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Permit D08-271 - WESTFIELD SOUTHCENTER MALL - APPLE - TENANT IMPROVEMENT
APPLE 801 S OUTH CENTER MALL EXPIRED 12 -14-08 D08 -271 Parcel No.: 6364200010 Address: 801 SOUTHCENTER MALL TUKW Suite No: Tenant: Name: APPLE Address: 801 SOUTHCENTER MALL , TUKWILA WA Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Phone: Contact Person: Name: MARCIA PEDDICORD Address: 633 SOUTHCENTER MALL TRAILER #3 , SEATTLE WA 98188 Phone: 206 - 802 -6071 Contractor: Name: SWINERTON BUILDERS Address: 260 TOWNSEND ST , SAN FRANCISCO CA 94107 Phone: 415 - 984 -1248 Contractor License No: SWINEB *992DR DESCRIPTION OF WORK: STRUCTURAL TENANT WORK doc: IBC -10/06 Citylk 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 * *continued on next page ** Permit Number: D08 - 271 Issue Date: 06/17/2008 Permit Expires On: 12/14/2008 Expiration Date: 12/28/2008 Value of Construction: $40,000.00 Fees Collected: $1,154.55 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006 Type of Construction: II-B Occupancy per IBC: 0019 D08 -271 Printed: 06 -17 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and eilami4ned this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied The granting of this p construction or the Signature: Print Name: City ATukwila • 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 does not ance o A-ve 1,JD,te whether specified herein or not. Permit Number: D08 -271 Issue Date: 06/17/2008 Permit Expires On: 12/14/2008 Date: DC/ ttrtb e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit. od Date: This permit shall become null and void if the work is not coninenced 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 D08 -271 Printed: 06-17 -2008 doc: Cond -10/06 Parcel No.: 6364200010 Address: 801 SOUTHCENTER MALL TUKW Suite No: Tenant: APPLE 1: ***BUILDING DEPARTMENT CONDITIONS * ** 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 PERMIT CONDITIONS 4: The special inspections and verifications for concrete construction shall be required. Permit Number: D08 -271 Status: ISSUED Applied Date: 05/09/2008 Issue Date: 06/17/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: 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. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: Special inspection for sprayed fire - resistant materials applied to structural elements and decks is required. Special inspections shall be based on the fire - resistance design as designated in the approved construction documents. 13: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 14: Manufacturers installation instructions shall be available on the job site at the time of inspection. 15: 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 D08 -271 Printed: 06-17 -2008 doc: Cond -10/06 • 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 • 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. * *continued on next page ** D08 -271 Printed: 06-17 -2008 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 perforate of work. Signature: Print Name: doc: Cond -10/06 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 1 Date: • D08 -271 Printed: 06-17 -2008 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http.i/wvvw.ci.tukwila.wa.us Q:ApplicationsTomu- Applications On Line3 -2016 - Permit Applicabon.doc Revised: 9 -31116 bh Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION( � King Co Assessor's Tax No. / Site Address: ge . t 56 Li 4 1//// (fie— r- ThGt // Suite Number�� / , Floor: Sf- Tenant Name: le_ / /� Property Owners Name: TM .,Q..,1- ge Le L ey ►Y�z 1 'yr+ Mailing Address: //4,./)/ 1,e)il42 ;" -c_. i tildet ( p' 'f / LiD.5 Ali ( 9 State Zip City CONTACT PERSON "who do we contact when y our permi is read (to, be issue Name: //2 tCeCSI p `)( CZr7 ) Mailing Address: 3 `p Ivte,e,.14, -- (' y i CCU.! 16 3 de.4 E -Mail Address:bre i CGS w ea {cp . e---� >7 GENERAL,CONTRACTOR IN (Cont Inform for Mechanical (pg "4} for Plumbing and Cis: Piping (pg Contact Person: E -Mail Address: Contractor Registration Number: Day Telephone: c7 °' ©2 4, c) / 1v 6 7 ' 81 E' State Zip City New Tenant: ❑ Yes 0..No Fax Number: Company Name: / Mailing Address: State City Day Telephone: Fax Number: Expiration Date: Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect`of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State Zip ENGINEER OF RECORD = Alt plans mu be wet stain ed by Eng ineer of Record ; Company Name: A 4 F . Av'`. Z / �.,c e I-aa Mailing Address: . /22 , re CSC" , . - - /13 of rn i el) ' / 73( /1 City State Zip Contact Person: � 1 ,i C��2�2.c.0 iVa-4 E -Mail Address: Fax Number: 6, 24 .. . 4Vg ge?2- Day Telephone: to k - ? 48" Page 1 of 6 B IiNFORM. ION 206431 -3670 Valuation of Project (contractor's bid price): $ 42, ,e)oz �- rr Existing Building Valuation: $ Scope of Work (please provide detailed information): c57 1 rot /u r- Will there be new rack storage? ❑ Yes E.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in,Sgtiare Fgotage Below 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: *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: Sprinklers Q:tApplie:uiotu,Fomvs- Applications On Linet3 -2006 - Permit Application.doc Revised: 9 -200n hi, Automatic Fire Alarm Floor area of accessory dwelling: Handicap: Will there be a change in use? ❑ Yes Ty No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 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 Sa i' i ata 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. ❑ None ❑ Other (specify) Page 2 of 6 • Existing Interior Remodel '. '':Addition to Existin .Structure _ ' New .. Type of "'' ! Construction . , - per . . 'IBC Type of Occupancy"per, ' , . ' ' ",Floor - { "• 5 'i � 2Li (� - 6 /�}� r"! 2"' ,..:fir'; •t.q't . , 3!': Floor Floors :4'' 'thru :.:_t: . .. '• e 11,Cc,.. .ory' Structure•.. ^.Attached Garage;" 4 �5ri. t.j -tK' :.. Detached Garage ''," c -' ;Attached Carport.''•:' • . `s'• ' Detached Carport: ' ? Covered Deck.'r' ?• " Uncovered Deck .= °:'. B IiNFORM. ION 206431 -3670 Valuation of Project (contractor's bid price): $ 42, ,e)oz �- rr Existing Building Valuation: $ Scope of Work (please provide detailed information): c57 1 rot /u r- Will there be new rack storage? ❑ Yes E.