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Home My WebLink AboutPermit D08-165 - WESTFIELD SOUTHCENTER MALL - SUSHI ITTO - STRUCTURAL SUPPORTSUSHI ITTO 2600 SOUTHCENTER MALL FC -13 08 -165 Parcel No.: 6364200010 Address: 2600 SOUTHCENTER MALL TUKW Suite No: 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 Tenant: Name: SUSHI ITTO Address: 2600 SOUTHCENTER PY FC - 13 , TUKWILA WA Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Phone: Cityi>f Tukwila • DEVELOPMENT PERMIT Contact Person: Name: RYAN O'NAN Address: 633 SOUTHCENTER MALL, TRAILER #3 , TUKWILA WA 98188 Phone: 626 216 -6156 Contractor: Name: IRONMAN STEEL ERECTORS INC Address: 4041 74 AVE SE , OLYMPIA WA 98501 Phone: 360 - 491 -9353 Contractor License No: IRONMSE981PM DESCRIPTION OF WORK: STRUCTURAL SUPPORT FOR TENANT CEILING LID AND CEILING STRUCTURE. ** *LANDLORD SCOPE OF WORK * ** Permit Number: D08 -165 Issue Date: 04/21/2008 Permit Expires On: 10/18/2008 Expiration Date: 10/14/2008 Value of Construction: $50,000.00 Fees Collected: $1,369.05 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006 Type of Construction: Occupancy per IBC: 0004 doc: IBC -10/06 * *continued on next page ** D08 -165 Printed: 04 -21 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Permit Center Authorized Signature: doc: IBC -10/06 City a•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 N N Start Time: Volumes: Cut 0 c.y. 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 Date: Permit Number: D08 -165 Issue Date: 04/21/2008 Permit Expires On: 10/18/2008 Number: 0 Size (Inches): 0 End Time: Fill 0 c.y. Start Time: End Time: Date: .-% v E( 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 construct' • • • e • - • - ance of work. I - uthorized to sign and obtain this development permit. 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. D08 -165 Printed: 04 -21 -2008 Parcel No.: 6364200010 Address: 2600 SOUTHCENTER MALL TUKW Suite No: Tenant: SUSHI ITTO 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 Permit Number: D08 -165 Status: ISSUED Applied Date: 04/02/2008 Issue Date: 04/21/2008 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. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: 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. 6: 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. 7: 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. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. doc: Cond -10/06 * * continued on next page ** D08 -165 Printed: 04 -21 -2008 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 construction or the performance of work. Signature: • 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 Print Name: / - 7 e / .2! doc: Cond -10106 D08 -165 Date: ordinances governing or local laws regulating Printed: 04 -21 -2008 r A Company Name: Mailing Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us ' ''7:;',�"t;p.<.K• if ""'r�'; Yniti'. lf4't3?n>1 • � par Prolect;N ' ah- va{� fSYtY �y 3 N `Lt 1V r 'c..r t t.l kEh • �3 ; (For office-use � 'onty) 1 +a•+ttt di'ysu�s.`; 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 ** Property Owners Name: 1 4 ) e 51' g` e 0-0-7 - Mailing Address : - J / CZ)/ 14)i / j , i re - - F/✓4 - / / ? ' " ? I Name: RBI a_.-t 0 l /v cl » Mailing Address: 633 Sc) �i c e- �i,✓ T v /ems,' # E -Mail Address: r0 n4 h Q we- 'r (mod . c�r� Contact Person: E -Mail Address: Contractor Registration Number: Company Name: ! r t DA .5 V Sh4 Mailing Address: 2 4 -/ is?" 4ve el k e tin i f 705 Contact Person: D4 v i c2- l-f,-,' 4.. E -Mail Address: da vi et • Contact Person: - E-Mail Address: Q :Wpplications`.Fom,s- Appbcanons On Line'3 -2006 - Permit Application.doc Revisal: 9 -2006 bh King Co Assessor's Tax No.' 6 2t --pe5 /b Site Address: 2 Z-00 F e . -/ 3 So'i > L A e P�2_y ilk /) - ktvi /.Suite Number: Floor:. _ _ __ _ _ r WA`?8t8? Tenant Name: Sushi' Zito New Tenant: 12 Yes ❑ .. No l05 Ayt U �Clpc City CONTACT PERSON =•who do we contact when your permit is ready to be issued Day Telephone: • '/a cit Fax Number: GENERAL INFORMATION (Contractor Infoi oration forMechanie (pg 4)'for Pluinbing Gas Piping (pg Company Name: _7D - Be. .i)e le---77121; n d Mailing Address:- _- Zip City Day Telephone: Fax Number: Expiration Date: ARCHITECT OF RECORD - All plans must be wet'stamped by Architect of 'Record SeAltie Statc 4 2L_2.j (./ State Zip Zip State Zip Z0C— 7/ 3 - 1 8" 2 -3 City Day Telephone: Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record. • City Day Telephone: Fax Number: - Page 1 of 6 State Zip . Existing Interior Remodel • .. ..Addition to .. Existing ' • " . Structure .. .New • . , Type of ' - Construction per'. IBC .... TYPe of • 'Occupancy per IBC' . ' 1' Floor • ' 2n Floor " • .„... • . • s? q 71 --,6 A._ ,s_ 3' Floor . Floors • .' , ,, • thru • Basement Accessory, Structure* ' • Attached Garage • Detached Garage . Attached Carport • Detached Carport Covered Deck • • Uncovered Deck v BUILDING PERMIT INFORMATION.- 206 -431 -3670 Will there be new rack storage? ❑ Yes Lot Area (sq ft): Q:\Application.aomts- Applications On Line3-2006 - Permit Application.doc Revised: 9 -2006 bh Valuation of Project (contractor's bid price): $ SU 00 0 Existing Building Valuation: $ Scope of Work (please provide detailed information): S (-ty - C e -; I; v 1, 4 C d C e i i n � rti c � 'No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage 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: 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: ar Sprinklers I Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes [fl 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. 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 Signature: 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). Print Name: /97/1 /4 f FbD /e'GRD Day Telephone: Z06 - 2— �0 7/ Mailing Address: 623 S e 46 3 Date Application Accepted: AUTHORIZED NT: cam, 4 0 (2- 1 a � Q:NpplicarionSIFomu- Applications On Line'3 -2006 - Pemtit Application.doc Revised: 9 -2006 bh Date Application Expires: 717,kt,)1 /4 City Iola ocl Date: Y/2/6 9 State Zip Staff Initials: Page 6 of 6 Parcel No.: 6364200010 Permit Number: D08 -165 Address: 2600 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 04/02/2008 Applicant: SUSHI ITTO Issue Date: Receipt No.: R08 -01242 Initials: WER User ID: 1655 Payee: WESTFIELD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 06012365 831.50 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Account Code Current Pmts 000/322.100 000/386.904 RECEIPT Total: $831.50 Payment Amount: $831.50 Payment Date: 04/21/2008 08:45 AM Balance: $0.00 827.00 4.50 1401 04/21 9710 TOTAL 831.50 doc: Receiot -06 Printed: 04 -21 -2008 Receipt No.: R08 - 01012 Payee: ERIK S BARTH ACCOUNT ITEM LIST: Description PLAN CHECK -. 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 Payment Check 221 537.55 TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Parcel No.: 6364200010 Permit Number: D08 -165 Address: 2600 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 04/02/2008 Applicant: SUSHI ITTO Issue Date: Initials: JEM Payment Date: 04/02/2008 01:19 PM User ID: 1165 Balance: $831.50 Account Code Current Pmts 000/345.830 537.55 Total: $537.55 Payment Amount: $537.55 '.6,59 04/02 9710 TOTAL 537.55 doc: Receiot -06 Printed: 04 -02 -2008 Project: ,..- S � :s k; o of Inspection: r.Az/ `,1 Address: 7 66 04..,U Date Called: Special Instructions: Date Wanted: 74,//0 � . pm. p, Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila,..WA 98188 Approved per applicable codes. Corrections required prior to approyal. COMMENTS: jTd'�IL A.� S4 1 I\�wPPL-F1d1A�j CO t e f-eA ru,A.A a ()p rha-ii h� ram 0.4. 