIMINE1 samerantiamommirrar4mrsoltwitorm. 611111M1.E ELSEENRINEirm •u1Mins111i MEI 1111111111111111111111111111111 ABKJ ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle,Washington 98104 PROJECT SUBJECT • i Tel: 206.340.2255 JOB # Fax: 206.340.2266 DATE " www.abkj.com BY SHEEN ' I ' ' : , I . 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' ±-7.--T--- -- , _ . . _ _ . - • 1 ABKJ ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle.Washington 98104 I Tel: 206.340.2255 PROJECT SUBJECT -'t 111,.74., tZ - JOB ft BY J -f Fax: 206.340.2266 www.abkj.com DATF LJ, 0 Jfl SHEET e... 1:. 14, • A `.- M" 1■ c■..f Evan r i ''-t 11fIAA - 04 w j' ail � /y ,►Y 16014- _170 -G u r,Au .J (, f p -- 111. �S1 h>✓ Mc 1" r547-• % l� (41?ors� t EiuFE ti.(G (j ai= :Q,c4A,tat4 (4) re' 114 I / . G ' CI le I . (.( .. . • 1 4 �jl flf ?M. k- ' 115 Frt... Pu..t..lI4k1p,- 1uFct4Dtk► 7 • ABKJ ANDERSEN • BJORNSIAD• KANE •JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seattle.Washington 98104 PROJECT SUBJECT PI k rz- 1�.- -Q A-t f L Tel: 206.340.2255 ( Fax: 206.340.2266 JOB -19�' BY 4174 www.abkj.com DATE ► I f a ( `� SHEETS �' • I3' 1 icr - (■ pi Lt. 4A.r x3 -0Y j (r i4 14 tar tCNDPP 1>✓E' L F 1t or). rIYo. 601, , Sl t. N s1 %j r11l 4. kg'- EAT-, 9 ' .f 12)A 0 4 ABKJ ANDERSEN • BJORN$TAD• KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle,Washington 98104 PROJECT SUBJECT 1 • 1,x.1 11 l L- ? 1 -741 r - _ Tel: 206.340.2255 108 ti (`-14 Fax: 206.340.2266 1 www.abkj.com 1E (1 •!c?•i^ BY SNEET:1 �/_ .. 4-- V C4. f ifiil;; t' i • '$d"k.. L. 1 s .•..l PP . I • t .. • • • ti,na,,..a_._ 7- . s I- t ABKJII ANDERSEN • BJORNSTAD• KANE •JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seattle,VVashington 98104 PROJECT (nJ��►a. Tel: 206.340.2255 JOB # l 0 .. frcee Fax: 206,340.2266 I www.ablj.com D A T E (0,10 b SHEET# 4•44.- - ��- ABKJ ANDERSEN • BJORNS AD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seattle,Washington 98104 PROJECT SUBJECT t J NOOK - 2D/30 Downloads Tel: 206.340.2255 JOB# 10,—t141` IY Fax: 206.340.2266 DATE SHEET' www.abkj.com tt■ lk• lc"- 55(s -Ik Nook Industries °Catalog »-..Warn Gear Scrow Jack Svstemk » loch Machine Screw Jack» ; SJ » 30 -MSJ -U Sizing Options Gear Ratio: 32 t0 1) First Shaft Ogden: Standard Shaft Extension l Second Shaft Option: Standard Shaft Extension al Screw Configuration: Top Plato .1 Bellows Hero Option: rNono Travel tint: 124 3D Model Browser View Size: Qsmall 0 medium 0 largo Gonorato' --a r Follow Nook on Facebook REFERENCE 30•MSJ -U 32:1 /SSE- SSE- 2/FP /24 /S NUMBER: I glat imumitunal . '.lt ._ 111.4.451.4 .177'kc... ; 0vu{.l .l 1 441v '. _ J£ .r:/ . NUOI INDUSTRIES, INC. - M ISO 9001:2008 Roorstorad Company 4850 East 401 Straal I Ctavelend. Otto 44125, prose: (219) 271.7900 or (8001221.7800 I far (218)271.7020 ABKJI ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle,Washington 98104 . PROJECT SUBJECT W t%41 �I 4;0 . GL 1 tv M t,t, P7114- fr. 4.1 [L- Tel: 206.340.2255 I Fax: 206.340.2266 www.ablcj.com Jos # to- 114 - BY '1 eok DATE ly.Iq.10 SHEET# 554 - 17 PIK SIP: A4M114111 p:7= SW, tom t 'i5s4 )g 4r11,,,;.-r. {.- -. -.- :�= ar_._:�- ac��tls�oH. • • _ _ - - -' %r` - ore:4- Cad 144 1_ { Ii- D i 1414__1 tit Y.1 u4k. _1a,A (19. c y • 1�3G• : 9 ?.�, =Soo � _1 ABKJI ANDERSEN • BJORNSTAD • KANE •JACOBS Consulting Civil and Structural Engineers 800 Filch Avenue, Suite 2500 Seatde.Washington 98104 PROJECT SUBJECT Fr�r-I;442 50 4' r2- MAK.., PHI - j :.17M tee Tel: 206.340.2255 ( Fa,c106.340.2266 ( www.abkj.com JOB # lo— let 4- BY .41 DATE I1.I al- .10 SHEET# • 511.. - 1191 T -i p -. 