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in,Sgtiare Fgotage Below 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: *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: Sprinklers Q:tApplie:uiotu,Fomvs- Applications On Linet3 -2006 - Permit Application.doc Revised: 9 -200n hi, Automatic Fire Alarm Floor area of accessory dwelling: Handicap: Will there be a change in use? ❑ Yes Ty No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 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 Sa i' i ata 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. ❑ None ❑ Other (specify) Page 2 of 6 PERMIT APPLICATION NOTES := 'Applicable to all permits in :this:application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT 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. Print Name: � /� 7 Z) /) /et 0 Mailing Address: to 33 & t a--+ / /'te , /-e-r" o-Wpplicazians applications On Line3 -2006 - Pemtit Application.doc Revised: 9 -2006 bh Date: Day Telephone: c.106 - ez52 - 667, City state Zip I Date Application Accepted: � - ` -0 r./ Date Application Expires: Staff Initials: Page 6 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:/lwww.ci.tukwila.wa.us RECEIPT Parcel No.: 6364200010 Permit Number: D08 -271 Address: 801 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 05/09/2008 Applicant: APPLE Issue Date: Receipt No.: R08 -02162 Initials: JEM User ID: 1165 Payee: DAVID WORLEY TRANSACTION LIST: Type Method Descriptio Amount Payment Check 8054 701.49 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE Account Code Current Pmts 000/322.100 696.99 000/386.904 4.50 Total: $701.49 Payment Amount: $701.49 Payment Date: 06/17/2008 01:40 PM Balance: $0.00 3738 06/17 9711 TOTAL 701.49 doc: Receiot -06 Printed: 06-17 -2008 Parcel No.: 6364200010 Permit Number: D08 -271 Address: 801 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 05/09/2008 Applicant: APPLE Issue Date: Receipt No.: R08 -01548 Initials: WER User ID: 1655 Payee: WESTFIELD • 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 06012757 453.05 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES RECEIPT Account Code Current Pmts 000/345.830 453.05 Total: $453.05 • Payment Amount: $453.05 Payment Date: 05/09/2008 02:00 PM Balance: $701.50 2207 05/09 9711 TOTAL 453.06 doc: Receiot -06 Printed: 05 -09 -2008 Payee: WESTFIELD ACCOUNT ITEM LIST: Description BUILDING - NONRES • 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.: 6364200010 Permit Number: D08-271 Address: 801 SOUTHCENTER MALL TUI W Status: PENDING Suite No: Applied Date: 05/09/2008 Applicant: APPLE Issue Date: Receipt No.: R08 -01549 Payment Amount: $.01 Initials: WER Payment Date: 05/09/2008 02:01 PM User ID: 1655 Balance: $701.49 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 06012757 .01 Account Code Current Pmts 000/322.100 .01 Total: $.O1 • 2207 05/09 9711 TOTAL 453.06 doc: Receipt-06 Printed: 05 -09 -2008 ��azan & ASSOCIATES, INC. August 4, 2008 Mr. Pat Burns Westfield Corp., Inc. 633 Southcenter Tukwila, WA 98188 RE: Special Inspection Apple Store Tukwila, WA Dear Mr. Bums, GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION i -c1 p 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 July 24, 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 KA No. 066 -08192 Permit No. B08 -271 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 93 9-25 56 08192 DFR Template • azari &ASSOCIATES, INC. DATE: 7 -24-08 PROJECT #: 066-08192 PROJECT: Apple — Westfield Mall LOCATION: Spc# 548 Southcenter Mall KRAZAN PROJECT MANAGER: K.E.G. STRUCTURAL STEEL GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION Item(s) inspected: Column to beam, continuity plate and shear plate to column, X- Bracing and repair work per RFI #37 Location: lines N /35 -37 ® Welder qualification/certification verified for. Position: Process: Weld Type: Weld Size Codes: ASTM Test #: SHOP WELDING ® V.T. 0 FLAT 0 SMAW El FILLET 0 3/16° AWS VERTICAL FCAW Previously verified HORIZONTAL 0 GMAW ❑ ❑ C.P. P.P. 1/4" 5/16" ❑ AISC IBC ® NOTES ❑ DISCREPANCIES Visual inspection revealed welding and bolting to D1.1-06 at this time. ❑ MATERIAL ID WELDING INSPECTION REPORT NO.: 8192SS072408 -gn CONTRACTOR: Schwinerton PERMIT NO: B08 -271 INSPECTOR: George Naill JURISDICTION: City of Tukwila WEATHER: Indoor OVERHEAD 0 SAW 0 PLUG 3/8" 0 ASME ❑ U.T. ❑ M.T. ® Filler Metal: E71t -8 Other. Other. Other. 0 Other ❑ % COMPLETE ❑ P.T. TEMP: 70 F be complete per plans and specs and RFI# 37 and AWE At grid location Q/37 the wall had been opened to facilitate installation of the new beam and this inspector observed that the existing rod X -brace at the S. face top of the column the weld from the rod to the connection plate was cracked out at the west side. This has been repaired by replacing the broken weld with a new 3/8" weld matching the existing weld opposite hand. Offices Serving the Western United States Equipment/Asset Number(s): To the best of my knowledge, the abo / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirerg,. Superintendent/Representative: Technician: George Naill 05104 Welding Inspection Report.doc Revision 2 etrmive Date: lrnoa 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 Knvan & Associates. i !may MM. NA ININIIII mom immairar.11111 =~ = GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION July 21, 2008 ReCeNED JUL 2 " may Mr. 66l�utiN Westfield Corp., Inc. 633 Southcenter Tukwila, WA 98188 RE: Special Inspection Apple Store Tukwila, WA Dear Mr. Bums, azan & ASSOCIATES, INC. KA No. 066 -08192 Permit No...W -271 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 July 11 through July 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 Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08192 DFR Template DATE: 7 -11 -08 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION PROJECT #: 066 -08192 PROJECT: Apple — Westfield Mall JKl.1 &ASSOCIATES,INC. LOCATION: Spc# 548 Southcenter Mall KRAZAN PROJECT MANAGER: K.E.G. El STRUCTURAL STEEL Item(s) inspected: Position: SHOP WELDING ® V.T. Location: lines O, P, Q, R /35 -37 ® Welder qualification/certification verified for. WELDING INSPECTION REPORT NO.: 8192SS071108 -gn CONTRACTOR: Schwinerton PERMIT NO: B08 -271 INSPECTOR: George Naill JURISDICTION: City of Tukwila WEATHER: Indoor Column to beam, continuity plate and shear plate to column, Shim beam to beam, Wabo welder card to be available at next inspection. Welder not on site at time of inspection. FLAT VERTICAL HORIZONTAL OVERHEAD ® Filler Metal: E71t -8 ❑ ® ❑ ❑ ❑ SMAW FCAW GMAW SAW Other: Process Weld Type: Weld Size ❑ ® 0 ❑ ❑ 3/16° 1/4" 5/16° 3/8° Other. Codes: 0 ❑ 0 ❑ ❑ AWS AISC IBC ASME Other ® NOTES ❑ DISCREPANCIES ❑ % COMPLETE Visual inspection revealed multiple loose bolts and missing welds work is not complete per plans and specs at this time. 0 ❑ ❑ ❑ u FILLET C.P. P.P. PLUG Other. ❑ MATERIAL ID ❑ U.T. ❑ M.T. ❑ P.T. At grid location Q/37 the wall had been opened to facilitate installation of the new beam and this inspector observed that the existing rod X -brace at the S. face top of the column the weld from the rod to the connection plate was cracked out at the west side. ASTM Test #: To the best of my knowledge, the above WA • AS NOT ' • rformed in accordance with the approved plans, specifications, and regulatory reguiremokkg. Superintendent/ pres trtav : Technician: ...t ' 1MtAr) Mllt►4,112r 9 Geor a Naill d' Offices Serving the Western United States 05104 Welding Inspection Reportaoc Revision 2 Effective Date: 1!7108 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 Kaauan & Associates. TEMP: 70 F Equipment/Asset Number(s): a`in I(r 21 ' ZaITl &ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 7 -14-08 CONTRACTOR: Schwinerton PROJECT #: 066-08192 PERMIT NO: B08 -271 PROJECT: Apple — Westfield Mall INSPECTOR: George Neill LOCATION: Spc# 548 Southcenter Mall JURISDICTION: City of Tukwila KRAZAN PROJECT MANAGER: K.E.G. WEATHER: Indoor ® ' UCTURAL STEEL FIELD / ' OP WELDING ® V.T. ❑ MATERIAL ID Item(s) inspected: Column to beam, continuity plate and shear plate to column, Shim beam to beam, Location: lines 0, P, Q /35 -37 Welder qualification/certification verified for. Position: Process: Weld Type: Weld Size Codes: ASTM Test #: 0 FLAT 0 SMAW FILLET 0 3/16" AWS To the best of my knowledge, the abo Superintendent/Representative: VERTICAL FCAW 0 C.P. 1/4" 0 AISC Wabo welder card to be available at next inspection. Welder not on site at time of inspection. 