1 Inspector: (Date: 7,.//e / $60.00,.R INSPECTION FEE REQUIRED. Prior to inspection, fee must be paid aY6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: a pOT-16.5 PERMIT NO. (206)431 -3 7 • Project: Sx -5q / Type of Ins ection: 2/m/4/6 Address: _26 i .41/ Date Called: Special Instructions: Date Wanted: ! _, -. -/ 6 - OZ p.m. Requester: Phone No 375 - 2 5 - l -1 /T y& INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: '1 r Inspector: j ... t•lebatdiS Date: 101‘eAD El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: ti Structural Calculations I?iir: r , Sushi Itto Southcenter Mall Client: Modus V Studio March 5, 2008 rr' SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue • Suite Too • Seattle • WA 98121 Office 206.443.6212 Fax 206.443.4870 RECEIVED CITY OF TUKWILA APR 0 2 2008 PERMIT CENTER Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4609 Longitude = - 122.25998 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.430 (Ss, Site Class B) 1.0 0.490 (S1, Site Class B) Conterminous 48 States 2000 NEHRP Seismic Design Provisions Latitude = 47.4609 Longitude = - 122.25998 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.1 deg grid spacing Period Sa (sec) (g) 0.2 1.351 (Ss, Site Class B) 1.0 0.465 (S1, Site Class B) Conterminous 48 States 1997 NEHRP Seismic Design Provisions Latitude = 47.4609 Longitude = - 122.25998 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.1 deg grid spacing Period Sa (sec) (g) 0.2 1.351 (Ss, Site Class B) 1.0 0.465 (S1, Site Class B) Z _ Te sz. L A 4 LYS LS S = 1.11 S l _ D . G[ -ss b ocL. G4T = Fq = /,O Fes= / 'S Sys = /3 ( ►. 6)0. = o, 96- ‘1 = Z/3 ( i •s) (o R = i.z I = / r a e 5 - 0, qs //?zsl _ 0, V = '_ 76 (,,) &lopt? G ,t/T / Co A-1 5 YSTfg: �., /EIG)+T EI-DO 1 = 4sC1k (FKol\ M ec ENGI ) BL4Ck CEIC./NG = 33S s.F. [3.IPsF6) + £Psf I,SPs,<]= 9,Zs - t01 b B.) (5-of 5Ts) (PLY) STOzUCT U QA L ST8 L = z, zoo I 6 ti /A S = 6- Ps F ( Z �Z S. > r ) = 1, / 6 0 1 6 7 7 : ) 7 7 4 L _ = e, O ‘o /1, `/=D.76 69,06oib) _ ‘.(Zk VAsi) = 6.1Zk (0,7) = 4. 3 k AYE use- (4) 14-SS CoLumNis Lo AD 1.07 k-/cc. (-WAN) 7-0 (Le-..s s rris SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 9812 Tel: 206.443.6212 Fax: 206.443 4870 Tacoma: 932 Broadway • Tacoma. WA 98402 Project Date Proj. No. SKN Design _ Sheet C ANT Leve C O L.v•vN /•07k — 4 S•S <Vwc i GAsE) 1.07k(51s) =s.qk' USE HSS 4r4x %4 - PE _ /8 KS! L � ' M 3 = 0. 4S ��z ra S WO S A STRUCTURAL ENS ENGIN N AY FAGET CORPORATION Seattle: 2124 Third Avenue • Suite 100 Seattle • WA 9812 Tel: 206.443 .6212 Fax: 206.443 -4870 Tacoma: 932 Broadway -Tacoma_ WA 98402 3 us Hi: J- I T o Project Date Pro'. No. SK N Design L - Z Sheet • VERTICAL FIZAM1NCs- LIVE LOAD = 3Gb1h. PC)//•/ LOA( ANY \•./NE12 (FkoM MA IN T) IV e \../0 2KE0.') P =3c b = 0.18r< AN= 4 : : ) • . 6 ' BeA /i\ ,4 L = zB A+ /7244 CCU. S .w, Q• 3o015 MAN (MID 3PAN1 R = /.ok B.Ik g EAM l.j T 47 - x " • 800 s /6 -43 16 a.c, 4,p L = 1 1, A = = Z5 RI 1 - Lo Rz = 3.o k If 35 fax 'IN 1 /4 6 \,,/8x 15 - 8.1ks► drtc- = O.6' 1 408 /-15S /Zx2x V,g 02 wIZc16 =, —1..s / j EAM r L =Z =3 s' zo�gv� 0,31. -0.6k R, = - 0.6k Rt.." 1 /k M I,3k w = z 4 oi P ° LISk R1 -0.31a RL' /,8k 9.8 k' BE.4 M. D: L =l1' A 6 w = 70//i0 P= D,4k R 1..s'k /v\ mil. Lk' g e ;M E /6 ' ( # /, 0 - Ft= 3K Art_ 0 f-ISS 8x arc ) OR W8• r1 8.1K A- _.. 6. " '/50 7 1 4 S .S 8 x 2.. %q• op_ Wgxt3 ..cb= 6.aksl P 446 1{ SS % %t% 0 4 \8x'3 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 9812 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 932 Broadway • Tacoma WA 98402 Project S us w= 1 To Date Proj. No. sK Design \/— Sheet vE 2-7 I c4 L a 4 CA\ IN 6- PLATE G : C OL)M JU \A (5) \-/ /De rL,4t/ CDLUMN =I,B j4 = bsk( -1 = - 7- 2k T =L = 7.2 -•/ 2-1-k C z) 3 /4 "4? e,o GT5 stK 7•2_k //• s,,.,' = 9•SI-sI ( L Icy/ oK. `{� = 3.41 A = 3.7 A" A-L L A -,eoU' fL OK S WO ET A STRUCTURAL ENS ENGINEER N SAY G FAG CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 9812 Tel: 206.443.6212 Far: 206 443 4870 Tacoma: 932 Broadway Tacoma WA 98402 S US I 1-17° Project Date Proj. No. , k 1-I Design V ^ 2 Sheet 4 GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2006 EDITION). 2. DESIGN LOADING CRITERIA CEILING hIVE LOAD (CONCENTRATED) 300 LBS MECHANICAL UNITS WEIGHTS FURNISHED BY MANUFACTURER EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: CANT. COLUMN, Cs =0.76, Vs = 6.12 KIPS SITE CLASS =D, Ss =143, Sds =95, S1 =49, SD1 =49, SDC D, Ie =1.0, R =1.25 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND /OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND /OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. STRUCTURAL STEEL APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP. DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. QUALITY ASSURANCE 12. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION STRUCTURAL STEEL FABRICATION AND ERECTION PER TABLE 1704.3 EPDXY GROUTED INSTALLATIONS PER MANUFACTURER RENOVATION 13. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. ANCHORAGE 14. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT 3" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ESR -1385, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. 15. EPDXY - GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT RE 500" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ESR -2322. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A -36 UNLESS OTHERWISE NOTED. 16. DRIVE PINS AND OTHER POWDER- ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE (SERIES X =DNI, 0.145" DIAMETER UNLESS OTHERWISE NOTED) AS MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT, INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ER -1633: MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. STEEL 17: STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: 1. EITHER AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE: 2. MARCH 18, 2005 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED AS FOLLOWS. A. AS NOTED IN THE CONTRACT DOCUMENTS. B. BY THE DELETION OF PARAGRAPH 4.4.1. C. REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 18, STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION Fy A. WIDE FLANGE SHAPES A992 50 KSI B. OTHER SHAPES, PLATES, AND RODS A36 36 KSI C. PIPE COLUMNS A53 (E OR S, GR.B) 35 KSI D. STRUCTURAL TUBING A500 (GRADE B) (SQUARE OR RECTANGULAR) 46 KSI (ROUND) 42 KSI E. CONNECTION BOLTS A325 -N (3/4" ROUND, UNLESS SHOWN OTHERWISE) 19. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 20. ALL A -325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 21. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT -LBS AT -20 DEGREES F AND 40 FT -LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 22. COLD - FORMED STEEL FRAMING NOTES- -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. THE CONTRACTOR SHALL PROVIDE A QUALITY CONTROL PROGRAM OVER ALL BABRICATION AND ERECTION ACTIVITY THROUGH THE USE OF AN INDEPENDENT TESTING AGENCY AND /OR A QUALIFIED REPRESENTATIVE OF THE STEEL MANUFACTURER. THE CONTRACTOR SHALL OBTAIN MILL CERTIFICATION FROM THE GAUGE STEEL MANUFACTURER OR SHALL SUBMIT TENSILE TESTS AND GALVANIZATION TESTS TO THE ENGINER OF RECORD TO VERIFY THE ADEQUACY OF THE GAUGE MATERIALS. B. COLD - FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAUGE SHOWN ON THE PLANS. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, REFER TO SIZES AS PUBLISHED BY THE STEEL STUD MANUFACTURERS ASSOCIATION, ICBO ER- 4943P. PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH, ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE' STRUCTURAL ENGINEER PRIOR TO FABRICATION. ALL COLD FORMED STEEL FRAMING SHALL CONFORM TO THE AISI, "STANDARD FOR COLD FORMED STEEL FRAMING." DESIGNATION: 600 S 200 = 54 C. MATERIAL: METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: ASTM A653, GRADE 50 ASTM A653, GRADE 33 DEPTH MEMBER FLANGE MATERIAL STYLE WIDTH THICKNESS(MILS) Fy = 50 ks Fy = 33 ksi WHERE NOTED, PAINTED STUDS SHALL CONFORM TO: ASTM A570, GRADE E Fy = 50 ksi ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM' TO: ASTM A36 Fy = 36 ksi 12, 14, AND 16 GAUGE 1'8 AND 20 GAUGE D. 'ACCESSORIES SHALL BE OF THE TYPE, SIZE, AND SPACING SHOWN ON THE DRAWINGS OF A MINIMUM 16 GAUGE MATERIAL UNLESS OTHERWISE SPECIFIED. FASTENING OF COMPONENTS SHALL BE BY WELDING OR SCREWING OR BY OTHER MEANS OF FASTENING AS INDICATED ON THE DRAWINGS. WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION: WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC -RICH PAINT. E. SCREWS: ALL SCREWS (REFERRED TO AS TEK) SHALL BE SELF- TAPPING SELF - DRILLING FASTENERS THAT ARE ZINC COATED AS MANUFACTURED BY HILTI KWIK -FLEX (ICBO #4780), OR APPROVED EQUAL. THE MINIMUM SCREW S:[ZE /TYPE /POINT SHALL BE #8 -18 ( # POINT) OR #10 -16 ( # POINT) FOR USE IN 20 GAUGE THROUGH 16 GAUGE, AND #10 -16 ( #3 POINT) OR #12 -14 ( #2 OR #3 POINT) FOR HEAVIER THAN 16 GAUGE UNLESS NOTED OTHERWISE. SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND TYPE FOR A POSITIVE SHEATHING -TO -METAL CONNECTION. ALL SCREW CONNECTIONS SHALL BE MADE FROM THE LIGHTER MATERIAL INTO THE HEAVIER MATERIAL UNLESS NOTED OTHERWISE. SCREWS SHALL HAVE A MINIMUM PROJECTION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED AND SHALL HAVE MINIMUM EDGE DISTANCES AND CENTER TO CENTER SPACINGS OF 1 -1/2 AND 3 SCREW DIAMETERS, RESPECTIVELY. ALL SCREWS SHALL CONFORM TO SAE J78 AND SHALL BE COATED WITH A CORROSIVE - RESISTANT COATING. THE SCREW MANUFACTURER SHALL PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTELMENT, UPON REQUEST. F. WELDING OF COLD - FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. G. WALL FRAMING REFER ARCHITECTURAL DRAWINGS FOR ALL STUD WALLS NOT SHOWN. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 800S162 -54 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED; SOLID BLOCK ING FOR MULTI -STUD OR STEEL COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS FULL WIDTH - BLOCKING AT MID- HEIGHT OF ALL STUD WALLS OVER 10' IN HEIGHT. ALL STUD WALLS SHALL HAVE THEIR BOTTOM TRACKS ATTACHED TO FRAMING BELOW WITH #8 SCREWS AT 24" 0.C. OR ATTACHED TO CONCRETE WITH 0.145" DIAMETER DRIVE -PINS @ 24" 0.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT -UP POSTS SHALL BE WELDED TO EACH OTHER IN ACCORDANCE WITH THE DETAILS. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND STRAP BRACING; WHEN NOT OTH ERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES SCREWED TO ALL STUDS, TOP AND BOTTOM TRACKS, AND BLOCKING WITH SCREWS AT 12" 0.C. TRACK SECTIONS SHALL MATCH THE WALL STUD GAUGE, BE UNPUNCHED AND HAVE AT LEAST 1 -1/4" FLANGES. BRIDGING AND BRACING IS TO BE INSTALLED AT ALL COLD FORMED STEEL BEARING WALLS. BRIDGING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE STRUCTURAL PLANS, OR THE CONTRACTOR SHALL EMPLOY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON TO DESIGN AN ALTERNATE BRACING SYSTEM. IF AN ALTERNATE BRACING SYSTEM IS USED, THE CONTRACTOR SHALL 'SUBMIT STAMPED DRAWINGS AND CALCULATIONS TO THE ENGINEER OF RECORD WHICH DEMONSTRATE THAT THE BRACING SYSTEM WAS DESIGNED TO PROVIDE PERMANENT WEEK AXIS BRACING OF THE STUDS UNDER CODE PRESCRIBED LOADS. DOCUMENTATION SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. WOOD 23. FRAMING LUMBER SHALL BE KILN DRIED OR MC - 19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR NO. 2 AND BEAMS: MINIMUM BASE VALUE, Fb = 850 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS - FIR -LARCH OR HEM -FIR NO. 2 24. PLYWOOD SHEATHING SHALL BE GRADE C -D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1. ORIENTED STRAND BOARD OF EQUIVALENT 'THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. CEILING SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16. FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. 25. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 26. PRESSURE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD. PRESSURE TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO A RENTION OF 0.25 PCF. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO A RETENTION OF 0.60 PCF. SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WEATHER. FASTENERS AND TIMBER CONNECTORS IN DIRECT CONTACT WITH ACQ -A, CBA -A, CA -B, OR SBX TREATED WOOD SHALL BE G185 OR A185 HOT DIPPED OR CONTINUOUS HOT - GALVANIZED PER ASTM A653. FASTENERS AND TIMBER CONNECTORS IN DIRECT CONTACT WITH ACZA TREATED WOOD SHALL BE TYPE 304 OR 316 STAINLESS STEEL. 27. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C -2008. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC -ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDAT IONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIT" SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE -HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. 28. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 8d 2 =1/2" 0.131" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (2005 EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 29. WOOD FRAMING NOTES- -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON- CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON- CENTER TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/ TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T &G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH .16d @ 12" ON- CENTER UNLESS OTHERWISE NOTED. ri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue -Suite 100-Seattle-WA 9812 Tel: 206.443 6212 Fax: 206- 443-4870 Tacoma: 932 Broadway • Tacoma • WA 98402 Project Date Prof. No. Design 34 3 46 V ET. v l ,, sT I F , V,/H EKE BEAML Do EsN'T oCW.0 z i/ i-I ss PER P( ...,4N/ /9 sfl FFENFt 13E-\ PER PC W µERE SEAM D c u k 5 � PRoV, DE r� w /(?) „ O &L_Ts- S WO ET A STRUCTURAL ENS ENGINEERING N SAY FAG CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 9812 Tel: 206.443 .6212 Fax: 206.443.4870 Tacoma: 932 Broadway -Tacoma • WA 98402 Project Date Proj. No. Design Shaat 2> NA►Lt LA.." 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F, ELD _ ■ ■ 1 z f r ✓ 7 \ /'GSx }).S �Y (cu(.vea <4 3 SCE De TA/L. 1.../ FOR CHAN -N"JEL 7 WIDE Ft.A -NG-E Cc NNE GT N O NJ 1 7yP 2 BEA/A To P_EAP ) H _S5 4 ,(V- (rp (4) FC.AGES a 800 /6Z- 93 ryP L1• O- 3 S TRUC TURA CALCULATIO For Architect F LE COPY Permit No. ANF & Consulting Structural Engineers Platform Supporting The Hanging Soffit Sushi Itto South Center Mall Tukwila, Washington Westfield Design & Construction 11601 Wilshire Blvd.. 1 lth Floor Los Angeles. CA 90025 -1748 (310) 478 -4456 Po% 9420 Telstar Avenue. Suite 1 18, El Monte, California 91731 Tel: (626) 448 -8182 Fax: (626) 448 -8092 Email: anf1688 @pacbell.net EC ED CITY OF TUKWILA APR 02 [008 PERMIT CENTER 28909.00 Tel: (626) 448 -8182 ANF & ASSOCIATES Fax (626) 448 -8092 Consulting Structural Engineers E-mail: anf1688@paebell.net JOB No O B r yov DATE SH. 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IT `et<ei, E E '3 F f yeT 4, 4_0A Did r To r 0 Loads: BLC 1, ANF & Associates M N1 - .25k/ft untitled.r3d Mar 20, 2008 at 4:02 PM Loads: BLC 2, Results for LC 1, tl ANF & Associates MMW untitled.r3d 12 Mar 20, 2008 at 4:08 PM Loads: BLC 2, Results for LC 1, tl ANF & Associates MMW Mar 20, 2008 at 4:08 PM untitled.r3d L Lj Loads: BLC 2, Results for LC 1, t ANF & Associates MMW Mar 20, 2008 at 4:08 PM untitled.r3d 12 i Loads: BLC 1, Results for LC 1, t ANF & Associates MMW - .25k/ft 2 Mar 20, 2008 at 4:09 PM untitled.r3d /7 1 1 N10 0 0 6.921 0 0 0 1.4 7 0 0 0 3 1 N11 0 0 10.38 0 0 0 1 _ N.