1417 ! cr L 1_. - 4 • • • � j I 1 I. i r F 7 -1 _ ..1.. .._ ABKJI ANDERSEN •, BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 1300 Fifth Avenue, Suite 2500 Seatde,Washfngton 98104 PROJECT SUBJECT . J - fi - Flt_ I_l) SC !NItx 11 Tel: 206.340.225S JOB # BY �jlrlhcr.► �k. Fax 206.340.2266 www.ablcj.com DATE 1/$14 O SHEEN ar i sae, t -- r i; J. —, •J i t 1 , i 6611 - - `I I • -:- 51.11:-! L 1 ? r 4 r -T —I -- 1 1 I.. I i • -• i t— r -- �— i - - -1- I I I S _ . ABKJI ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seattle, Washington 98104 PROJECT W v t -P1 r-a1) 1.4> 4,11 II } 1 h 1,4✓ Tel: 206.340.2255 I Fax: 206.340.2266 JOB# lo- 114- SUBJECT BY wwwabkj.com CATE 17 1A.M SHEET# %j14- - 20 .11 Vi1.1 - Imo` 1 na • ABKJII ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2300 Seatde, Washington 98104 PROJECT SUBJECT LJ':ti fi li.i 6' (to/ 11. 1.4J.i' 1.4 . j.,..t- t4 l t7•-�' Tel: 206.340.2255 J Fax 206.340.2266 I www.ablcl.conm loss/ (p_ (14-- BY j Wei DATE 12-, IA SHEET# 16,-?617--1Z ' f .. i1 -Qr SY. . 'l-p t • 1 1 i (- • i : _ .. — — L - j r +6t H 13 t i . Ll ,w� 0.0.1 - -1,,, i i ; ---.--I- I G WV h•�T4 a i : _ _ �` p ?-1. ` 't]'" �!? 1 i 1 I I _ _ a.. I f 1 I j° -i--1 i L_._t10- -- _... - -.. - - -- `- i -` - }•!ni- x'1,)1 - ' .. i ._ - I 1 — I t ■ I i - .1 1 tom i �. - 420 - -: I I i 1 '- 1 I ' i ' 1 t � 1 + i i - -f _ 1 . _.i._ ;- 1 , i F 1 —1 { 1-_._�'.._;C©.Hi^� `411.1. '►r '..A -1 - — - -- f i ABKJ� ANOFRSFN • BIORNSUD • iCANE •JACOB. Consulting Civil and Structural Engineers 800 Fifth Avenue. Suite 2500 Seatde.Washington 98104 Tel: 206.340.2255 1 Fax: 206.340.2266 PROJECT 106ST� p 410 GH1'D- MAW SOB# tott— 141 SUBJECT •tio BY www.abkj.com DAR Id2 tl SHEET# SSti. - t°d- ,-rix 5ere, it's 1.1 sH WW1 Fi g4.1 p y su.QF SSA- nt- t4. AT swm ?,.A fi 5 ;,-41smix t4ti: Rut Braes affe engtoomed tar , „, and easy geopile mtstmwoo and CEB he easily caosafiad to Load Capacity 113KIP: 71 KN J 7,258 kg 25K1P: 111 KN I 11,340 kg Efficient The light weight means one man can handle. assemble and disassemble and that provides a more streamlined operation and lass downdme. Versatile Post shores convert to frames and back with demountable ledgers. That reduces your Inventory even more. Each post is equipped on all four sides with a full-length vertical T-bolt slot that accepts bolts with three different heads. This feature alone will save you frustration, along with time and money. Any Configuration All your components can now be fastened In all four directions anywhere along the length of the post using any standard W bolt. Almost any configuration - including sloped =faces - can be accommodated so your staff can get on with their work no matter what surprise comes up. Economical HI-Lite aluminum post shores handle quickly and easily. They are reusable, and need minimal maintenance. It ad adds up to reduced materials cost, lower labour expense and a job done an schedule. The customer Is happy and so are you. to request . . aristka tion u Ater LUuniinum -Systed Product Highlights Engineered for quick and easy handling. 50% of the weight of comparable steel capacity shores. Minimal maintenance required 4 Vertical T bolt slots run the fuJ length of the post shore. Post Shores convert to frames by adding demountable ledgers. 1 Carry Handle Carrying Handles complement the pos. ost shores by providing workers a tool that simplifies the handling of the post shores and/or beams. Just put the T bolt into the slot and turn it 2 Plate Connecting Pin The Post Shore Plate Connecting Pin is longer to provide a handle to raise the extension tubes when used for the centre supports In a fly form truss at the bottom. 