0 HORIZONTAL 0 GMAW 0 P.P. 5/16° IBC OVERHEAD 0 SAW 0 PLUG 0 3/8" 0 ASME ® NOTES ❑ DISCREPANCIES ❑ Visual inspection revealed welding to be complete per plans complete per plans and specs and RCSC Rev. 2000. WELDING INSPECTION REPORT NO.: 8192SS071408 -gn ❑ U.T. ❑ M.T. El Filler Metal: E71t -8 0 Other. Offices Serving the Western United States ❑ P.T. WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirem Technician: George Naill 05104 Welding Inspection Report.doe Revision 2 Effective Date: 1(1/08 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 Kraann & Associates. TEMP: 70 F Other. Other Other % COMPLETE and specs and AWS D 1.1 -06 and bolting to RFI Forth coming for connection N/35 but welding that has been done has been verbally accepted by the E.O.R. and is found to be acceptable per the visual acceptance criteria per AWS D1.1 -06. Equipment/Asset Number(s): RECEIVED In U LUU� COMMUNITY DEVELOPMENT FILE COPY Permit No. AF & ASSOCIATES E Consulting Structural Engine :, REVI OMp�p g BODE APPR JUN - 3 2008 STRUCTURAL CALCULATIONS (REMOVING OF 5 COLUMNS ON GRID LINE "36 ") For Proposed Apple Store Westfield South Center Mall Tukwila, Washington Architect Westfield Design & Construction 11601 Wilshire Blvd., 11th Floor Los Angeles, CA 90025 -1748 (310) 478 -4456 cos- 'EXPIRES /a-If-240'y RECEIVED MAY - 9 2008 PERMIT CENTEFI 28917.00 9420 Telstar Avenue, Suite 118, El Monte, California 91731 Tel: (626) 448 -8182 Fax: (626) 448 -8092 Email: anfl 688 @pacbell.net ANF & ASSOCIATES Consulting Structural Engineers 9420 Telatar Avenue, Suite 118, El Monte, CA 91731 Tel: (626) 448 -8182 Fax: (626) 448 -8092 &mail anf1688©pacbell.net 1 (8) n-c&F- cluoiA) =7' (es H De,Gk 5.0 cElc►til� M 4,c ItetNkt.0 'r . it , b eSc d DATE SH OF (Len VC C c� ��-lt w b ti bp*: p,-ot, 0E- C # P `s ---- �v e - —,J L i NrE -To S, f,�o,�,r To $1 b ' T APT f- 444-fre Jos No. 2 g q g_ = 4:2o42 ,S =9p- C- /2-C e l d3',J Iv 2,5 (6448) a° ?c72— ANF & ASSOCIATES Consulting Structural Engineers N L Tel: (626) 448 -8182 Fax: (626) 448 -8092 E-mail: anf1688 ®pacbell.net 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 5T r1T w, S el.-1J q A.44.4v " a : 0 c" A-C. 14 4 t auky DL . ci y,1 UK 5 , 1,0 = / I s s x 4 Z = 66. K ( rte.- cei,.4--tiv LAO _ 2 . 2 >4- .o? . &7S 0 JOB No. � / By DATE $M 2 OF 2.15.72, ft_ . GI �, K 24 .G16K 4 .b).L 1 S �G+ -N ou c Sq r7Me 12.61.4.) ar ADO Well) rt.aO v i4.440 4 4 ( Q t- 4? "t'v p.) I 4 ) ) L. , (9 41-0 0J) Potl �L = I?(� � $)( )-1- q ° X �1•� �- �2 = /3,1- ,. ►'p y2_,6364) 2.1. 6? lc TL = 134-+ )4 4. ,oi474.r.g +WWW.( � 4-0 -5 is 1�b.5 _ . a75 an. t,WL1 ? -5-7 My ll ter - A-c, -r' An '4 L 4 -P1 1.-arirD e 5 7 (4 %-r 3 ) = 75-r = /soac > 14-6.5 o -lc. ANF & ASSOCIATES Consulting Structural Engineers Tel: (626) 448 -8182 Fax: (626) 448 -8092 E-mail: ant1688@pacbell.net 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 37 E x 6 s- LE 5014 6..E I—t O v e- 7' Gtp14- c- i ?Af -÷"/-1 ol-{ Ott p► L rc ' s (Z J' On1 4 5A LOAD IN T6fIS c„,1-114 eri IQ 37 (- 'wo®rce -s) loS 4 os = Zt o N 3s 0 37 (1- r S) c92.457 = l►q r� 3s g. 3 R3S 27 108 ros 2/ toc Joe No x$ 9 / 7 By DATE SH. 3 OF i( t P t ANF (626) 448 -8182 A1,F & ASSOCIATES Fax: (626) 448 -8092 Consulting Structural Engineers E-mail: aaf1688(gpacbell net 9420 Mister Avenue, Suite 118, El Monte, CA 91731 0.0 41n-0c-n, J pA1-/N l 4-7.; r G 14 . &xr si-r Tire M(elk L m ee-K �fic�s • a Joe No 11. By DATE SH. / Lam/ OF (r!� wlg x$6 C= t() - 1g7-1-0 = .5/z ( p(r ( a-G2 <F7 s- -fen. AN'LTe5 a 5 2 /' 3/a --f &,_l 228 = c.1 i t s ( : 5 0.4.7 s (G9 --c� t �r-1 rl 0. et CvNN , Sg t, - * if `) A 17 f I / S atz 1 Rev: 580006 User KW-0600953, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W18X86 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location #1 0.360 0.600 47.500 S Summary Using: W18X86 section, Span = End Fixity = Pinned- Pinned, Lu Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv / Fv Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt New roof girder spanning 48' (W18) Maximum 294.99 k -ft 24.84 k 24.84 k -2.700 in 0.000 in 0.000 in 24.000 ft 24.84 24.84 47.50 ft 0.00 ft 0.00 ft 6.00 ft #2 47.50ft, Fy = 50.0ksi = 6.00ft, LDF = 1.000 Actual Allowable 294.987 k -ft 456.500 k -ft 21..324. ksi 33.000 ksi 00.646 : 1 24.841 k 176.544 k 2.814 ksi 20.000 ksi 0.141 : 1 «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only Ca Center Center (il Cants Ca Cants 125.77 294.99 k -ft k -ft k -ft k -ft 10.59 24.84 k 10.59 24.84 k -1 0.000 -1.151 -2.700 -2.700 0.000 0.000 in 10.59 10.59 Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 -2.700 0.000 0.000 24.84 24.84 #4 Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy I I tl Title : Dsgnr: Description : Scope : -2.700 0.000 0.000 24.84 24.84 #5 Fy Load Duration Factor Elastic Modulus Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 #6 Job# 251/ Date: 2:11 PM, 24 APR 08 Page 1 28903. ecw Calculations 50.00 ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress 0.000 in 0.000 in 0.000 in k k -2.700 in 495.2 : 1 211.1 : 1 Rev: 580008 User. KW-0600953, Ver 5.8 0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section Column Height 16.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load Summary 1 Section : WF8X24, Height = 16.00ft, Axial Loads: DL = 14.40, Unbraced Lengths: X -X = 16.00ft, Y -Y = 16.00ft Combined Stress Ratios Dead Live AISC Formula H1 - 1 0.2823 0.5482 AISC Formula H1 - 2 0.2302 0.4412 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc XX Axis : I Beam, Major Axis, LIrT > (510,000 * Cb I Fy) ".5 , Fb per Eq, F1-7 XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (1 * d) YY Axis : Fa calc'd per Eq. E2 -1, K *L/r < Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2.1 Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F1 -6] Fb:xx : Allow [F1 -7] & [F1 -8] fb : xx Actual Fb:yy : Allow [F1 -6] Fb:yy : Allow [F1 -7] & [F1 -8] fb : yy Actual F'ex : DL +LL F'ey : DL +LL F'ex : DL +LL +ST Fey : DL +LL +ST Max X -X Axis Deflection Existing column w8x24 WF8X24 14.40 k 27.60 k k 47,337 psi 10,443 psi 47,337 psi 10,443 psi -0.166 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Dead 10.34 ksi 2.04 ksi 20.39 ksi 20.39 ksi 2.77 ksi 27.00 ksi 27.00 ksi 0.00 ksi Title : Dsgnr: Description : Scope : Steel Column 36.00 ksi 1.000 29,000.00 ksi 16.000 ft 16.000 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments X -X Sidesway : Y -Y Sidesway : Kxx Kyy Date: 2:04PM, 1 MAY 08 4.000 in 0.000 in Job # Page 1 28903. ecw: Calculati ons Restrained Restrained 1.000 1.000 lumn D esign OK LL = 27.60, ST = O.00k, Ecc.LL = 27.60, ST = Ecc. = DL + LL 0.8470 0.6714 DL + ST + (LL if Chosen) 0.8470 0.6714 Live DL + LL DL + Short 10.34 ksi 10.34 ksi 10.34 ksi 3.91 ksi 5.95 ksi 5.95 ksi 20.39 ksi 20.39 ksi 20.39 ksi 20.39 ksi 20.39 ksi 20.39 ksi 5.31 ksi 8.07 ksi 8.07 ksi 27.00 ksi 27.00 ksi 27.00 ksi 27.00 ksi 27.00 ksi 27.