} 0 '; 4'13 ®' 0; 5 1 Totals: 0 0 22.864 • c �.. Company : ANF & Associates Designer : MMW Job Number : Joint Reactions (Bv Combination) Y fkl Z fk MX fk -ft Mar 20, 2008 4:11 PM Checked By: MY fk -ft MZ fk -f RISA -3D Version 5.0d [C: \RISA \sushi - itto- 03- 08.r3d] Page 1 Company : ANF & Associates Designer : MMW Job Number : Member ASD Steel Code Checks (Bv Combination) RISA -3D Version 5.0d [C: \RISA \sushi - itto- 03- 08.r3d] P Mar 20, 2008 4:12 PM Checked By: LC Member Shape UC Max Loc[ftl Shear U... Loc[ft] Dir Fa[ksi] Ft[ksi] Fby[ksi] Fbz[ksi] Cb Cmy Cmz E .121 1 0 5 0 1 1 1 1 1 M1 M3 M2 M4 M7 M9 M11 M12 HSS16X8X6 HSSI6X8X6 HSS10X8X6 HSS 0X8X6 1 HSS10X6X6 HS1 OX6X HSS10X6X6 W36X182 . .028 MW , W X18 2 ,06 ' . W36X182 .138 6 .069 .065 .085 .041 14 3.021 8.754, 5.977 4.625, 6 .375 0 .018 1 2 6 8 M ,088 0 050 5,7 15 2 27.6 30 36 24.266 27.6 30.36 30.36 1 .6 .85 27.127 27,6 30.36 30.36 1.75 .441 .6 21.662 27.6 30.36 30.36 1 .6 .85 21.662 27.6 ;€ . 27.6 27.6 1' .6 .85 20.881 27.6 30.36 30.36 1.75 .85 .6 20.422 27,6 .30.36 30.31 28.105 30 37.5 27.145 30 375 33 1.75, .6 .6 33 1.245 .6 H 2.917 .030 .063 .016 .032 .027 .020 019 .017 .012 6.375 v 22.695 .008 14 v 17.135 0 y 25.989 v 0' z v 11.673 y 12.75 z v 0: y .863. y 8.754 y 20.356 27.6 27.6 30 30 27.6 37.5 37.5 30.36 30 30 1.927 1.116 1,75 .6 .6 .6 q .6 H1 -2 H1 -2 .536 H1 -2 H1 -2 H1 -2 H1-2 ", H1 -2 1-2 H1 -2 .83 H1 -2 .91 H1 -2 H1 -2 Page 2 n Company : ANF & Associates Designer : MMW Job Number : Member Primary Data Mar 20, 2008 4:12 PM Checked By: e Material Design Rules 1 3 5 7 9 10 11 2 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12` N1 N2 N4 N5 N3 'N7 N8 N3 N11 N9 N2 N2 N3 N5 N7 N8 N4 N6 N9 N2 N5 12 90 90 90 90 90 90 90 90 HSS16X8X6 HSS16X8X6 HSS10X8X6 HSS10X8X6 HSS10X6X6 10X6X6 HSS10X6X6 HSS10X6X6 W36X182 W36X182 W36X182 X1 Tube Tub Tube Tube Tube Tube Tube Tube Wide Flange Wide Flange Wide Flange Wide Flange yp Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam A500 46 A500.46 A500 46 A500 46 A500 46 A500 40 A500 46 A500 46 A572Grad... A572Grad A572Grad... A572Grad .. Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical 90 90 Typical Label I Joint J Joint K Joint Rotate(deg)_ Section /Shape Design List T RISA -3D Version 5.0d [C: \RISA \sushi - itto- 03- 08.r3d] Page 3 TIA: (626) 448-8182 ANF & ASSOCIATES Fax (626) 448-8092 Consulting Structural EnginECES anf16880 1 9420 Ulster Avenue, Suite 118, 131 Monte, CA 91731 v (E 6rk. Fok )akif/A4 40„4D U $ E - Tro otica. tor . 9TRIXTbfAL._ SIA Or SEE ST1 SHEET FOR GENERAL NOTES' Joe No BY DATE 4 FR RAM Floor Type: 13 -9 c0 RAM Steel v11.2 DataBase: 25906- sushi - ltto- 3- 2 -08 -a Building Code: IBC s co N. 7;,; 1755 677 1749 724 CO r Floor Map Nr CO 723 748 c0 ti 125 06/22/07 12:35:21 Steel Code: AISC LRFD 1I1 RAM Floor Type: 13 -9 RAM Steel v11.2 Data Base: 25906- sushi- ltto- 3- 2 -08 -a Building Code: IBC W12x14 /8 W36x182 HSS8x4x3 /16 W12x14 Floor Map x N W12x14 W12x14 06/22/07 12:35:21 Steel Code: AISC LRFD 12 Floor Type: 13-9 RAM Steel v11.2 Data Base: 25906-sushi-ltto-3-2-08-a Building Code: MC Floor Map L 7, L2 06/22/07 12:35:21 Steel Code: AISC LRFD Line Loads L1 oven 2 wall L4 BR1A L5 BR1B L7 theawall Point Loads RAM Steel v11.2 DataBase: 25906- sushi - ltto- 3- 2 -08 -a Building Code: IBC Label Floor Map Page 2/3 06/22/07 12:35:21 Steel Code: AISC LRFD DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft 00 0.000 0.000 Reducible 0.000 0.000 0.300 0.011 0.000 Reducible 0.000 0.300 0.900 0.000 0.000 Reducible 0.000 0.000 0.600 0.000 0.000 Reducible 0.000 0.000 0.800 0.000 0.000 Reducible 0.000 0.800 Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 esl 9.000 0.000 9.000 Unreducible 0.000 0.000 P5 STAIR 1.200 0.000 4.800 Unreducible 0.000 0.000 P6 ELAV 3.000 0.000 6.000 Unreducible 0.000 0.000 P7 11 9.000 0.000 7.000 Reducible 0.000 0.000 P8 12 14.000 0.000 10.500 Reducible 0.000 0.000 P9 21 6.000 0.000 5.000 Reducible 0.000 0.000 P10 22 15.000 0.000 11.500 Reducible 0.000 0.000 P 11 23 11.000 0.000 8.500 Reducible 0.000 0.000 P12 31 8.000 0.000 6.000 Reducible 0.000 0.000 P13 32 12.000 0.000 9.500 Reducible 0.000 0.000 P14 41 6.000 0.000 5.000 Reducible 0.000 0.000 P15 42 11.500 0.000 9.000 Reducible 0.000 0.000 P16 43 10.000 0.000 8.000 Reducible 0.000 0.000 P17 44 18.000 0.000 14.500 Reducible 0.000 0.000 P18 50 7.000 0.000 5.500 Reducible 0.000 0.000 P19 51 11.500 0.000 9.000 Reducible 0.000 0.000 P21 53 10.000 0.000 8.000 Reducible 0.000 0.000 P22 54 17.500 0.000 14.000 Reducible 0.000 0.000 P24 60 5.500 0.000 4.500 Reducible 0.000 0.000 P25 61 11.500 0.000 9.000 Reducible 0.000 0.000 P27 63 9.000 0.000 7.500 Reducible 0.000 0.000 P28 64 18.000 0.000 14.500 Reducible 0.000 0.000 El pl1 P30 P32 P33 P34 P35 P36 -", P40 RAM Steel v11.2 DataBase: 25906- sushi - ltto- 3- 2 -08 -a Building Code: IBC Label 51/A stairroofp 1 stairroofp2 stairroofp3 stairroofl stairroof2 suushi DL 5.750 1.000 2.800 1.300 1.500 2.500 3.000 Floor Map CDL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LL Reduction 4.500 Reducible 2.500 Unreducible 8.200 Unreducible 3.700 Unreducible 1.500 Reducible 1.000 Unreducible Page 3/3 06/22/07 12:35:21 Steel Code: AISC LRFD CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Mass DL 0.000 0.000 0.000 0.000 1.500 2.500 0.000 1b1:(626)448 -8182 ANF & ASSOCIATES Fax: (626) 448 -8092 Consulting Structural Engineers BmiL• 1n116880Paobellaet 9420 Ulster Avenue, Suite 118, BI Monte, CA 91731 _ Joe Na By DATE SH. I CA L = Z. f lops t-AYFPA L = 1.1 kips wetzeD S HEAR Pt.J.Te To CO QO }}UNG OFF C_B1 LI N G W� Sc.REw'S D bR+vE AINS F RAt i INC"- 1.-0‘..../ C. iNc • • • • 4t,• #l, W/ \/ERr1G4L = 1.8 t<-;ps LArEML = k4t UN C.. OFF GeILlNG 5 oR DRIVE PINS c0 n 1./5S 4 x)4 »ONG FIZZ" 4-AN D Lin►2D `5 GetuNG- TeL (626) 448 -8182 Joe No. r ANF & ASSOCIATES Fax: (626) 448 -8092 Consulting Structural Engineers 13-mail aa11688®paebell set Br DATE 9420 TelsterAvenue, Suite 118, El Monte, CA 91731 SN. OF 6614141c A-Aosis <<73 P A,=-10 S�ISh�C J 6ct,Cst =1t zS" 1 -il Ls" v= o V )(Q. 7 = (, 65` 4, V ,-DS = 0,66c RA, Ti To U (_ ork LB i of bds T 6 k ins = Cb ° .)44 ' �b� = (11s)(ot i) -Cf7 t SE ( K To rie > > I 467 6U5H1 1770 Tbr 4L 6t7 = 11 k: P�� R ./ Lq•.. y 1 t_ s C6x 18GA. 6x162 6112)(14 W12x14 (17) ` (33) ri-liq. 1D N Ce) W34)` 4 GAGE. , L: _ .: 2 -C6 121 Fall SE& Fel To 11 -1" 6.4 11' -1 1/2 — R+ W12x14 (6) 17' -2 1/2' W12x14 (6) W12x14 (6) 2_1_ /2- TIE 7►'I OF (E) W36x182 -4_ ABOVE 2ND FLR. ISEE ST1 SHEET FOR GENERAL NOTESI W Ft'te k Rev: 580000 User. KW-0600953, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Steel Section Beam Span Torsional End Fixity Bending End Fixity Point Loads #1 Summary 0.9 Fbn : Allow Bending Stress Fbu : Max Bending Stress ... 1.4 D 1.2 D + 1.6 L 1.2 D + 0.5 L +1.0 E 1.2 D + 1.6 L + 0.8W 1.2 D + 0.5 L +1.3 W Max Bending Stress Ratio : Max. Deflection W36X182 39.00 ft Pin -Pin Pin -Pin 45.000 ksi 0.933 ksi 0.800 0.800 0.800 0.800 0.021 : 1 0.108 in Title : Dsgnr: Description : Scope : Steel Beam w/ Torsional Loads Fy 50.00 ksi Load Duration Factor 1.00 Beam Wt. Added to Applied Loads Unbraced Length 11.00 ft Elastic Modulus 29,000.00 ksi Short Term Eccentricity 15.000 k 36.000 in Fvu : Max Shear Stress ... 