3 Screw Jack Retaining Clip Screw Jack Retaining Clips secure the screw Jack into the frame leg or post shore, while still allowing the handle to turn. Bolted on with lir x 1° bolt 4 Quick Release Pin Quick Release Pins are used on swivel and fixed screw jacks and base plates. One soUd hit on the taper pin releases the bad so the handle can be tumed freely. This feature eliminates damage and worker risk associated with traditional hammering of screw jack nuts to loosen the load. IFcr insure demos vier agar - Contact us for engineering data including maximum Loads for strength to weight ratios, load capacities, quality control specifications and other technical data. Welcome to EDC Online Page 1 of 1 Welcome o Site Copyright02001 -2004 Engineered Devlcen Corporation http :/ /www.edconline.com/index.htm 12/28/2010 Adjustable Steel Post Shores Page 1 of 2 Easy to handle. Quickly erected. No tools required. Safer than wood. Compact design for economical shipping and storage. Adjustable Steel Shores provide an efficient and economical method of shoring. They are also very valuable for a wide variety of other applications in general building construction,repair and maintenance work. • NO LOOSE PARTS • LONG LASTING STEEL CONSTRUCTION • WEATHERPROOF • ROT PROOF • FIREPROOF • SELF - CLEANING COLLARS • HIGH -LOAD CAPACITY AT ALL HEIGHTS • HIGH SAFETY FACTOR • INFINITE HEIGHT ADJUSTMENT • HEAD AND BASE PLATES DRILLED FOR NAILING CAPACITIES AT SAFE LOADS — FACTOR OF SAFETY 23 TO 1 Size (Weight II Closed II http:// www.edconline.com/postshor.html Open Capacity it 12/28/2010 Adjustable Steel Post Shores Page 2 of 2 • t I ,.: { �,�;€ its �. :�' +�= �'t .4. 44.7.M IA.44; , ���. t`.,. r ,tviiC;?'yts� {•?l�'�i.1i1tY�;�f ' ►' O"' ZIA •ikl� {+ iltf0 3��F PaY4;:'44r�°440'% http:// www.edconline.com/postshor.html 12/28/2010 ABKJt ANDERSEN • BJORNSTAD • KANE • JACOBS Consulting Civil and Structural Engineers 800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 I Tel: 206.340.2255 I Fax: 206.340.2266 I www.abkj.com MEMORANDUM DATE: December 10, 2010 TO: Mr. Patrick Burns Operations and Risk Manager Westfield Shoppingtown Southcenter 633 Southcenter Seattle, WA 98188 FROM: Joseph Glaser, P.E. RE: Structural Stability and Soundness of Tenant Space 841 Westfield Southcenter Mall, Tukwila/Seattle, Washington Dear Mr. Bums: On November 4, 2010, we provided a letter which outlined the remedial measures which we recommended for the premises located in Tenant Space 841, Westfield Southcenter Mall, Tukwila /Seattle, King County, Washington. In this letter we communicated that we have found there to be. three components to this remediation: 1) strengthening of the roof structure, 2) leveling of the floor slab, and 3) strengthening of the pile /foundation system. On November 16, 2010, we visited the above mentioned space to review the completed construction of the first two components (as listed above) of this remediation. We have found that these remediation efforts have been successfully completed. As such, we feel that the floor and roof system of this space is now, to the best of our knowledge, stable and adequate for its intended use, including construction activities. Please feel free to contact us should you have any questions. Thank you, Joseph Glaser, P.E. Senior Project Engineer 1£XPIRES 4/7/ it crry OF TUKWMIA DEC 11 6. all Er' CENTER IERMiTC00RDCOPYSI PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -320 PROJECT NAME: WESTFIELD MALL SITE ADDRESS: 2800 SOUTHCENTER MALL DATE: 01/21/11 Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 BEFORE Permit Issued DEPARTMENTS: Building Division Public Works 11 Fire Prevention Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 71 Comments: Incomplete DUE DATE: 01/25/11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route REVIEWER'S IN TIALS: Structural Review Required No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/22/11 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documentshouting slip.doc 2 -28 -02 • PERMITCOORflCOPY. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -320 DATE: 11/29/10 PROJECT NAME: WESTFIELD MALL SITE ADDRESS: 2800 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued EPARTM TS^ IIo ui ding ivisi on � Iic Wo'fks - 1 Fire Prevention Structural Planning Division nPermit Coordinator ❑ 1.-I DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n Complete Comments: DUE DATE: 11/30/10 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required n DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/28/10 Approved ❑ Approved with Conditions tX1 Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 PROJECT NAME: WP'Vf SITE ADDRESS: PERMIT NO: � D l0- �Za ORIGINAL ISSUE DATE: 14 k REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS STAFF INITIALS ISSUED DATE STAFF INI'I',�ALS O t l %-4 1 Summary of Revision: Received by: Summary of Revision: Min di, A 0 a i L. i‘ _ . ,' 0 0 / km .4 Received by: Ma(y} --4 1-11L-L4 A D-t) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) r City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 40"--1 (( 2G ( Plan Check/Permit Number: t 1 c7 ^ Response to Incomplete Letter # Response to orrecti n etter # Revision # t is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: W .11 [. Lip SOU t u C-11 E jL ?::)ES'( 130"? MO6 c9 COLO M r Project Address: Z €' M L_ Contact Person: Y\I AYZit_ Phone Number: 20(0 �1 18 ( '8°} LS Summary of Revision: VlQ I F DE 01— 51-Ar SU %' flET1�1t.._S CEO � M LIAN 21 2011 PERMIT CENTEt+ Sheet Number(s): "Cloud" or highlight all areas of revision ir%luding date of revision Received at the City of Tukwila Permit Center by: , v Entered in Permits Plus on bl`�` H:\Applications\Fomu- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 Contractors or Tradespeople Priter Friendly Page • 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. Business and Licensing Information Name B N BUILDERS INC. UBI No. 602056687 Phone 2063823443 Status Active Address 2601 4Th Ave Ste 350 License No. BNBUII *990K3 Suite /Apt. License Type Construction Contractor City Seattle Effective Date 5/23/2001 State WA Expiration Date 9/12/2011 Zip 98121 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company ther Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status WESTESL913K1 WESTERN STATES LOGISTIX LLC Construction Contractor General Unused 5/8/2009 5/8/2011 Active BASTINB0000J BASTIAN NIELSEN BUILDERS INC Construction Contractor General Unused 9/11/2000 9/7/2001 Archived PURODSI984JN PURODI SYSTEMS INC Construction Contractor Plumbing Unused 6/19/2002 7/2/2010 Expired Business Owner Information Name Role Effective Date Expiration Date BASTIAN, BRAD President 05/23/2001 Bond Amount NIELSEN, JEFF Vice President 05/23/2001 6642084 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 SAFECO INS CO OF AMERICA 6642084 06/02/2009 Until Cancelled $12,000.00 06/05 /2009 4 HARTFORD FIRE INS 52BSBBK'5617 01/01/2002 Until Cancelled 06/02/2009 $12,000.0012/04 /2001 3 TRAVELERS CAS & SURETY CO 103355900 08/30/2001 Until Cancelled 04/07/2009 $12,000.00 09/06 /2001 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 12 ZURICH AMERICAN INS CO g1a380504400 09/07/2010 09/07/2011 $1,000,000.00 09/07/2010 11 WAUSAU UNDERWRITERS INS. CO TBJZ91442966029 09/07/2009 09/07/2010 $1,000,000.0009 /03/2009 10 WAUSAU BUSINESS INS CO TBKZ91442966028 09/07/2008 09/07/2009 $1,000,000.00 09/05/2008 9 WAUSAU BUSINESS INS CO TBKZ91442966027 09/07/2007 09/07/2008 $1,000,000.00 09/05/2007 https://fortress.wa.gov/lni/bbip/Print.aspx 02/07/2011