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Cm:x DL +LL 0.60 Cm:y DL +LL 0.60 Cm:x DL +LL +ST 0.60 Cm:y DL +LL +ST 0.60 9.280 ft Max Y -Y Axis Deflection Cb:x DL +LL 1.00 Cb:y DL +LL 1.00 Cb:x DL +LL +ST 1.00 Cb:y DL +LL +ST 1.00 0.000 in at 0.000 ft 11 -03 -2008 MARCIA PEDDICORD 633 SOUTHCENTER MALL TRAILER #3 SEATTLE WA 98188 RE: Permit No. D08 -271 801 SOUTHCENTER MALL TUKW Dear Permit Holder: C ity i , of TU�l y'' Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 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 final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writinif 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 12/14/2008 , 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, xc: 'fer Marshall, 't Technician Permit File No. D08 -271 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Reid iddleton May 30, 2008 File No. 262008.005/00501 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 Apple, 801 Southcenter Mall (D08 -271) 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. We have no comments necessitating a response from the permit applicant. Enclosed are one set of the structural drawings and structural calculations for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Mi leton, In Philip : razil, P.E., S.E. Senior Engineer Enclosures cc: Marcia Peddicord, Westfield (by e -mail) Michael Wang, ANF and Associates (by e -mail) Brenda Holt, City of Tukwila (by e -mail) dop:\ doc \26 \planrevw \tukwila \08 \t005r 1. doc \prb RECEIVED JUN 0 2 2008 cOMMUNITY DEVELOPMEN Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 May 14, 2008 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Apple — D08 -271 801 Southcenter Mall, Tukwila Dear Mr. Swanson: 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. Sincerely, LI Brenda Holt, Permit Coordinator encl xc: Permit File No. D08 -271 • city of Tukwila Department of Community Development Jack Pace, Director H:\Docunents\Structural Consultant\D08 -271 - 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 ACTIVITY NUMBER: D08 -271 PROJECT NAME: APPLE SITE ADDRESS: 801 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # DATE: 05 -09 -08 Response to Incomplete Letter # Revision # After Permit Issued D PARTMENTS 4 i , D B il• •�vl ion Pu IcWor . S s �y 5-v8 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: • PERiNIT COORD COPY e PLAN REVIEW /ROUTING SLIP Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RO TING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 Approved with Conditions Fire Prevention Str uctur I � o -2 -b ' Incomplete DATE: DATE: ItelL Planning Division Permit Coordinator DUE DATE: 055 -13-08 Not Applicable No further Review Required n n DUE DATE: 06 -10 -08 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License SWINEB *992DR Licensee Name SWINERTON BUILDERS Licensee Type CONSTRUCTION CONTRACTOR UBI 409013296 Ind. Ins. Account Id CHIEF FINANCIAL OFFICER Business Type CORPORATION Address 1 260 TOWNSEND ST Address 2 City SAN FRANCISCO County OUT OF STATE State CA Zip 941071790 Phone 4159841248 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 3/19/2001 Expiration Date 12/28/2008 Suspend Date Separation Date Parent Company Previous License SWINEW *336J4 Next License Associated License Business Owner Information Name Role Effective Date Expiration Date GILLETE, JAMES R CHIEF EXECUTIVE OFFICER 03/19/2001 BRINKHOFF, RANDALL DEAN CHIEF FINANCIAL OFFICER 08/05/2005 SUNDGREN, DONALD ERIC PRESIDENT 08/05/2005 CHAPMAN, JOHN BRYAN SECRETARY 08/05/2005 GRAY, LYN M SECRETARY 12/15/2002 Look Up a Contractor, Electron 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 4 https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= SWINEB *992DR 06/17/2008 SUMMARY OF THE SPECIAL STRUCTURAL INSPECTIONS ITEM CONTINUOUS INSPECTION PERIODIC INSPECTION REMARK CONSTRUCTION OF AUGERCAST CONCRETE PILES, DRIVEN GROUT PILES, & DRIVEN STEEL PIPE PILES YES -- PER IBC SECTION 1704.8 CONCRETE PLACEMENT AT CONCRETE CONSTRUCTION YES -- PER IBC SECTION 1704.4 REINFORCEMENT AT CONCRETE CONSTRUCTION - YES PER IBC SECTION 1704.4 INSTALLATION OF CONCRETE & MASONRY EXPANSION ANCHORS & EPDXY ANCHORS YES -- MASONRY CONSTRUCTION, INCLUDING MORTAR, REINFORCEMENT & STRUCTURAL CONNECTION ,._ YES GROUT PLACEMENT AT AT MASONRY CONSTRUCTION YES -- FABRICATION & ERECTION OF STRUCTURAL STEEL -- YES PER IBC SECTION 1704.3 STRUCTURAL WELDING OF STRUCTURAL STEEL FOR SINGLE P S Fl WELDS MAX. 5 AND RO F DECK -- YES PER IBC SECTION 1704.3 STRUCTURAL WELDING OF STRUCTURAL STEEL OTHER THAN SINGLE -PASS FILLET WELDS (MAX. 5/16 INCH) AND ROOF DECK WELDS, WHERE APPLICABLE YES -- PER IBC SECTION 1704.3 n /C\ ERECTION OF OPEN WEB STEEL JOISTS AND GIRDERS -- YES PER IBC SECTION 1704.3 HIGH STRENGTH BOLTS -- YES CALIFRATION PROCEDURES & VERIFICATION OF BOLT TENSION SITE EXCAVATION, GRADING AND FIWNG YES --- S INSPECTIONS BY SPECIAL PECIA GEOTECHNICAL ENGINEER. (PER IBC SECTIONS 1704.7 AND 1803.) INSTALLATION OF PILES (AUGERCAST CONCRETE PILES, STEEL PIPE PILES, & DRIVEN GROUT PILES) YES VERIFICATION OF PILE CAPACITIES (AUGERCAST CONCRETE PILES, DRIVEN STEEL PIPE PILES, & DRIVEN GROUT PILES) YES - _ DEFERRED ITEMS. 1. CONTRACTOR SHALL SUBMIT ALL ITEMS LISTED BELOW TO THE ARCHITECT OR ENGINEER OF RECORD FOR REVIEW AND FORWARD THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. DEFERRED ITEMS SHALL BE DESIGNED AND ALL DOCUMENTS SHALL BE SEALED AND WET SIGNED BY A STATE OF WASHINGTON CIVIL OR STRUCTURAL REGISTERED ENGINEER. 2. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS, HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. 3. ITEMS TO BE DEFERRED: a). OPEN WEB STEEL JOISTS b). STEEL STAIRS c). METAL STUD WALL FRAMINGS INSPECTION 1. GENERAL INSPECTION: BY BUILDING OFFICIAL AS PER IBC SECTION 109. 2. SPECIAL INSPECTION: PER IBC SECTIONS 1704 & 1707. DUTIES & RESPONSIBILITIES OF THE INSPECTOR: A. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER OR ARCHITECT OF RECORD, & OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL. C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CURRENT BUILDING CODE. 3. INSPECTOR'S REPORTS NEED TO ADDRESS ANY DISCREPANCIES ,IF ANY, TO BE FILED WITH THE BUILDING DIVISION WEEKLY DURING CONSTRUCTION, WHETHER CORRECTED OR NOT. ALL INSPECTOR'S DAILY LOGS IS TO BE MAINTAINED ON THE SITE FOR REVIEW BY THE CITY INSPECTOR. 4. THE FOLLOWING TABLE IS A SUMMARY OF THE STRUCTURAL SPECIAL INSPECTIONS REQUIRED BY QUALIFIED SPECIAL INSPECTORS. METAL DECKING. 1. ALL METAL DECK SHALL BE OF TYPE AND GAUGE AS CALLED FOR ON DRAWINGS. 