1.4 D 1.2 D + 1.6 L 1.2 D + 0.5 L +1.0 E 1.2 D+ 1.6 L+ 0.8W 1.2D +0.5L +1.3W Max Shear Stress Ratio : Max. Rotation Beam OK 0.9 Fvn : Allow Shear Stress Job # Date: 5:01 PM, 20 MAR 08 27.000 ksi 0.189 ksi 0.162 0.162 0.162 0.162 0.007: 1 0.12486 rad Page Code Ref: AISC 3rd Edition LRFD, 2003 IBC, 2003 NFPA 5000 Note! Short Term Loads Are SEISMIC Loads. Location 12.000 ft • 4 • Rev: 580000 User: KW- 0600953, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description Summary - Service Load Effects Moments Left Center Right Reactions Left Right Deflections ....X -Dist to maximum Rotations ....X -Dist to maximum Depth Web Thick Flange Width Flange Thick Area Rt 36.330 in 0.725 in 12.075 in 1.180 in 53.60 in2 3.050 in Dead k -ft 34.61 k -ft k -ft 3.55 k 3.55 k 0.029 in 19.50 ft rad ft Weight Ixx Sxx rxx Zx Iyy S yy ryy Zy Title : Dsgnr: Description : Scope : Steel Beam w/ Torsional Loads Live k -ft k -ft k -ft k k in 39.00 ft rad ft 182.06 #/ft 11,300.000 in4 623.000 in3 14.500 in 718.000 in3 347.000 in4 57.600 in3 2.550 in 90.700 in3 DL + LL k -ft 34.61 k -ft k -ft 3.55 k 3.55 k 0.029 in 19.50 ft rad ft Job # Date: 5:01 PM, 20 MAR 08 DL +LL +Short Term k -ft 153.64 k -ft k -ft 13.93 k 8.17 k 0.108 in 18.20 ft 0.125 rad 15.86 ft Page n { -a f' Section Properties W36X182 Torsional Properties... J 18.500 in4 Cw 107,000.000 Sw 378.000 in4 Wno 106.000 in2 Qf 118.000 Qw 359.000 } Rmax = 13.934 k Torsion Bending 15.0 k A l'i!*I•'•"Fi N°+i.. • . . M' &' ? +l.`iG.,:r;r Pr7.. :iw'.', . I �.� -.fiH. ••_- 39.00 ft O 0 0 Mmax = 153.63 k -ft Dmax = 0.1084 in Rmax = 8.165 k Bending Torsion PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 - 165 DATE: 04 - - PROJECT NAME: SUSHI ITTO SITE ADDRESS: 2600 SOUTHCENTER MALL, FC -13 X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: �d �� d f g Divi sion Pub Wor _04 NMI_ 611�P' Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Comments: 5 - g Planning Division Permit Coordinator DUE DATE: 04-03-08 Not Applicable n 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 Structural Review Required n No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 vz DATE: DUE DATE: 05-0 1 -08 Not Approved (attach comments) DATE: n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License IRONMSE981 PM Licensee Name IRONMAN STEEL ERECTORS INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601994909 Ind. Ins. Account Id 3630300 Business Type CORPORATION Address 1 4041 - 74TH AVE SE Address 2 City OLYMPIA County THURSTON State WA Zip 98501 Phone 3604919353 Status ACTIVE Specialty 1 STEEL/ALUMINUM ERECTORS Specialty 2 UNUSED Effective Date 10/14/2002 Expiration Date 10/14/2008 Suspend Date Separation Date Parent Company Previous License Next License Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 AMERICAN STATES INS CO 6189831 10/11/2002 Until Cancelled $6,000.00 10/14/2002 Business Owner Information Name Role Effective Date Expiration Date HARGETT, KELLY PRESIDENT 10/14/2002 HARGETT, KENNETH SECRETARY 10/14/2002 Look Up a Contractor, Electrician or Plumber License Detail • Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Page 1 of 2 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= IRONMSE981 PM 04/21/2008 PROJECT SUSHI ITTO WESTFIELD SOUTHCENTER STRUCTURAL CALCULATIONS Project number Date 2008/03/12 Drawn by Author Checked by Checker s Scale 3gESs6Y' J R?:•. TgSA:TED rrIA ANPA STANDAHD. RESsODRL GI<MN z:U TREATEE TO A EENT.ZON Or 0.2S vc?, •,1N cx1NTINI,mr. e )!AK3M >M74 OP ;s;3. TpLPIT T.:, A ki:T1.1.3 linOU 046E TN uDARANEHT FOLNDATTOM r s6 TA•ED '3'0 A pETzNTIO:: c'itt 1 8 43M: TUATED Woo.6 n :33;W W:ingX <D Tn 1 FASTDREH3 Afl0 TtMfaR , 706NLOTORD IN OKDEI:7 CO.E NiTH ;.g4-r:., OR DM UE:g142) Nom: OnALL SE NII•3 • S fASN OP NnT-4 i?ER MrtM FA3TEMEE;', AND n16ER , ".-NAREOTOPS - !M I143E?4,CT WITH :cc:4A DooD Mr DTEND. 27. coNNEoTogo cA43,W;2 OM EY LETTERN Am DoNDF';3 SaA.:.Z. Hz 'DTDoNN-TID" ST P. 60NEAY, A3 613SkakIEL. THI1iF cATAL0f; numn 6 op.olrED HT OTWZR MAM,W tiM• 13.g. 1:23w;TTeNiT, t4X ARFPOVI, ToP DWAL EArATES. mg:AL:OE HoMng AHD • op FA2TEDERO AA 34 37 MANHFAETPREE. MINECToR3 EUALL 35.4 :.N.K,;TALL6o AC *Mt: mANDPAETERLR'S A7.7, 4 :WALL ONNECTED T4• 1163E SLAWS NITN %US" !MULE 307.31: H ALL T.L: jOIHTS SNARL CONUE.TV.D P3XSfl TIFANS 'ITT" gEP:gl! (HAJRRL-KLAIET StAms D.N, 66 CONNED7ED TO nEAm W . .4TH "MIT' HE:LCEN ..=s•• WHERC CO14.NE?7TOR ' TWO 4 RRAcE oNE-DALF oF TEL NAIR3 4:6 smTD :N mos mEsncs. ALL gsisfs nUAT,R n AM ;ATER AND TEE DAM::: oS.Ao4 eNigiXM A2 M: 4yoNnpcTER. WrM VAMMins„ A, NAIR 31.7:ES STFMV 473A:VAN,, DASLu oN Tflr, 4. H4.mos;'; IRE c;FL Ai,TERDATE NAlf,47 Ton FNALL SUHM3T NUL 2Te.cleICA•:c2N3 TD TEE STRCETIMAL 6W1.3. KVAKoD TO CONSTDOCT:oN • n AHD ARPLoYAL. NAT3.:14 Wnr.. 4;M gHEATB:W.: To MIAL.7. : 1 co0NTEALTNA:NG REMITTED. 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TOPPING •-., , ..........................................................______ ... p4,4,og,g0A.H„ ANF &ASSOCIATES ffas,44A4..w. , NA, I , A META:. . . • I C:P;TK,;:sic LENoyE m NO7 (M OF 4341sCrE7T c.,PEW:g CrANS NEN 'NE Pf OF 1 • • T4' MAX. • • , • ',. NRF.4.3. /j4.SO 44 I .1:Da Ur Ww NPU:ec • 3/3z7.; 3x3x ; wiF.;/;n.. rx;;;:: f.31,7 W:Tri 4 1 ; $.% ; (e, an• ./%• -sto - Ss: ' • { A .41 I TYR CONC. FLOOR OPENING; nEfAli CM —031008 - IC. D4W. Amo OTNSIA IIONOLN-A PASTENE43 EHALL NE Lo'N A k. 1X X-ON:. 0.14:3g RIAMMAR DSRESP oTEEDNIsg N173Tni At ;--IANopAcToRE4; 37 THE IIKLIK Oa AH AepRow.4.3 EuoivnLENT SZRENNTA AND EgisluisEHT. TNETALR :N ETRICI MOOS:AN:1S WIIR 1‹:41-13,7: HDFORT NO, SE-14:33. NINYBEM mou.Nnw In CONcALTE EHALL DK I' 0HRESS DTHORWI3E NUM NAINTAE AT 1,7.A07 Y" TO HEARE..n COW:ET:Ts EDGE, oTEEL ly. LTDuCTNHAL 4 FASSZATT4 AND EHZCT1O,N LEAL:. BE DA66O oN: 1. EITsEE AIsC 3E0 AND 3ECTION 220.2 OF THE 7.07.:RNATIONAL SVIREIHN <cm. 2. RAACE 16, 400 Aisc coDE oF STAREARE FFACT2r:E ERTMES, WENDED AR FOLLOWS. A. AS NOTE.:6 t TWg E. 61 TEE oELETION OF VAAANDASE C. RE FF.4o4NEVILL 7AOR "NTAUCT' DUTCH DAANiNGD" TO DOCOMENTE' TN DAuAgH.374RH K,1. 2. EssClyiCAT7O04 FOR ; .707.MTH UUAW ASTN A3D4 DR A4VT, DOLTE. STDEETDRAL STEEL RHeiLL CoNPNEM TO TRk: youc.oyn HEOUIDENDHT34 TYIE Or MENtEU :I O o. orgc:4-4 A:RAZiES, PLATLS, ARE LW; . A992 A53 4 hsoD 643EADE 3; WR X ETEHDTENA:. TEN ;NC; f,g0DAHE NN ErcTAMNLA1-0 sDcsvi oTHSANISL: Al25.q.1 haMETE gEW , ..(yum , sm or ETANDPAN fOR :AJKLD;NNs Axo Isg1MES. no. A-2 CoNNEOTTos EOL• E NEHD ONLT T 'PO A b ff TNRT <: R47. THE Tl'ENTWESS THAT LUS"TD WHEN ALL IILIES 7.A A .7o'INT ARE .41 VIM CONTACT, THIS MAY i.3E AT?AIMD EY A Y'EWTM? AN WAET wnRCH OH TEE FOIL spEogT op AN zRommx UNTAH SH oROINAPA' ;MOO WHEM1::::. ATAL Wg1,72.M; EHALL DE C.43EropmAN416 NITE A,T..SLC, ANN STANDAP3S ARD sHA:44, gE RESFOSMED Wo.e. cE6TiFJ.L6 NERIAt US.0.14: t70 SE DRWA:ATRODES, RHD7JALTFILD WSLDS OAS DEF:NED BT A.W.B. :33 OM: ART, 41,/MPLFTE NENETPATKos WDLDS MALL RE MADE WITH A F11,LER WATER:AL THAT WEMIMON TC.;MG:KmE:M4 OF :,: AT .2+) P3 S ANN 0: FT-Ls3 AT 70 DEGaDEN F, 4 DEng-WHEN EY AWE :.:LASeIFTCAT. oE NARNPAOTED6g ‹"EUTIVIIIATION, DZ. rOLD-TTANED 573FEL FEgM1N MOT66--TDE poLLowINO APF1,7 OARE,E7D6 %TT:ERNI:3;R sNoWN os TED h. TEE CONTAYON. f:414Az,i, mwzr:4 A O.:ALM , ;! , X4 , 113Aq. R60 OvRR ALL ZAMUCATI:m ANE Eg6CTION ACTINTTY TEAVOOfl TRF, Mg:3 ov AN iND4:RENODN'Y TUT.I.4 41 ANLuCy AND/on A ORALMED HEL'RDSENTAnVE or TES STEEL NANUFACTNREF. THE CORTDACTOg EHA.LR ohIAIN niu cng..,Tyx3vAym:,$ fROgl STErR MANOTIOTEADk os RHALL HDNM3T TENSILE TN:::TU 4NO OALv3iNirATV3N TSZTR: TO •hE LEN:Nns loin(ion Tn vENIET THE ADEDEACT OP THE WISOE MATERIALS. R, COLL VPAMIN;2 Mi7:WAH3 ::15' "Mr, AND P.A;JNE SUOHN OE Up NOTATZi6463 t,',N TED OPAWINs, HELATTNG TO RE.3.466A 1"“.EN AND RKS‘ELLAN60461 eiwun 4 To STUS AS FODUSHED HY TUE OTSEL MDD KAW.M7TI -43. .p PRoDoCTA 73Y 4 '2 , TEra gungT1Isyso FoR TILAMINC, SHoEN, .gov1.6L1: 'MET An SONIVARE,NT s•IFFNE:33, n4L4Try:NATZ £•RAMIgIG ;'.0ii01:1' TO PZVIZN. - .;t2 TEE STROCTMAL AP7oF Tn PmmilD STEL3L LgANTOC ESAU LTEDKOPm TEE 3IS1, 'SYANDAED EON ootR TEL- pRO: ,Es4 3 25N - hi L, NATDRIAL: ASM A653, •?..RAM SO NDADE i3 glEtMbiO. WIT:s4;41, a.7.6TH META FRAt4i*.: zAi.L np.4 EAREAOSED Dnuos OTHE.gEzst: ooNrogi.14No FUI,D4MS: py ;A 14:21 •F - 23 NnEnn gErED, PATNTLD STrn shALL CONF7A8 TO: MTN A370, LEA.DE E SO T g AND ;0 GAOL MATERIAL REAR:, WWYORM TO: AATN SSEN,:7FI.41,ATIog3 AST::: MO Fy 16 3:0i A 43SARL HD Or TME T7RE, 31:3 hND nt.AcIwI s:40w InAW,;,WS OF A MT i IAL QNLELD O7HDRWISE PA:i:IiiWM cORTONENTg.: nmu BD ET WELOINE OS 6 OP S'$' VFW: mE4NN or FMTNin 73 THE opAwx,3. EHALL 3E o..3 ON7FIcTEN1 SiLE To INsNER TEE STkE,ND Or ITE coi NTEE T71H41 Or K7 SEAR:, R:OT UNEN:411H. M ans SAALL ToW:HAR Ns wITE A 1 31:r-gIU Si ALL 3CR7-WE M4.WURIgH TX: AS 7E:0 EE SELL-TnNom SELF- :AMINO FAETERSAE TEM ARE 2INT: coATMP AN vs:-'T AM3.A , LO 8 TUE ( $Cp7;N 34zn/T7f41 fiE 03-11:. NaM1 MAT) FOE , 1ES ID DE THSOUNH 1 GADilE, Arg? .11H ;V: PO/NT: OH 142 OR Ci m AENN'ICH THAN 36 H.AOWE UNLESS n;)rno G'N :::CEZW2 Fog ARP:AT:W.4N e:m..INFE.CTI<W3 :■i EC OF ITE YON A g'ORTTIVt SHEATUNO-To-METnI, tL 34:.1,EX O')NWECTIOW3 SHALL BS gADE 6140N TU 47r.WZR nAn.4 INTO THE 44EN:v731A NATERKA W.:TU sc:NEws MVE A gr.AA: rAoca.l or. TER:oosN TF3 LA$T EWeRFXAL .:N:YNCO AHD S oAve mTnrg.•4 7,,Em DiLTANCEI■ AND rzom ow7•$4 si.1No3 oF AND DIAMSTERE, RKSIECTI0E1.7. 41fM/3 EENMW TO DAC Jig :AHO ODALL ER :=TE:: WY.Tg CCAI c..nmr.00. Too -4Flov4; amALL RAOvIo6 VEATFICATIDR3 TH6 7.4:STEEN:AS DE..usrAs.:6E To DN6RATTELmENT, :TON SWIEET. WWLDIN8 OT DoRp-FDAN6D METAL FHANTNL: HHALL WRFOSN TO AWL Dl..A AND DDALL ,:.:DPEORMED R7 4.A.S.o. oL4LR:36:: , r;K.E.VIKHE QUALTF.ZEn TO PkONR.' TED SnEC...4p7Do WALL fl:4A.: PZ1-7.g. ALL STEE EALL5 WOT , TWO '="T'il'OE MKOIMON MALL OS RROvIK AT 'hi 1 . 14 I) ALL EIDE hX.. oRENREDE, TWO RUOS:62-54 vTr uPFNYW, KT (4 Ho1,16 ELEg.t4C.: 'FOR NE3,1:1-sTED OF NTEEL coRNMNE SHaL M.WeS T* oONT:HOOOD WL,t, RIME ELoCEIHO AT M::?-mE7. OP ALL R'IN:O WALLS •W:1 10' TN NEIGHT. Au. 3TUD WALL! EHALL RNVC TEtY,IN E57:TTOM TEX:H* PyTTAWW TO rnAm7.4 BSLOW VT,TE X:;..: AT ;•)' ATTACXED TO 4 ;;;;Ww11; 1.7.TEU f4:.145' D.TAMMR 24 04;7. 1:iinCAUU oYRESNISL. m6mHsnp nF Wr.RT-6 POSTS ! Et'• Vif.;LI.: TO FACU 01J1E1+ 1.MTLE TH4, DETA21..N. PF.M": TO 'YNE HLANO AND EBEAP WALL MR 0:76DINED HOSATETE ANE., L WHEO NOT UO.PWUL ROTEA gl ox3Rus NAEREoADD OP SUPFACF4:: AN;) F.XyLEI EEREM6 To AU. 6TDDS, T Er.:TTOM TAAOKS, ANO BEZCWINf..; 0:;TR SCHEWR AT IZ" 0-Q. TRACK 3FATT7.0:4.6 MAT:'N WALL .:•n;'4: ONDEMCD40 AND HAV6 AT LEnST DgxmKsc, iv• DAOi.N;; LE T6 RC INNTAI:3o AT AAR. oo;. SZAVARE HMIS, AR:MOINE AND BW:WO F.:HALL WE 400:r.:ALLM: 3KWN THE, :3TROCTUFAR DRANS., OE ThE c.:CNTRACToR nALL FA-3RLO'; A Fw.:3• ANclmEER gEoLETD:.:AED Tiff: gTAT6 OP NAEHINCTOH on3EM oPAr'ivq o'4.w4 Ar4 ALTERNATE ERADENE S7DTEm Ks un, <W 0NALL :mkmm t:mw nso ;Y.LCULATYONK TO 7NE Enc;,INEEF or Azoow HH1CU DMONT,TRATN THAT T fl EER7N0 gMLN DESINNLO TO PRoOTDE FERMANEU1' WEEK AS:TS SEACiNS OE TES ETUDE UNDER CoVE miik:,L HE ::onmITTro ron PPiC TO miuTi:=4tIn. WOOO ES. FRAMM. LomDER LL BL UILE f*Igh OR ANN ANADEE MAEFLD W4FORWAWE WIIH sTAMAhr; > T mvsT l'AMU EA,HNINu To Tu6 WINIMMN STANDADW: 474TETS NE4-P7A NO. 7 AND 3EAN43: _zs EAEE VALV4. PLATF, 4 M7SE. OONe.LAT OH REW-FIR !P). 2 ELYSE)0 NEE:AM:NO SRAM. PE c,EAPE ExyElpioR CIA*.: DR sTEL:MORAL KI, EzTERIOH g;RDL: CONPODNAScF NITE WO Rs 1, ORIENTEO RTNA?-0: 1 TBIONNgW, OPOson RATINO ANN .:NEEX RAY !it::: EU,D IN z..1 oF , 3EILINH 7444EA T3F. i12.' ExTE sRAD RhTiNu 22/K64 pum. 43:-3A4A., $4s mmroAL4 DATTM 4*/2 For 67nR: 'OD:n LEET3on oF THE 32, 14, Ast.: 1E NAUNg 1I; ANL DO SEM TO Mom mnmm. nTL.s BEL::,11 FON TTP:TAL R.F.()13 3PMLM:- ::::. ALL LA30& 7N MAFq1:7 OW:A(1T WITN og NANONEY SEAR:, NE rgESSODIE- TREATS0 WTTS AN AFRROVED rizwenw OF :;:;? i. OF AEPRART IMEDLDNATED HETRo7wo AAREE ESARL Er PATA. DETWELN DRTDEATE:,, wooD Arlo EoN4.:SLTE o34 ONRY. ZI AZT £4, 4 ...A": ,;■ SWENSON SAY FAGET p,srsu WzAi, !;gANA L lfo's kANCRA • W.A. g:n ;NF: 1,T3 • n7 *ANA:4 t4.1: 2. DEE.1:143 LonDILT: ClzITER:A ) k,g1.4(43 =, " - 4 '71•(,?i)(4 < z.4 t% A'` L m =4 ' cani4AL SIROOT:.:EAR scT6E ,t,,q>1y m40.m; ors.:is erliTn.L4 kr. MATDHIALH NO4444sAN3BKE, EF:',70N. AND ,- ,;ONSTLOAIION ShALL (x.,41Fo4K4.1 To TEL :4 SREOIVXLATIOND, AND TSS KETLRNATIODAL MIL:AIN:1 CODE cEILKNG L. LOAD 4OON'41 ,,,,,,,,,,,,, 200 LaS ENITE HE.4 voREIDEM Hy WAX0HACTRDE . . ANATTN:n *N1O:7REIJRD: NOOKvALENT TATrFiAT; r03 1 PkOL'.Ei'')E 0 LA'.:ERAL 017STDM: - 6.12 KARS 0ITE go1 mc 6, 44,1.0, 3, sTANOTORAL ODAWINDN EEA RS OSLO LN COWDRCTION E2Tii A:v:H:4TECTuRAL NX0RXAC AM c".43:33TE0 CONVFACM% SHALT.. 0DRIPY DIKONEYONE • coMITTORT, rou CoMEnTTEILITy AND :71)11.1;Y ,CT or DT;i P!%TC:4k COMTRU 4, OONTDACTO4 EDW.. vERKRy ALL ExEsTENO olmwuoNT., l'W,MORE coNDITIoNS PRIOR TO (...OHE-LNWCY.DO ANY WORK. ALL pamNsioN:3 o? EEINT1Nn CONSTS SKIT.3NR: ON THS MA:illW..;S APE 17NTEN:67:6 AD GUIDELKNES ONLY AND MOLT h11; vERTFTFE, S. CONTRACTOR :iNAL:. PADEZHE TENVosAk7 hpACIM TEE STPOCYPRE AND oTsucTuNAL EDO•( NEWTS 0nTIL ALR FIHAt cmiT1?,; 7N • THL 0, CONTEACTOP :H3ALL R:::MOWSIBLE WAR ALL ETIFETY PA3EANTTORD ADD TED NETUODR, TalinK3OL,K, :EgiWNNON i'HEcEDOHES REO,LLLNHD TO FE.EFOPY: THE CXMMY:".:TOgg tgOV.K. Tn. OTEMTERAL KE HAN No Ok.'ERALL sNESEVIsOy ANTUON'ITT oF ACT'DAL ANE/OD psp 1:48 ::.1 woDs:NT: ooHD1.1.3.osE ▪ 42TE AigD/OF E ANY WAEARDO T7U PDorl AcT:ons or ANY TRAM e.T NTRUo ENG1igE.ZS4 Wc. MTY. 1113 it,!HPECT, • COg;g:, OP. ::; MY IRALT31 ;13 PAMTY DI:IMUENrnn TO THE ONWEA, 4'. oa :MOONS AT TEr ins7ECT 34TE. VONT:WYOR - I NrTi ATO 1- AANe:EW E RA L f:!L: A....ERNKTTLO TU WICRTIW; AND 3T.SI:oTuNAL 1:•DINE:AA Fog AAFRovAR p:A7ox TO EnnaIoATIoN og DoosT:Dx.:TIoN. ( miOWN oR 3s4T orAwIN:2 4 W:LL. NOT i,3A.TTW.f RIMUIDEMENT, g, THAANTRE INN1OATL OSNERAL hSD TYFIcAL C:F,TAILg cE CONTTOWL nR.z NOT HESCIFICALL‘.! INDICATED WIT ARE Or .33gidV CnAWT:T r.1ETAIL$ 34WILAR DETAILS oF CONSTROOTIOM 814ALL nD NHEN, sDRLE0T To 6DVIEN AV2E HT THE Agon;TEcT AND TED RTRU;:TWHA,L EN-OtNR. AgA OT w1.21 To C; DE PIE310 ESEXTrD SNALL SE NoRESvI61.1% 3.Y THS 3.:3afixLg DUH mNsImAOT:;:gE), DELIvriAT, momm nom:1'4 Aoo up.TroN AnWEDANcr WITH TW3TEDr.TIONH 414:3PARLh THE, oDOF REWNNS XTENS REA .t4r SUBMTTIWP THE ARCDTTT AND RnVOTN:W. FoS SEV75w PM4) TO MI:a 7TM4 AP3 3r,1 Au DHAWKW.4S SHALL r.. ti)NMITI'EN mf 1; SHOP DRAW11 SEYIEH: 6.4MPtisIONT. AH6 DOAK:TIT:OS A:414. NOT :E',.1EwED NY TDE ENGINLEF or HEM:i.D, THE:ART NHEAT 3E vEAIDIFD RY THE. ooNTRAcTOF, Ef.:,T*iR.7TOR 2.HALL HLVI.EW AND STANR PP.:04! TO KVig:W P.Y oF SECOAO. SUALR Epv14:4 DRAHINOR FOR 0:411:0HKANt? THE MEAND, LEONUN4:643 Aso NER. DR MEST6:X.',TION, Asp Au, S Arrj:" ENOONANS TSCIOLRTA1 7 HOESKITTALS 7.MiLMZ. A WP):4.0NC::::LE osE Copy: E2MOPNOIIAL6 MILL 66 MAREEp ANL nTORRED gW•TTN TWO WEE= OE' HE WM: A SOTATiOn xRD2h.:ATIHD 'THAT 1:4CEM p.: To 7;5 TN sgNEDAL e.:613FORMANO6 NITH THE oESIL3N OF T UE INN .;97::!