2. FLOOR DECK AND ROOF DECK WITH STRUCTURAL CONC. TOPPING: A. THE STEEL FLOOR DECK AND ALL ACCESSORIES SHALL BE FORMED FROM GALVANIZED STEEL SHEETS CONFORMING TO ASTM A446 GRADE A, ZINC COATED PER ASTM A525 G60 / \ B. DECK UNITS SHALL BE FORMED WITH INTEGRAL LOCKING LUGS OR EMBOSSMENTS TO PROVIDE A MECHANICAL LOCK BETWEEN THE STEEL DECK AND THE CONCRETE SLAB. C. STEEL DECK UNITS SHALL BE FASTENED TO THE STEEL FRAME WORK AT EVERY FLUTE, AND AT ALL SUPPORTS BY 3/4" DIAMETER PUDDLE WELDS. WHERE FLUTES ARE PARAREL TO SUPPORTS, THE WELDS SHALL BE SPACED NOT MORE THAN 12" ACROSS THE WIDTH OF THE FLOOR UNIT. WHERE TWO UNITS LAP THEY SHALL BE BUTTON - PUNCHED AT 2' -0" INTERVALS OR SEAM WELDED AT 3'--0" O.C. MAXIMUM (MINIMUM TWO WELDS PER SPAN). 3. ROOF DECK W/0 STRUCTURAL CONC. TOPPING: A. THE STEEL ROOF DECK AND ALL ACCESSORIES SHALL BE FORMED FROM GALVANIZED STEEL SHEETS CONFORMING TO ASTM A446, GRADE A, ZINC COATED PER ASTM A525 G60. B. SEE PLANS FOR WELDING OF DECK. 4. SCREED CONCRETE PARALLEL TO METAL DECKING TO THICKNESS INDICATED ON THE PLANS. 5. ALL METAL DECK GAGES SHOWN ON ROOF PLAN SHALL BE CONTINUOUS OVER FOUR OR MORE SUPPORTS. THE CONTRACTOR SHALL PROVIDE HEAVIER GAGES WHERE THIS SUPPORT CONDITION IS NOT ATTAINED UNLESS ADEQUATE SHORING IS PROVIDED. GLUED LAMINATED MEMBER 1. ALL LAMINATED LUMBER SHALL BE PROPERLY KILN -DRIED FOR GLUE LAMINATING AND MOISTURE CONTENT SHALL NOT EXCEED 16 %. 2. ALL MEMBERS SHALL CONFORM TO NATION DESIGN SPECIFICATION COMBINATION 24F-V4, f =2400 P.S.I. - DRY CONDITIONS OF USE. MINIMUM REQUIREMENT: SHEAR f(v) =240 P.S.I.; Fc 1 x = 650 P.S.I. ON COMPRESSION AND TENSION FACES; E =1.8 X 10 P.S.I. MIN. USE 24F -V8 COMBINATION FOR MEMBERS WITH CANTILEVED SPAN. 3. USE ADHESIVE WATER RESISTANT CASEIN TYPE GLUE WITH MOLD INHIBITOR CONFORMING TO FEDERAL SPECIFICATIONS MMM -125 4. CONTRACTOR SHALL FURNISH BUILDING INSPECTOR AN "AITC" INSPECTION CERTIFICATE, CERTIFYING THAT THE GLU -LAM MEMBERS WERE PRODUCED IN ACCORDANCE WITH PROVISIONS OF "AITC" STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER. C 5. ALL LAMINATED BEAMS SHALL CONFORM TO ARCHITECTURAL AP- PEARANCE GRADE UNLESS SHOWN OR SPECIFIED OTHERWISE. 6. TENSION LAMINATION REQUIRED AT TOP & BOTTOM OF ALL GLU -LAM BEAMS WITH CANTILEVER SPAN. 7. IN USE TEMPERATURE OF GLU -LAM BEAMS NOT TO EXCEED 150 DEG. F. 8. ALL LAMINATED BEAMS SHALL BE INDIVIDUALLY WRAPPED. GENERAL FOUNDATION NOTES 1. ATTACH ONE COPY OF GEOTECHNICAL REPORT TO THE APPROVED SET. GEOTECHNICAL REPORT SHALL BE PART OF THIS NOTES, AND IS TO BE KEEP AT THE CONSTRUCTION SITE AT ALL TIMES. PRIOR TO THE POURING OF CONCRETE, THE GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE THE FOOTING EXCAVATIONS. HE SHALL POST A NOTICE ON THE JOB SITE FOR THE BUILDING INSPECTOR THAT THE WORK SO INSPECTED MEETS THE CONDI- TIONS OF THE REPORT. A WRITTEN CERTIFICATION TO THIS EFFECT SHALL BE FILED WITH THE BUILDING DEPARTMENT UPON COMPLETION OF THE WORKS. THIS INSPECTION DOES NOT WAIVE THE REQUIRED INSPECTION BY THE BUILDING INS- PECTOR. 2. GEOTECHNICAL REPORT BY: PROJECT NO: 21 -1- 20189 -004 DATED: SEPTEMBER 15, 2005 SHANNON & WILSON INC. 400 N. 34TH STREET SUITE 100 SEATTLE, WASHINGTON 98103 TEL: (206) 632 -8020 FAX: (206) 633 -6777 3. SOIL REMOVAL AND RECOMPACTION SHALL BE DONE PER SOIL REPORT RECOMMENDATIONS UNDER SOIL ENGINEER'S SUPERVI- SION AND INSPECTION. 4. TYPE OF FOUNDATION: DEEP FOUNDATIONS THREE TYPES OF DEEP FOUNDATIONS WILL BE USED AS PER THE RECOMMENDATION OF THE GEOTECHNICAL REPORT: 18- INCH - DIAMETER, CLOSED -END, DRIVEN STEEL PIPE PILES BACKFILLED WITH CONCRETE, 24 -INCH DIAMETER AUGERCAST CONCRETE PILES, AND 16 INCH DIAMETER DRIVER GROUT PILES. 5. SLAB BASE AND COMPACTION TO BE IN ACCORDANCE WITH GEOTECHNICAL REPORT. 6. FOR ALL DIMENSIONS, CURBS, SLAB DEPRESSIONS, STOP, FLOOR DRAINS, SINKS, TRENCHES, UNDERFLOOR DUCTS AND CONDUITS. SEE ARCHITECTURAL, MECHANICAL, REFRIGERA- TION, AIR CONDITIONING, PLUMBING & ELECTRICAL DRAW- INGS, TRENCH BACKFILL AS PER GEOTECHNICAL REPORT REQUIRE- MENTS. 7. ALL PLANTERS IN CLOSE PROXIMITY TO THE STRUCTURE SHALL HAVE ADEQUATE DRAINAGE OF SURFACE WATER TO PREVENT SATURATION OF SOIL UNDER FOUNDATION. 8. NEW FILL UNDER SLAB ON GRADE SHALL BE LIMITED TO 12" THICK. USE GEO -FOAM BETWEEN 12" THICK NEW FILL AND THE EXISTING GRADE TO REPLACE THE PORTION OF NEW FILL EXCEEDING 12 ". SEE WESTFIELD PROJECT MANUAL FOR GEO -FOAM SPECIFICATION. GENERAL NOTES CONCRETE MASONRY 1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C 90 TYPE 1 AND ARE SAMPLED AND TESTED IN ACCORDANCE WITH ASTM C 140. 2. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL BE 1900 PSI. 3. THE COMPRESSIVE STRENGTH OF MASONRY SHALL BE DETERMINED BY THE PRISM TEST METHOD. A PRISM TEST SHALL CONSIST OF THREE PRISMS CONSTRUCTED AND TEST IN ACCORDANCE WITH ASTM C 1314. 4. AGGREGATE FOR MORTAR SHALL CONFORM TO A.S.T.M. C 144. 5. MORTAR SHALL CONFORM TO ASTM C270, TYPE S MORTAR. 6. GROUT SHALL MEET ONE OF THE FOLLOWING REQUIREMENTS: A. GROUT SHALL CONFORM TO ASTM C476, COURSE GROUT (3/8" MAXIMUM AGGREGATE) B. MINIMUM GROUT CONPRESSIVE STRENGTH SHALL EQUAL TO f'm BUT NOT LESS THAN 2000 PSI. THE COMPRESSIVE STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C 1019 7. GROUT ALL CELLS SOLID, TYPICAL UNLESS NOTED OTHERWISE. GROUT LIFT SHALL BE LIMITED TO 5' -0" WITHOUT INSPEC- TION BLOCKOUTS. THE THICKNESS OF GROUT BETWEEN BLOCK AND REINFORCING STEEL SHALL NOT BE LESS THAN 1/2" AND BETWEEN PARALLEL BARS NOT LESS THAN 3/4 ". 8. IF WORK IS STOPPED FOR ONE HOUR OR LONGER, PROVIDE A HORIZONTAL CONSTRUCTION JOINT BY STOPPING THE GROUT 1 1/2" BELOW THE TOP OF THE BLOCK. 9. PROVIDE 2-- #5 VERTICAL BARS AT ALL ENDS. CORNERS, JAMBS AND INTERSECTIONS OF ALL MASONRY WALLS UNLESS NOTED OR SHOWN OTHERWISE. 10. CONTRACTOR SHALL ADEQUATELY AND RIGIDLY BRACE ALL MA- SONRY WALLS UNTIL ROOF STRUCTURE IS COMPLETELY ERECTED. 11. ALL BOLTS EMBEDED IN CMU WALL SHOULD SURROUND OF 1 "MIN. GROUT AROUND THE BOLTS (e.g. 5/8 "0 BOLT WILL REQ'D 2 -5/8 "0 HOLE) DRYPACK 1. DRYPACK SHALL BE 5,000 PSI NON- SHRINK GROUT. USE FIVE STAR GROUT OR APPROVED EQUIVALENT. 2. INSTALL DRYPACK UNDER ALL BEAM BEARING PLATES PRIOR TO FRAMING MEMBER IS INSTALLED. 3. INSTALL DRYPACK UNDER ALL COLUMN BASE PLATES AFTER COLUMN HAS BEEN PLUMBED; PRIOR TO FLOOR OR ROOF INSTALLATION STRUCTURAL STEEL 1. ALL W. SHAPE STRUCTURAL STEEL SHALL CONFORM TO ASTM SPECIFICATION A992, Fy =50 KSI. MISCELLANEOUS STEEL SHALL CONFORM TO ASTM SPECIFICATIONS A36, Fy =36 KSI U.N.O. STEEL PLATE SHALL CONFORM TO ASTM SPECIFICATION A36 U.N.O. THE GUSSET PLATES & CONNECTING PLATES FOR THE DIAGONAL BRACED FRAMES SHALL CONFORM TO ASTM 572, Fy =50 KSI. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED IN ACCORDANCE WITH THE AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST EDITION. SUBMIT SHOP DRAWINGS AND OBTAIN APPROVAL PRIOR TO FABRICATION. 2. PIPE COLUMNS SHALL CONFORM TO ASTM A -53, GRADE B, UNLESS OTHERWISE NOTED ON PLAN. 3. STEEL TUBES SHALL CONFORM TO ASTM A500. GRADE B, Fy =46 KSI. 4. BOLTED CONNECTIONS SHALL BE HIGH STRENGTH BOLT, CONFOR- MING TO ASTM A325 BOLTS, UNLESS NOTED OTHERWISE. USE SHORT SLOTTED HOLES. 