-UTTED ITEHS SUALR MT 3F. INSTALLE6 yN'r; T;;*:Y 1ve:' r r4AiFIQ;AL. • 4ov,aixo TBK4 Disc7.AREs AK f:DAvm OW:Kg:6, THE rugpogE OP giW omm:: suoom:At44. HY Tun cmrp7.4(.T,1-,:. .46 1:o osmoNSTEATC To TUE r,: roAT Ti4o CONTMTON UNSANWTANOO OES1ON 0 INDICATING ww:cn MATED:AL K6 :vmm: FUROISNND ANO IRETALLEO ANT, HY DETWELIn TET RSIEEDLO FAlMK AND Inni:LATTM mETDOO6, IF DEv1ATTONS, ::,74.1 on. f.:L3NpLicTs 66TNFEN SHOP NEAwls4..; EVSN1TTALE f$ • CONTHA oe,comum ARE omoongEn EITHER PAINE To AFTER 1402 ORA;'a.WC 663.W7TThL AEE 1.4%;kwm DB.7(7i DRAW:NOS AND ssEEKFTrAT3oNE 33ALL coNTSOL Aon sani, Pi; ; 4,:OALITY 74Si::MAVCE. R.K'NOAL INS ,...aos DHAK.t NE RHov30E4: WITH Tn PRCOWT 6scTION3 )41 17 oF THE INTEFNATIONAL we i% g TWTII,X; DE WV TRE Aacomgcr, Aoo FmATnzo Tu c:w;iop. • ; ENNINL6S, AH6 hUILD33i DEN,STREST ::::ALL HE :'DHNI;.HEO WT.TN 22b 1 ,,,F ALL IngDnoTioN AUT; UTCTA.Z. Tfin e'ONSTH6DT;:oN STREe.:TDRAL UT1LEL PASR3. AN TARLE 1704,3 EPOxy 41.n.rxr:sm INHTALIATIONH P.T.E MANUPADREk PROOVATION 1J. DKMOLTTM)1 MI :LL vimiry ALL EXKDTKNO , 3oND:TIoHE ENPODE ODMNENEIWO ANI ORWOLITLON. RRDELM; AHALL HD iL-?: TO :::OPT:OET 773.:7TINo coNETEuCTION hS sLy.43INE2 IN A MANNEB WITakI444: DaMTTIOU &EP:a1,7 HOT hE ARLoWED TO DAMALI OV EXKETIW: sTARETMSE:., LIRITT :METRO:71'70N LOAVIRN tInwoloq DZML3T,N.V MDS'IS) OW F;xop 67ETEmp Yo g0 ESE .AM:HORAO1 4:OHCSL•E AND mmtm mAEoHEY ONKT6 SHALL DE 1307.7 AO HASNFAcTEP-ED fly THE BIM coAR., INSTARLED ETI ACcOglIANg,R„ wiTa ACC-U REEoNT NO. RSR-126 IN. mIni3gom ENETPRENT PACzRIELNEE. M'OXY-OROUTED ITEMN MACADEO 4AND.3 oR DERNPOECIN0 PAS ') IN>,.TA4,LW "VT.T S MO' AS !.1.Atit;FAD TX.7.77. • MTTM,L TN sTRKT.T AOCOKSAMCL 1cC-co REPORT NO. CE:■:-2k”. MiETALLATIoN rgg.:Q SDALL HE AMN A.-3R ‹ ^,45 ef.-1.. CAT' 12,1 ,17 047‘ 0.7 6 k4,4 ( ▪ e.... ••7 cr, (FRo" St..Ac%, r pE.• - v. 4 At-444$ 1-% p4p (z;62 IT> T.r.` rfa 5 , WE . NSO . N , SAY , FAGt , T ,10, k 10.=• crg',2 .ZiM•A••?.3 •gA fAe !Pag A SWENSON SAY FAGET A .;-T1:4,••t' CM:60(thi44,1 • ''•:.“4 h':i• • 11••# AC•4'. st tACCM•:•,, ••.A A • L FAA/A /'/ te.),-E> • — ,, 0.7‘ ( 3,0.6o vA4,p 6.7) u rv.s 4_,t) A . D 1 , IT.KAAN, ,41 • e) r 40 45:441-11kFl,'Fil:Sqg.°4"1:t, SAY FA.iT $4.11,:•S. gRNI 4 • .r17. 1+}5 'Yr.? t 7 • 1;1:. ref%, • WA cvm-Lew.re, • 47' -•-•z • . f (F. i\ ,T7,;(•?..fr:: g,i) 0.1 41, t-iss 4cr., f • 4 ;1 9'244 - r -- L = •.•",.- t„,y V • P;' ga' r. g• , fr.t g 4 T,14:7.0 /Al 7 . e: g•-1" esi ••,' •K Structural Calculations For: Sushi lite Southcerrter Mall Client Mr) 5, 2008 Modus V Studio Skp 4' /i \ e, Inztg 3 17_0 SWERWASAYTAG-ft :kolDnctmiq. kg 24 Ihitd Avenua Wite :CO • tJ WA OW Offk‘t tot.;443.521Z Fax 4z-06.44147o Conterminous 48 Slates 2003 . NEHRP SeIstnic Design Provisions Latitude 47.4609 Longitude = -122.26998 Spectral Response Accelerations Ss and $1 anainS1 Mapped Spectrai Acceleration Values Site Class B - Fa =1 ,Fv 1.0 Date are based on a 0.05 deg grid spacing Period 8a sec) (o) 0:2 1.430 (Ss, Site Class E) - 1.0 0.490 (81, Site Class B) Conterminous 48 States 2000 NEHRP Seismic Design Provisions Latitude = 47,4609 Longitude -122.25998 Spectra/ Response Accelerations Ss and 31 Ss and 81 Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv Data ere based on a 0,1 deg grid spacing Period Se (sec) (9) 0.2 1.651 (Ss, Sae Class B) 1,0 0465 (81, Site Class B) Conterminous 48 States 1997 NEHRP Seismic Design Provisions Latitude = 474609 Longitude -122 26996 Spectral Response Accelerations Ss and 51 Ss 5:: Mapped Spectral Acceleration Values Se it C/ass B - f 1.0 ,Fv = 1.0 Data are bas a ed on 0.1 deg grid spacing Period Sa t. 0.2 1,361 (Ss, Site Class B) 1.0 o.465 ($1, Site Class 13) -ENNE.D fOci C COW-VkliCe. WOO l\PR A A, 1.0 0 0 MODUS www.modusystudio.com STUDIO Modus V Studio 2414 lst Avenue, Unit 705 Seattle, WA 98121 David Tzu-Hsiu Huang 206-713-1823 Client Name Project Address SUSHI ITTO 2600 SOUTHCENTER MALL FC13 TUKWILA, WA 98188 9260 1111. REGISTERED ARCHITECT DAVID 77U- IU STATE OF WASHINGTON OWNER SUSHI ITTO, SUSHI PACIFIC SUPPLIERS INC. ALBERTO ROMANO 4930 ZAMBRANO ST, CITY OF COMMERCE, CA, 90040 TEL: (323) 278-9202 FAX: (323) 278-9212 BUILDING PERMIT SUBMITTAL SET Description HEALTH DEPARTMENT SUBMITTAL BUILDING PERMIT SUBMITTAL RECEIVED CITY OF TUKWILA APR 02 Z008 PERMIT CE Date 2/21/2008 3/12/2008 PROJECT SUSHI ITTO WESTFIELD SOUTHCENTER STRUCTURAL DETAILS Project number Date 2008/03/12 Drawn by Author Checked by Checker S-2 Scale : p etc.),2: 70 tC -flO 1- 0 P 7.1 meA • F:". Ng. AASA • - T. 1..4k LoCi`cl C LFjNG- D p • , .•4'F' -r-0 NOV4 p/o. f.> rra o r•ftiv, SWENSON SAY FAT '} ;13n 64, 7 MC.t Cf,RIA.:A.P.I1;31! 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SWENSON SAN FACET Srim.:4. 4.141 4 .:NedarNdtiz: :WA 1:.:A•i:re:114:: Vt Tel NM, • 0.1 717?. ITA11.,1.1 J4$ VI y (4) ?t4 t55 Btoc_' s".; /K2- - ql?.2 • TV P. 1 • 4 P,E 4 7 f' A "'" - \ < e e: i 1 ...... Pe•P: •,,,,/;; REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7008 City Of Tukwila T P4'a H 4Q6 DE . 1, z`") f,so a ' ...... ' ....... "" .. '''" ' MODUS v www.modusystudio.com STUDIO Modus V Studio 2414 1st Avenue, Unit 705 Seattle, WA 98121 David Tzu-Hsiu Huang 206-713-1823 Client Name Project Address SUSHI ITTO 2600 SOUTHCENTER MALL FC13 TUKWILA, WA 98188 - gme REGISTERED ARCHITECT DAVID TZU-HSIU HUANG STATE OF WASHINGTON 9260 OWNER SUSHI ITTO, SUSHI PACIFIC SUPPLIERS INC. ALBERTO ROMANO 4930 ZAMBRANO ST, CITY OF COMMERCE, CA, 90040 TEL: (323) 278-9202 FAX: (323) 278-9212 BUILDING PERMIT SUBMITTAL SET No. Description HEALTH DEPARTMENT SUBMITTAL BUILDING PERMIT SUBMITTAL IREC CI-T1 OF TU PtR Date 2/21/2008 3/12/2008 APR 07 008 NITER 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. INSTALLATION OF CONCRETE & MASONRY EXPANSION ANCHORS & EPDXY ANCHORS YES -- MASONRY CONSTRUC11ON, INCLUDING MORTAR, REINFORCEMENT & STRUCTURAL CONNECTION __ YES - GROUT PLACEMENT AT AT MASONRY CONSTRUC11ON YES -- FABRICATION & ERECTION OF STRUCTURAL STEEL _ YES PER IBC SECTION 1704.3 STRUCTURAL WELDING OF STRUCTURAL STEEL FOR SINGLE P S Fl WELDS MAX. 5/16 S INCH AND RO F DECK YES PER IBC SECTION 1704.3 STRUCTURAL WELDING OF STRUCTURAL SIttL OTHER THAN SINGLE -PASS FILLET WELDS (MAX. 5/16 INCH) AND ROOF DECK WELDS, WHERE APPLICABLE YES -- PER IBC SECTION 1704.3 n 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 FILLING YES -- SPECIAL INSPECTIONS BY GEOTECHNICAL ENGINEER. (PER IBC SECTIONS 1704.7 AND 1803.) INSTALLATION OF PILES ( AUGERCAST CONCRETE PILES, DRIVEN STEEL PIPE PILES, & DRIVEN GROUT PILES) YES -- VERIFICATION OF PILE CAPACMES (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 IMTH 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. A /tA 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 n 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' -O" INTERVALS OR SEAM WELDED AT 3' -O" 0.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.1. - 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. 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 INDMDUALLY WRAPPED. GENERAL NOTES 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 COMPMs iON 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. :4TH 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. 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' -O" 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 VAUD CERTIFICATE ISSUED BY AN INDEPENDENT TESTING AGENCY, TO PERFORM THE TYPE OF WELDS REQUIRED FOR THE WORK; INCLUDING THE PROCESS, POSMON, 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. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENT PER SJI. 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 DWGS, 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 RESPECT1VELY. 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. 10. 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 bT 26.3 PSF - FOR REST OF THE THEATER ROOF 12. SEE SHEET 52.17 FOR DRAG LINES AND REQUIRED TOP CHORD O 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 CONDrfIONS 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 4 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 Sus = 0.854 AND SCI = 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, 1Iro =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 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 SLAB ON GRADE PILE CAPS AUGERCAST PILES & DEIVEN GROUT PILES CONC. FILL FOR STEEL PIPE PILES 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. : 4000 PSI : 3000 PSI : 4000 PSI 10 : 5000 PSI : 4000 PSI 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 AIR ENTRAINED 3000PSI 0.55 0.50 4000PSI 0.50 0.45 5000PSI 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. 