5. CAMBER: PROVIDE UPWARD CAMBER TO ALL MEMBERS SHOWN TO HAVE CAMBER. AMOUNT MEASURED IN THE SHOP SHALL NOT DEVIATE BY MORE THAN ALLOWED BY THE AISC SPECIFICATIONS. DO NOT CAMBER MEMBERS OCCURRING BELOW ELEVATOR ENTRANCE DOORS. BEAMS DETAILS WITHOUT SPECIFIED CAMBER SHALL BE FABRICATED SO THAT AFTER ERECTION ANY MINOR CAMBER DUE TO ROLLING OR SHOP ASSEMBLY SHALL BE UPWARD. TOP OF ALL MEMBERS SHALL BE CLEARLY IDENTIFIED. 6. ALL STRUCTURAL STEEL SURFACES TO BE WELDED OR HIGH - STRENGTH BOLTED, TO BE ENCASED IN CONCRETE, TO RECEIVE SPRAY - APPLIED FIREPROOFING, OR TO BE ENCLOSED BY FINISH MATERIALS SHALL BE LEFT UNPAINTED. 6a. ALL STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED AND TOUCHED UP WITH GALVANIZED PAINT AFTER ERECTION. 7. WELD INSPECTION SHALL BE IN COMPLIANCE WITH AWS D1.1. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY. 8. WELDER QUALIFICATION: ALL WELDERS, WELDING OPERATORS, AND TACK WELDERS SHALL BE QUALIFIED BY TEST AND HOLD A CURRENT VALID CERTIFICATE ISSUED BY AN INDEPENDENT TESTING AGENCY, TO PERFORM THE TYPE OF WELDS REQUIRED FOR THE WORK; INCLUDING THE PROCESS, POSITION, AND THICKNESS OF MATERIALS USED. 9. FILLER METAL: FILLER METALS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF ANSI /AWS SPECIFICATIONS FOR ELECTRODES AS LISTED HEREIN: A. SMAW A5.1 OR A5.5 B. SAW A5.17 OR A5.23 C. GMAW A5.18 OR A5.28 D. FCAW A5.20 OR A5.29 E70XX LOW HYDROGEN. E7X -EXXX. E705 -X. E7XT -X (EXCLUDING 2,4,7,10 & 11). STEEL JOIST AND JOIST GIRDER 1. ALL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED, FABRICATED, WELDED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE "STANDARD SPECIFICATIONS" OF THE STEEL JOIST INSTITUTE. (SJI) 2. JOIST SIZES INDICATED ON PLANS ARE MINIMUMS. JOIST MANUFACTURER SHALL DESIGN AND SUBMIT CALCULATIONS BY A REGISTERED ENGINEER FOR ALL JOISTS, EXCEPT PARALLEL CHORD JOISTS WITH UNIFORM LOADS AND CONTINUOUSLY SUPPORTED COMPRESSION CHORDS PER SJI STD. LOAD TABLES. 3. ALL JOIST SHALL BE DESIGNED FOR AN ADDITIONAL LOAD OF 1.0 KIP AT ANY TOP CHORD PANEL POINT. 4. JOIST MANUFACTURER SHALL DESIGN AND SUBMIT CALCULATIONS BY A REGISTERED ENGINEER FOR ALL JOISTS AND JOIST GIRDERS. a. CALCUPER SJ LATIONS I. SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENT b. DESIGN CALCULATIONS SHALL INCLUDE DRAG; CHORD FORCES AND ALL SUPERIMPOSED LOADS FOR FRAMING SUPPORTED EQUIPMENTS. VERIFY SIZE, WEIGHT AND LOCATION OF EQUIPMENT WITH ARCH'L, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. c. MANUFACTURER SHALL ADD ADDITIONAL WEB MEMBERS AS REQ'D AND ADJUST CHORD AND WEB SIZES ACCORDINGLY. BUT SHALL NOT ALTER DEPTH OF JOISTS AND JOIST GIRDERS. 5. CAMBER JOIST PER RECOMMENDATION BY STEEL JOIST INSTITUTE. IN NO CASE BE LESS THAN THE DEFLECTION DUE TO DEAD LOAD SPECIFIED IN ARCHITECTURAL DRAWINGS. 6. CONTRACTORS SHALL SUBMIT SHOP DINGS, WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER TO CITY BUILDING DEPT. AND PROJECT ENGINEER FOR APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS AND CALCULATIONS SHALL INCLUDE DETAILS OF ANY OPTIONAL FIELD SPLICES, AND IF HIGH STRENGTH BOLTS OR FULL PENETRATION WELDS ARE UTILIZED, CONTRACTOR SHALL RETAIN AN INDEPENDENT TESTING LABORATORY TO CERTIFY COMPLIANCE WITH AISC AND AWS SPECIFICATIONS RESPECTIVELY. 7. PROVIDE BRIDGING AS REQUIRED BY STEEL JOIST INSTITUTE. WHERE CROSS BRIDGING INTERFERES WITH MECHANICAL INSTALLATIONS, REMOVE THIS CROSS BRIDGING AFTER TOTAL DEAD LOAD IS APPLIED AND REPLACE WITH HORIZONTAL ANGLES 2 "x2 "x3/16" AT TOP & BOTTOM CHORDS. 8. NO MECHANICAL, ELECTRICAL OR OTHER EQUIP. SHALL BE SUSPENDED FROM ANY JOIST BRIDGING, BRACING OR METAL ROOF DECK, U.N.O. 9. NO LOADS SHALL BE SUSPENDED FROM THE STEEL JOIST OR JOIST GIRDER BOTTOM CHORD (EXCEPT AT THE PANEL POINTS). NO LOADS MAY BE SUSPENDED FROM STEEL JOIST BRIDGING MEMBERS. 1 0. DESIGN LOADS FOR JOIST AND JOIST GIRDER: DEAD LOAD : 22 PSF. (WITHOUT WEIGHT OF FRAMINGS.) LIVE LOAD : 27.5 PSF (SNOW LOAD) 11. DESIGN WIND UPLIFT FORCE OF THEATER ROOF: a) 38.05 PSF FOR 24' STRIP ALONG THEATER BUILDINGPERIMETER b) 26.3 PSF FOR REST OF THE THEATER ROOF 12. SEE SHEET S2.17 FOR DRAG LINES AND REQUIRED TOP CHORD D DRAG FORCE. SEE DETAIL 15/S1.3 FOR DRAG LINE NOTES AND DRAG LINE CONNECTION DETAILS. ALL WELDING FILLER METALS SHALL HAVE CVN TOUGHNESS OF 20FT -LB. AT -20'F. 10. ANCHOR RODS a). ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 105, GALVANIZED THREADED AND HEADED ANCHOR RODS. b). NUT OF ANCHOR RODS SHALL CONFORM TO ASTM A563 NUT, GRADE DH HEAVY HEX. c). SEE PLANS FOR ANCHOR ROD INFORMATION (SIZE, AMOUNT, EMBED) ALL MATERIALS & WORKMANSHIP TO CONFORM TO LATEST APPLICABLE CODE : 2003 INTERNATIONAL BUILDING CODE DIMENSIONS 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS ON JOB SITE WITH COMPLETE SET OF LATEST DRAWINGS. NOTES AND DI- MENSIONS SHALL BE CHECKED AND VERIFIED WITH ARCHITEC- TURAL AND STRUCTURAL DRAWINGS. ANY DISCREPANCIES IN NOTES OR DIMENSIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE COMMENCING WORK SO THAT PRO- PER REMEDIAL WORK CAN BE EXECUTED. 2. UNLESS SPECIFICALLY DETAILED ON THESE DRAWINGS, CON- TRACTOR SHALL FURNISH AND INSTALL ADEQUATE SHORING, BRACING, ETC. REQUIRED TO SAFELY EXECUTE ALL WORK AND SHALL BE FULLY RESPONSIBLE FOR THE SAME. 3. DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN SHALL BE CONSTRUCTED IN ACCORDANCE WITH DETAILS SHOWN FOR SIMILAR CONDITIONS AND MATERIAL. DESIGN LOADS A. ROOF: SNOW LOAD = 25 P.S.F. Is = 1.10 TYP. U.N.O. B. WIND DESIGN DATA: 1. BASIC WIND SPEED (3-SECOND GUST) = 85 MPH 2. WIND IMPORTANCE FACTOR Iw = 1.15 3. WIND EXPOSURE "C" 4. DETERMINATION OF WIND LOAD: a) IN ACCORDANCE WITH a) IN ACCORDANCE WITH SECTION 6 OF ASCE 7 -02 FOR ROOF HEIGHT > 60' b) USE METHOD 1- SIMPLIFIED PROCEDURE OF IBC 2003 FOR ROOF HEIGHT C 60' C. EARTHQUAKE DESIGN DATA. 1. SEISMIC IMPORTANCE FACTOR IE = 1.25, SEISMIC USE GROUP II 2. MAPPED SPECTAL RESPONSE ACCELERATIONS Ss= 1.424 g, Si = 0.488 g 3. SITE CLASSIFICATION E 4. SPECTRAL RESPONSE COEFFICIENTS SEs = 0.854 AND SDI = 0.781 5. SEISMIC DESIGN CATEGORY "D" 6. BASIC SEISMIC FORCE RESISTING SYSTEM: CONCRETE TOPPING OVER METAL DECK DIAPHRAGM & SPECIAL STEEL CONCENTRICALLY BRACED FRAMES 7. DESIGN BASE SHEAR: V = Cs W 8. SEISMIC RESPONSE COEFFICIENTS: Cs = 0.178 9. DESIGN COEFFICIENTS & FACTORS R = 6.0, .l2o =2, Cd =5 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS D. FLOOR LIVE LOAD (REDUCIBLE PER CODE) 1. FIRST FLOOR: 100 PSF /1000 LBS (UNIFORM /CONCENTRATED) 2. SECOND FLOOR: 100 PSF/ 1000 LBS 3. THIRD FLOOR: a. PARKING AREA: 40 PSF /3000 LBS (NON - REDUCIBLE) b. THEATER AREA: E I. SEATING AREA: 60 PSF II. LOBBIES: 100 PSF c. THEATER MEZZ: 50 PSF d. RESTAURANTS: 100 PSF E. STAIRS AND EXITS: 100 PSF (MIN. CONCENTRATED LOAD ON STAIR TREADS IS 300 LBS.) SITE PREPARATIONS 1. ALL EXCAVATIONS, PREPARATION FOR SLAB ON GRADE, DEPTH OF FOOTINGS, BACK FILL, ETC., SHALL BE PERFORMED IN ACCOR- DANCE WITH THE SOIL ENGINEER'S RECOMMENDATIONS. ANY DIS- CREPANCIES BETWEEN THE SOIL ENGINEER'S REPORT AND THE FOUNDATION PLANS MUST BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO INITIATING ANY EXCAVATION SO THAT PROPER REMEDIAL WORK CAN BE PERFORMED. CONCRETE 1. PORTLAND CEMENT SHALL BE TYPE II CONFORMING TO A.S.T.M. SPECIFICATION C 150. AGGREGATES SHALL BE NORMAL WEIGHT CONFORMING TO A.S.T.M. SPECIFICATION C 33, WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.04 %. LIGHT WEIGHT AGGREGATE SHALL CONFORM TOA.S.T.M. SPECIFICATION C330. USE SPECIAL TYPE OF CEMENT WHERE REQUIRED BY SOIL CONDITIONS - -SEE SOIL REPORT. NO FLY ASH IS ALLOWED. 2. ALL CONCRETE SHALL BE DESIGNED BY APPROVED LABORATORY, AND DESIGN MIX SHALL SUBMIT TO ARCHITECT /ENGINEER FOR REVIEW, AND OBTAIN APPROVAL PRIOR TO USE. MAXIMUM SLUMP SHALL BE 4 "± 1" U.N.O. CONC. TOPPING OVER METAL DECK : 3500 PSI CONC. TOPPING OVER METAL DECK (MEZZANINE OF THEATRE : 3000 PSI & 2ND FLOOR) BEAMS : 4000 PSI 1 28 DAY SLAB ON GRADE : 3000 PSI 0 28 DAY PILE CAPS : 4000 PSI @ 28 DAY AUGERCAST PILES & DEIVEN GROUT PILES :5000 PSI ®28 DAY CONC. FILL FOR STEEL PIPE PILES : 4000 PSI @ 28 DAY 3. CONCRETE SHALL CONTAIN A MINIMUM CEMENT CONTENT PER CUBIC YARD. 3000 PSI - 520 4000 PSI - 564 5000 PSI - 611 4. ALL CONCRETE SHALL HAVE THE FOLLOWING MAXIMUM WATER CEMENT RATIO COMPRESSIVE STRENGTH NON -AIR ENTRAINED 3000PSI 0.55 4000PSI 0.50 5000PSI 0.45 AIR ENTRAINED 0.50 0.45 0.40 5. PROVIDE 6% (±1%) AIR ENTRAINMENT IN ALL CONCRETE EXPOSED TO WEATHER. 6. UNLESS OTHERWISE SHOWN OR NOTED, CONCRETE COVER FOR REINFORCING BARS TO FACE OF BAR SHALL BE AS FOLLOWS: A. CONCRETE IN CONTACT WITH EARTH, UNFORMED - 3" B. CONCRETE IN CONTACT WITH EARTH, FORMED 6 THRU #11 2" #5 AND SMALLER 1 1/2" C. WALL, EXTERIOR FACE 1-1/2" D. WALL, INTERIOR FACE 1" E. STRUCTURAL SLABS 3/4" F. BEAMS, GIRDERS AND COLUMNS PRIMARY REINFORCEMENT 2" TIES, STIRRUPS & SPIRALS 1 1/2" 7. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. 8. DOWELS BETWEEN FOOTINGS AND WALLS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE WALL REINFORCING. 9. ALL CONCRETE ON THIS WORK SHALL BE REGULAR WEIGHT CONCRETE, UNLESS NOTED OTHERWISE. 10. NO PIPES OR DUCTS SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. SEE ARCHITEC- TURAL AND MECHANICAL DRAWINGS FOR LOCATION OF SLEEVES, MOULDS, FLOOR HINGES, ETC., TO BE CAST INTO THE CONCRETE. 11. VIBRATION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE PORTLAND CEMENT ASSOCIATION SPECIFICATION. 12. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF SEVEN DAYS AFTER ITS PLACEMENT: APPROVED CURING COMPOUNDS MAY BE USED IN LIEU OF MOIST CURING. REINFORCING STEEL 1. REINFORCING STEEL SHALL BE DEFORMED BARS OF INTER- MEDIATE GRADE CONFORMING TO A.S.T.M. SPECIFICATION A615 GRADE 40 FOR BARS #3 AND SMALLER: A615 GRADE 60 FOR BARS #4 AND LARGER. MESH REINFORCING SHALL CONFORM TO A.S.T.M. SPECIFICATION A 185. 2. REINFORCING STEEL FOR PILES, PILE CAPS, AND GRADE BEAMS SHALL BE DEFORMED BARS LOW ALLOY STEEL CONFORMING TO ASTM SPECIFICATION A706, Fy =60000 PSI MIN. 3. REINFORCEMENT MARKED CONTINUOUS MAY BE SPLICED BY LAPPING, AS PER DETAIL U.N.O. 4. MIN LAP OF WELDED WIRE FABRIC SHALL BE 6" OR ONE FULL MESH PLUS 2 ", WHICHEVER IS GREATER. 5. DOWELS FROM FOOTINGS SHALL BE OF THE SAME SIZE AND SPACING AS VERTICAL WALLS AND COLUMNS REINFORCEMENT, UNLESS NOTED OTHERWISE ON PLANS SEE FOR EMBEDMENT LENGTH SCHEDULE. 6. PROVIDE SPACER BARS, SPREADERS, CHAIRS, BLOCKS, ETC., AS REQUIRED TO SECURELY HOLD STEEL IN PLACE. 7. REINFORCING BARS CONFORMING TO ASTM A706 SHALL BE USED FOR RE -BARS REQUIRING WELDING. © 28 ® 28 DAY NORMGHT w WT .) DAY LI SHEET INDEX. (STRUCTURE) ST1 GENERAL NOTES L\ ,B\ ST2A ST3A ST3 3 ST4 ST2 T12 ST5 ST6 ST7 ST8 ST9 ST10 ST11 L \ ST S T14 15 1.0 1.1 a ST SD SD SD 2 13 .0 SD2.1 S1.1 S1.2 S1.3 52.1 52.2 S2.3 52.4 S2.5 52,6 S2.7 S2.8 52.9 L S2.10 52.11 52.12 52.13 52.14 S2.15 S2.16 52.17 52.18 52.19 /�� 52.20 /4\ S2.21 53.1 53.2 53.3 53.4 S3.5 53.6 53.7 S4.1 S5.1 5.:.2 S5.3 S5.4 S5.5 S5.6 S6.1 56.2 S8.3 56.4 56.5 56.6 56.7 ST1 S7.2 GRADE BEAM, PILE CAP, PILE DETAILS, AND ELEVATIONS PILE CAP TYPES & PILE CAP SCHEDULE TYPICAL BRACED FRAME DETAILS BRACED FRAME DETAILS TYPICAL DETAILS TYPICAL DETAILS DETAILS DETAILS EX DETAILS DETAILS DETAILS NOTES & DETAILS SECTIONS AND DETAILS TYPICAL DETAILS MISC. DETAILS MISC. DETAILS DEMOLITION PLAN OF (E) FOUNDATION DEMOLITION PLAN OF (E) FOUNDATION DEMOLITION PLANS OF (E) ROOF FRAMING DEMOLITION PLANS OF (E) ROOF FRAMING FOUNDATION PLAN AREA " A " FOUNDATION PLAN AREA "B" FRAMING NOTES 2ND FLOOR FRAMING PLAN AREA "A" 2ND FLOOR FRAMING PLAN AREA "B" 3RD FLOOR FRAMING PLAN AREA "A" 3RD FLOOR FRAMING PLAN AREA "B" THEATER MEZZANINE FRAMING PLAN LOW ROOF FRAMING PLAN ROOF FRAMING PLAN STAIR ROOF FRAMING PLANS PEDESTRIAN BRIDGE BETWEEN SEARS & PARKING A PLANS & DETAILS PARTIAL ENLARGE PLANS AT DROP AREAS COLUMN LOCATION PLAN (LEVEL 1) AREA "A" COLUMN LOCATION PLAN (LEVEL 1) AREA "B" DRAG LOCATION & COLUMN LOCATION PLAN (LEVEL 2) AREA "A" DRAG LOCATION & COLUMN LOCATION PLAN (LEVEL 2) AREA "8" DRAG LOCATION & COLUMN LOCATION PLAN (LEVEL 3) AREA "A" DRAG LOCATION & COLUMN LOCATION PLAN (LEVEL 3) AREA "B" THEATER ROOF DRAG LOCATION & METAL DECK PLAN PARTIAL FRAMING PLANS AT TOWER PARTIAL LEVEL 2 FRAM'G PLAN & PARTIAL EXISTG ROOF FRAM'G PLAN PARTIAL ROOF FRAMING & FOUNDATION PLANS PARTIAL FIRST & SECOND FLOOR PLANS AND DETAILS BRACED FRAME ELEVATIONS BRACED FRAME ELEVATIONS BRACED FRAME ELEVATIONS BRACED FRAME ELEVATIONS BRACED FRAME ELEVATIONS BRACED FRAME ELEVATIONS MOMENT FRAME ELEVATIONS ELEVATIONS WALL SECTIONS FRONT ELEVATION & SECTIONS FRONT ELEVATION & SECTIONS FRONT ELEVATION & SECTIONS FRONT ELEVATION & SECTIONS WEST ELEVATION & SECTIONS NEATER SEATING SECTIONS THEATER SEATING SECTIONS THEATER SEATING SECTIONS THEATER SEATING SECTIONS THEATER SEATING SECTIONS THEATER SEATING SECTIONS THEATER SEATING SECTIONS TYPICAL PROPOSED STAIR FRAMINGS (DEFERRED ITEM) SITE CANOPY PLAN, ELEVATION, & SECTION FILE COPY Permit No. Pia- review approval is sublect to errors end omissions. Approval o$ construction documents d0es not authorize the violation of opted or ordnance. �t Ot approved Fie ` ' ! :. ; i8 gate: and . City of TUkWII BUILDING DIVISION 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. REVIEWED bo8 z71 DEC 14 2008 REVIEWED FOR CODE COMPLIANCE APPROVED JUN - 3 1006 City Of Tukwila B ILDING DIVISION _. Thi. plan wan reviewed for general aonfoemim trio ibe ai untended by the j+Id %d€ctfun: Structural Provisions of the International Building Cade ❑ Non-structural Provision" of the Internet/2W Buiirlttratlf ❑ (Mew The prof sct applicant is respon iWe for conformance with MI applicable coda. wnaAilios of approval, sad permit rcquirc+ncnts subje x to the ressiromenis sad isiasTrwathw. ear governing authority. This review dues not relieve the MshiMd ad.Ltginese of &Dail aR Old responsibility for a castepiete dogs,. in auwr4aaas with sk taws of t gvverttins j j ur: isktioa ctioe end the c- kasting £ l : L I By t Date ZSI :Um hlIDDL INC • y 3 ('ode Review Cosisattaet HAY - 9 200$ ERMIT CENTER 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 SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT Registration N Consultants ANF & ASSOCIATES Consulting Structural Engineers JOB# 25906 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Approvals: Key Plan: NORDSTROM s 7. 