28 DAY (NORMAL WT.) 28 DAY (LIGHT WT.) 28 28 28 28 28 DAY DAY DAY DAY DAY I SEPARATE PERMIT REQUIRED FOR: gt Mechanical St Electrical I, Plumbing AT Piping City of Tukwila BUILDING DIVISION SHEET INDEX' (STRUCTURE) ST1 GENERAL NOTES /� ST2 ST2A ST3 ST2A 0 ST3A ST4 ST5 S'T6 517 ST8 ST9 ST10 ST11 ST12 �E ST13 ST14 LJ ST15 SD1.0 SOLI 502.0 SD2.1 51.1 51.2 51.3 S2.1 S2.2 S2.3 52.4 /B\ S 5 S..7 S2.8 S2.9 S2.10 S2.11 S2.12 S2.13 S2.14 S2.15 52.16 z S2..17 S2.18 52.19 52.20 4 52.21 53.1 S3.2 S3.3 53.4 53.5 S3.7 54.1 55.1 S5.2 S5.3 55.4 S5.5 55.6 56.1 56.2 S6.3 56.4 S6.5 56.6 S6.7 S7.1 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 DETAILS DETAILS DETAILS NOTES & DETAILS SECTIONS AND DETAILS TYPICAL DETAILS MISC. DETAILS MISC. DETAILS DEMOLITION PLAN OF (E) FOUNDATION DEMOLITION PLAN OF (E) FOUNDATION DEMOUTION 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 S TAIR 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 "8" DRAG LOCATION & COLUMN LOCATION PLAN (LEVEL 2) AREA "A" DRAG LOCATION & COLUMN LOCATION PLAN (LEVEL 2) AREA "B" 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 THEATER 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 Date: ‘7//2/2)0?' City of Tukwila 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. J EWED FOR CODE COMPLIANCE APPROVE AP R 1 n 20aB Of Ttilmila DIVISION BUIL Ifs ALE COPY Permft No. Plar review approval is subject to ems and OMISEd0118. Approval of construction doctorate does not aulhortze the violation of any adopted code or of approv Id and 410111111iii. . FU Leif; k :4 • .'.. 90 1 Receipt RECEIVED CITY OF TUKWILA APR 0 2 2008 PERMIT CENTER 633 Southcenter Mall Tukwila, WA., 98188-2858 206 - 246 - -0423 WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, llth Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 4468 THIS DRAWING 6 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 No. Consultants ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers JOB# 25906 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Approvals: Key Plan: NORDSTROM J No. Revision 4 0 A A A A 0 A 0 A A A 0 0 0 A 0 A A Sheet Title Fax: (626) 448 -8092 GENERAL NOTES Date 11 03/21/08 e~3/253/O8 Job No. Date Scale L 0 0 0 r 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 ARCHITECTS 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 WRII ILN PERMISSION FROM THE ARCHITECT Registration N Consultants Approvals: Key Plan: No. Revision A A A A A A A 0 A A A A A A A A A A 0 A Sheet Title Job No. 633 Southeenter Mall Tukwila, WA., 98188 -2888 206 - 246 -0423 AF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers JOB# 25906 9420 Telstar Ave., Suite 118, El Monte, CA 91731 CEILING LID FOR SUSHI LTTO Date S8.0 Fax: (626) 448 -8092 Date 03/21/08 03/2g/58 Scale 1I4" =1'0° E v 0 a 5 --- - - - - -- - N .i cr, x o ® r- ,. W12x14 (6) W12x14 (6) 16 16.4 17 17. 6 a- `U w88x118 «3� c:-71-1/41 � 16 cu '' 3 � 1 6. 4 - -- - -- — vi W12x1A 7 II u x 3 W12x14 (6) .6 32�1 '.akY ___ "% • d' � ' a c,� 5 ° � .- 1/20 ! . . w .�w,. „��.. 1 � . /. .. 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'— 11 1 11' -1 1 2" / 17' -2 1 2" / (' `• 11 — 1 " L 11 - 1 1/2" / 1 7' -2 1 2" / ! ♦ 28' -4" 28' -4" ♦ � ,16 ♦ ` � .N ; 17 7--- 17.6 CEILING FRAMING PLAN SCALE PLAN FOR TS4x4 HUNG COL. BY OTHERS (REF: FOR LOCATION ONLY) SCALE 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 ARCHITECTS 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 WRII ILN PERMISSION FROM THE ARCHITECT Registration N Consultants Approvals: Key Plan: No. Revision A A A A A A A 0 A A A A A A A A A A 0 A Sheet Title Job No. 633 Southeenter Mall Tukwila, WA., 98188 -2888 206 - 246 -0423 AF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers JOB# 25906 9420 Telstar Ave., Suite 118, El Monte, CA 91731 CEILING LID FOR SUSHI LTTO Date S8.0 Fax: (626) 448 -8092 Date 03/21/08 03/2g/58 Scale 1I4" =1'0° E v 0 a WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 44-68 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 WRI I IEN PERMISSION FROM THE ARCHITECT Registration No Consultants Approvals: Key Plan: No. Revision A A A A A A 0 0 A A A A A A A A A A A A A 0 Sheet Title 633 Southcenter Mall Tukwila, WA., 98188 -2888 206 -246 -0423 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers JOB# 25906 9420 Telstar Ave., Suite 118, El Monte, CA 91731 TYPICAL DETAILS Job No. Date 1129 S Fax: (626) 448 -8092 Date Scale 03/21/08 // E 0 0 March 29,2008 — 0 TS6x6x3 /8 O TS10x8x3/8 0 STIFF. PL 3/8x2x6 EA. SIDE OF WEB 40 7x7x1/2 PL O TS3x3x1 /4 / (E)W12x14 0 C6x18 02 C4x18 6" MAX. (3 TS16x8x3/8 8" 1 TS6x6x3 /8 02 TS10x8x3 /8 3 TS4x4 HUNG BELOW �, BY OTHERS DETAIL '1' ONLY (E)W36x r 02 TS10x6x3/8 0 6 1/2x10 1 /2x 1 /2 PL O C4x18 W/3 - #10 SCREWS T &B T > 1 /q." > ® g 4 4 OTHERS BELOW �o Q N N N • \ N 0 04 CLIP L3x3x16GAx0' -4" Al W/3 - #10 SCREWS EA. LEG. "' "DEEP 1 f ■ // ■ / / / / / 05 16GAGE.x16 CONT. TO FOLLOW CURVATURE. 0 % il + + + + _ 1 4 X10 \ \ 1/4" V / / /// 1 r 1 O , 0 1/4" V 1/4 " / / 1.5MIN. „F r • / /// 0 i - -- -- _ a r I 0 �� L J / s . 0 0 1/4 V v � 0 .- f 0 1 /4V . <TYP. 1 4 V10 1 4 V 0 ! 0 0 0 &0 A -A VIEW 3/16 "V 0 - 1 1 1 1.' 0 O DETAIL 12 DETAIL 11 DETAIL DETAIL 1A 1 6° :-' k ! 6" 0 TS10x6x3 /8 0 6 1/2x10 1/2x1/2 PL. 0 / / 4 -- � / / \ \ �y 0 12x12x3/8 PL. O TS16x8x3/8 L. (E)W36x c4 1 4X10 \ \ 0 \ EQ. EQ. 1 1 to ' 1 0 0 1 4` F , 1 4 —10r TYP 1 /4" 0 / r , 7 DETAIL ' � DETAIL T7--- / 1 7--- 7 1 77— I— : + 1 + _ _1 I c: O o �� -I_ -h O o O O ++ o 0 0 . '+ 1+ _I 0 18GAGE. BLK'G #8 SCREW 0 C4x18 0 14GAGE. TRACK W /2- SHOTPIN 012" O.C. TO TS. 0 2 - #8 SCREWS T &B 0 16GAGE. CLIP W/3 - #10 SCREW TO STUDS 1 TS6x6x3 /8 0 02 8x8x1 /2 PL 3 o TS4x4 BY OTHERS (E)W36x 0 .' l _ - C4x18 CONT. W /CANT'L 1 O d 4 1 C4x18 Ij 1 O O t± O O O O O O O , _ W/2 AM - - - J 4 1 - I 8 - ---t LI TS10x6x3/8 (SKEWED) __ J+ \- C4x TS10x6x3 /8 L — — — 4x18 p p p W/2 SHOTPIN TO TS. Q 0 M I II - • rupim I . © I 1 1 /4" V 0 I I 1 /4 V 0 �„I SECTION 13 DETAIL 8 DETAIL 3 � ' 6 � 0 6.4 3'-1" , , _. - - - �A '. � 1 ... ( i) 7 •— e e D v Copp 1 & `r, 0 TS16x8x3/8 0 TS6x6x3 /8 0 8 1/2x10 1/2x1/2 PL 0 6 1/2x10 1/2x1/2 PL 0 G BELOW BY OTHERS " 1 1 0 1 0 1 4 -10V ©. ~ " 1 L J is ! L E W36x 182 ID 6" EQ. , EQ. 13 IND DETAIL 4, 10 TS16x8x3/8 2 17 "x17 "x3/4" PL O 30 Wx COL 0 8" / , I— - -1 - l I + -E— I II III- -� II L? O 1 I ��+ d �f +� + O O - --� - - --� -- -- —,- --� - -+r -- -� - - --� - - --� -I - - - -� - - I I I I 1 I I • ' I 1 1 ' -1 1 I I ' I I► 0 I " � A j . 'L 6x CONT. W /CANT I � . . 6x18 : w _ .� w 1 1 TS10x8x3/8 I 0 I _ _ _ _ _ III 8 AA 1 ` \ 1 4 x `- 1 TS6x6x3 /8 TS16x8x3/8 4x 18 TS10x6x3/8 1 4 VP a 0 W36 BEAM T(SKEWED))8 LOCATION -- (SKEWED) a 0 ._. ,�, 1 4 -12 V SECTION 10 DETAIL 5 WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 44-68 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 WRI I IEN PERMISSION FROM THE ARCHITECT Registration No Consultants Approvals: Key Plan: No. Revision A A A A A A 0 0 A A A A A A A A A A A A A 0 Sheet Title 633 Southcenter Mall Tukwila, WA., 98188 -2888 206 -246 -0423 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers JOB# 25906 9420 Telstar Ave., Suite 118, El Monte, CA 91731 TYPICAL DETAILS Job No. Date 1129 S Fax: (626) 448 -8092 Date Scale 03/21/08 // E 0 0 March 29,2008 —