633 Southcenter Moll Tukwila, WA., 98188 -2888 206-24-6-0423 [mss BULLETIN 4 06/12/2007 0 o n Tel: (626) 448 -8182 Fax: (626) 448 -8092 MEM t No. Revision it ADDENDUM C ADDENDUM E PLAN CHECK REVISIONS ADDENDUM G ADDENDUM I PLAN CHECK REVISIONS O ADDENDUM J BULLETIN 1 BULLETIN 3 n BULLE11N 4 Date 06/23/06 07/12/06 08/07/06 08/21/06 09/05/06 09/26/06 10/30/06 02/05/07 03/09/07 05/01/07 06/12/07 A A 0 A A A d 0 A A A A A A Sheet Title GENERAL NOTES Job No. Date 1129 ST1 Scale C9 co 0 rn to N co 0 0 u, N z 0 0_ c0 0 COMMUNITY DEVELOp}y, O .r v MINIMINIEMMIELNITMEMNIM _ /_ LII _IL I ' t fl ii l l 4 MI ■ (E)16 B 3 1/4 I6" (N)W11 ii ii r — 4 k t 4' -O" BE & (N)W 8 E© STL LOCATION OF (E) STEEL JOISTS TYP. E)W8x24 E)METAL DECK 24' -0" 10K SHORE (CUT HOLE IN EXISTING 14B FOR SHORING BEAM TO GO THRU MAX. 7 "DEEP x 6"WIDE HOLE) SEE DETAIL 4/— 1 REMOVED SEE LIPLANS 36 TO A/— BE FOR LOCATIONS. 4' -0" 2' -0" i I I lI I I I 1 I 4 I I TYP. 15K SHORE IN EXISTING SHORING B HOLE) MAX (E)COL. CAP (E)PILE CAP & PILE TYP. 24' -0" (CUT HOLE 16B FOR EAM TO GO 8 "DEEP x 6"WIDE DETAIL 4/— (E)STRUCTURE (N)W18x86 4 t (E)W8x24 4' -O" (E)14B22 CONSTRUCTION SEQUENCE: 1, REINFORCE THE EXISTING B14 & B16 & CUT HOLE FOR SHORING BEAM TO GO THRU AS PER DETAIL 4/ —. 2, INSTALL SHORING BEAM & SHORING POSTS. 3, REMOVE EXISTING COLUMN AS PER DETAIL 3/ —. 4, INSTALL BEAM W18x86 AS PER DETAIL 1/— & 2/ —. 5, PROVIDE SHIM PLATE AS PER DETAIL 5/ —. 6, REMOVE SHORING BEAMS & POSTS. NOTE: SEE SHEET ST1 OF CONSTRUCTION DOCUMENT OF WESTFIELD SOUTH CENTER FOR GENERAL NOTES (ST1 ATTACHED) 3Ci5 PARTIAL ROOF FRAMING PLAN 0 N 9 a N SCALE 1/8 „ _1 , _0” SECTION PARTIAL FOUNDATION PLAN SCALE 1 /4 " =1, -0" SCALE C 24' - 0" 24' - 0" 24' - 0" ®1 (E) METAL DECK ®2 (E) STEEL BM. SEE PLAN 0 (E) STIFFENER PL. ® (N) W18x86 (ASTM A992 OR A572, Fy =50KSI) ®5 (N) PL.3/8 "x5 "x1' -3" W/5 -7/8 "0 A325 —N BOLTS (SNUG TIGHT) ® (E) STEEL JOIST SEE PLAN ®7 (E) CAP PL3/8 "x6 "x1' -2" ® (E) COL. SEE PLAN TYP. BEAM TO 5601� .DWG COL. FLANGE (E) METAL DECK ® (E) STEEL BM. SEE PLAN ®3 (E) STIFFEREN PL. ®- (N) W18x86 TIGHT FIT AGAINST (E) 16B ®5 (E) STEEL JOIST SEE PLAN ® (E) COL & CAP PL TO BE REMOVED (SEE C/— FOR CONSTRUCTION SEQUENCE) DETAIL ® REMOVE (E) CONC. SLAB AS REQUIRED TO CUT (E) COL & FILL BACK W /NON— SHRINK GROUT (F'c =5,000PSI MIN.) ® (E) COLUMN 8WF24 TO BE REMOVED (SEE C/— FOR CONSTRUCTION SEQUENCE) ® (E) STRUCTURAL SLAB ® (E) PILE CAP ® SHORING POST ®2 SHORING BEAM ® (E) 14B OR 16B SEE PLAN ® (N) WEB OPEN'G FOR SHORING BEAM TO GO THRU. ® (N) PL.3/8x3x1' -2" TOP & BOTT. OF (N) WEB OPEN'G TYP. D ETAI L • n "` i mmmeAllemoomm 3/16" 0 (E) METAL DECK ®2 (E) STEEL BM. SEE PLAN ®3 (N) SINGLE OR MULTIPLE SHIM PL BETWEEN (E) BEAM & (N) W18 AS REVD ® (N) W18x86 D ETAI L D ETAI L 36 JL „ 5/16" \ o NOTE: SHORING BEAMS & POSTS DESIGNED BY SHORING CONTRACTOR (CAPACITY AS SHOWN ON C /--) coDE comP ulk �c ��wRO JUN - Of Tu�il ��� D VnEMED MAY 3 o REID MIDDLETON, INC. TO 4 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 ARCHITECTS NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON THE SPECIFIED PROJECT ONLY AND SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 4468 Registration No. Consultants 633 Southcenter Mall Tukwila, WA., 98188-2888 206 - 246 -0423 I EWRES (p -2/) ANF & ASSOCIATES Tel: (626) 448 -8182 Fax: (626) 448 -8092 Consulting Structural Engineers Approvals: Key Plan: 0 NORDSTROM JOB# 25906 9420 Telstar Ave., Suite 118, El Monte, CA 91731 d n A 0 0 A A Sheet Title macy§ !fl"'IIIIiI AREA OF WORK - (PROPOSED APPLE STORE) No. Revision PLAN CHECK 0 A A A A A A A A A A 0 A A A Job No. Date EL 7 4 Z008 S9.0 MAY - 9 2008 PERMIT CENT: PARTIAL FOUNDATION, ROOF FRAMING PLAN & DETAILS Date 05/02/08 Scale ECM RECE1 COMMU DEVELOP 'ENT 0 z 0_ N r rn CO N N I C - 3; 03 • z 0 v U) CO to 0 0 N N 0 a ____i_ _ _i_ _ _ /_ - ® I 4 MI r — 4 k t 4' -O" BE & (N)W 8 E© STL LOCATION OF (E) STEEL JOISTS TYP. E)W8x24 E)METAL DECK 24' -0" 10K SHORE (CUT HOLE IN EXISTING 14B FOR SHORING BEAM TO GO THRU MAX. 7 "DEEP x 6"WIDE HOLE) SEE DETAIL 4/— 1 REMOVED SEE LIPLANS 36 TO A/— BE FOR LOCATIONS. 4' -0" 2' -0" i I I lI I I I 1 I 4 I I TYP. 15K SHORE IN EXISTING SHORING B HOLE) MAX (E)COL. CAP (E)PILE CAP & PILE TYP. 24' -0" (CUT HOLE 16B FOR EAM TO GO 8 "DEEP x 6"WIDE DETAIL 4/— (E)STRUCTURE (N)W18x86 4 t (E)W8x24 4' -O" (E)14B22 CONSTRUCTION SEQUENCE: 1, REINFORCE THE EXISTING B14 & B16 & CUT HOLE FOR SHORING BEAM TO GO THRU AS PER DETAIL 4/ —. 2, INSTALL SHORING BEAM & SHORING POSTS. 3, REMOVE EXISTING COLUMN AS PER DETAIL 3/ —. 4, INSTALL BEAM W18x86 AS PER DETAIL 1/— & 2/ —. 5, PROVIDE SHIM PLATE AS PER DETAIL 5/ —. 6, REMOVE SHORING BEAMS & POSTS. NOTE: SEE SHEET ST1 OF CONSTRUCTION DOCUMENT OF WESTFIELD SOUTH CENTER FOR GENERAL NOTES (ST1 ATTACHED) 3Ci5 PARTIAL ROOF FRAMING PLAN 0 N 9 a N SCALE 1/8 „ _1 , _0” SECTION PARTIAL FOUNDATION PLAN SCALE 1 /4 " =1, -0" SCALE C 24' - 0" 24' - 0" 24' - 0" ®1 (E) METAL DECK ®2 (E) STEEL BM. SEE PLAN 0 (E) STIFFENER PL. ® (N) W18x86 (ASTM A992 OR A572, Fy =50KSI) ®5 (N) PL.3/8 "x5 "x1' -3" W/5 -7/8 "0 A325 —N BOLTS (SNUG TIGHT) ® (E) STEEL JOIST SEE PLAN ®7 (E) CAP PL3/8 "x6 "x1' -2" ® (E) COL. SEE PLAN TYP. BEAM TO 5601� .DWG COL. FLANGE (E) METAL DECK ® (E) STEEL BM. SEE PLAN ®3 (E) STIFFEREN PL. ®- (N) W18x86 TIGHT FIT AGAINST (E) 16B ®5 (E) STEEL JOIST SEE PLAN ® (E) COL & CAP PL TO BE REMOVED (SEE C/— FOR CONSTRUCTION SEQUENCE) DETAIL ® REMOVE (E) CONC. SLAB AS REQUIRED TO CUT (E) COL & FILL BACK W /NON— SHRINK GROUT (F'c =5,000PSI MIN.) ® (E) COLUMN 8WF24 TO BE REMOVED (SEE C/— FOR CONSTRUCTION SEQUENCE) ® (E) STRUCTURAL SLAB ® (E) PILE CAP ® SHORING POST ®2 SHORING BEAM ® (E) 14B OR 16B SEE PLAN ® (N) WEB OPEN'G FOR SHORING BEAM TO GO THRU. ® (N) PL.3/8x3x1' -2" TOP & BOTT. OF (N) WEB OPEN'G TYP. D ETAI L • n "` i mmmeAllemoomm 3/16" 0 (E) METAL DECK ®2 (E) STEEL BM. SEE PLAN ®3 (N) SINGLE OR MULTIPLE SHIM PL BETWEEN (E) BEAM & (N) W18 AS REVD ® (N) W18x86 D ETAI L D ETAI L 36 JL „ 5/16" \ o NOTE: SHORING BEAMS & POSTS DESIGNED BY SHORING CONTRACTOR (CAPACITY AS SHOWN ON C /--) coDE comP ulk �c ��wRO JUN - Of Tu�il ��� D VnEMED MAY 3 o REID MIDDLETON, INC. TO 4 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 ARCHITECTS NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON THE SPECIFIED PROJECT ONLY AND SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 4468 Registration No. Consultants 633 Southcenter Mall Tukwila, WA., 98188-2888 206 - 246 -0423 I EWRES (p -2/) ANF & ASSOCIATES Tel: (626) 448 -8182 Fax: (626) 448 -8092 Consulting Structural Engineers Approvals: Key Plan: 0 NORDSTROM JOB# 25906 9420 Telstar Ave., Suite 118, El Monte, CA 91731 d n A 0 0 A A Sheet Title macy§ !fl"'IIIIiI AREA OF WORK - (PROPOSED APPLE STORE) No. Revision PLAN CHECK 0 A A A A A A A A A A 0 A A A Job No. Date EL 7 4 Z008 S9.0 MAY - 9 2008 PERMIT CENT: PARTIAL FOUNDATION, ROOF FRAMING PLAN & DETAILS Date 05/02/08 Scale ECM RECE1 COMMU DEVELOP 'ENT 0 z 0_ N r rn CO N N I C - 3; 03 • z 0 v U) CO to 0 0 N N 0 a