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HomeMy WebLinkAboutPermit D09-257 - WESTFIELD SOUTHCENTER MALL - STRUCTURAL UPGRADE (MERVYNS)WESTFIELD STRUCTURAL UPGRADE - MERVYNS 1370 SOUTHCENTER MALL D09 -257 Cityitf Tukwila Parcel No.: 3597000240 Address: 1370 SOUTHCENTER MALL TUKW Suite No: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT Tenant: Name: WESTFIELD - STRUCTURAL UPGRADE (MERVYNS) Address: 1370 SOUTHCENTER MALL , TUKWILA WA Owner: Name: WEA SOUTHCENTER LLC BSIP Address: TOTAL 13 PARCEL NUMBERS , 2010 NEW PLAT MAJOR 920247 00000 Phone: Contact Person: Name: PAT BURNS Address: 2800 SOUTHCENTER MALL , TUKWILA WA 98188 Phone: 206 802 -6051 Contractor: Name: B N BUILDERS INC Address: 2601 4 AV STE 350 , SEATTLE WA 98121 Phone: 206 718 -0960 Contractor License No: BNBUII *990K3 doc: IBC -10/06 * *continued on next page ** Permit Number: D09 -257 Issue Date: 02/01/2010 Permit Expires On: 07/31/2010 Expiration Date: 09/12/2011 DESCRIPTION OF WORK: INSTALLATION OF STEEL BEAMS ADJACENT AND ATTACHED TO EXISTING STEEL BEAMS TO UPGRADE STRUCTURAL CAPACITY Value of Construction: $180,000.00 Fees Collected: $3,356.31 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006 Type of Construction: IIIB Occupancy per IBC: 0019 D09 -257 Printed: 02 -01 -2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and e governing this work will be complied Signature: doc: IBC -10/06 City otkTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: N Print Name: A. A, N (t_.L, Q n.r) Permit Number: D09 -257 Issue Date: 02/01/2010 Permit Expires On: 07/31/2010 li i Aii 1 Date: 0l �I I o � I , ed this permit and know the same to be true and correct. All provisions of law and ordinances hether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the pex> of thorized to sign and obtain this development permit. Date: 02 •O I . t C7 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. D09 -257 Printed: 02 -01 -2010 Parcel No.: 3597000240 Address: Suite No: Tenant: 1370 SOUTHCENTER MALL TURIN WESTFIELD - STRUCTURAL UPGRADE (MERVYNS) 1: ** *BUILDING DEPARTMENT CONDPITONS * ** 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 I Permit Number: Status: Applied Date: Issue Date: D09 -257 ISSUED 12/07/2009 02/01/2010 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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 8: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 9: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 10: 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. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). doc: Cond -10/06 D09 -257 Printed: 02 -01 -2010 doc: Cond -10/06 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 15: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. * * continued on next page ** D09 -257 Printed: 02 -01 -2010 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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: Print Name: M-A -A IA 1 L-%-t -A Y�j doc: Cond -10/06 D09 -257 Date: 02 , O 1 , I 0 ordinances governing or local laws regulating Printed: 02 -01 -2010 SITE LOCATION A - A •- Kin Co Assessor's Tax No.: 1100 - 24 1S — O3 Site Address: So4rr;6CE�g. ? D _ �� Suite Number: Floor: 1_ Tenant Name: L S1 ¢l e'L21 LL C- New Tenant: ❑ Yes g.. No Property Owners Name: WFSTFiEI.,.D L LC_ Mailing Address: 1, 33 iCF_j'JieL.- gL1/D . CONTACT PERSON who do we contact when your permit is ready to be issued Name: FArr Mailing Address: L Soo- rltc.e,. p. + LilD E -Mail Address: ?b%) CYl S C - V S . La STFI E L A . GdN1 GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: . 1 2 tAIS v1 t....laC.C.S n t t t. �1c.. Mailing Address: An -LocD ( 4 J C , STt SSO Contact Person: (" \ Asz.v '1 %-%-1 b E -Mail Address: Md.0.K.µt�.t..tAR.A C \LDEI2S.Cat+^ Contractor Registration Number: -jt4' L) I2_ ' QGI 16 Ig.3 ARCHITECT OF RECORD - All plans. must be wet stamped by Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: ENGINEER OF RECORD - All plant must be wet stamped by Engineer of Record Company Name: Ni A F 440 A'ssG Mailing Address: 2 . 0 Contact Person: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hitp://www.citukwila.wa.us Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** E -Mail Address: /l" ? tc- te...t... N ET H:\Applications\Forms- Applications On Line\2009 Applications \1-2009 - Permit Application. doe Revised: 1 -2009 bh Building Permit No. Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. (For office use only) VOA— 2C1 Pot — 11)2 vi JA- City State City State 1 78188 Zip Day Telephone: 2-LX, • 802 • COGS SE41r WA R 8I g8 City State Zip Fax Number: W(• 24' • 8Ld - • S 4-rr C IN A 9812_1 Zip Day Telephone: •40 • 718. 189 (p Fax Number: ZW(o • 382. 34‘.1 Expiration Date: City Day Telephone: Fax' Number: 7 City State Zip Day Telephone: (02. Go • 4 1 1 1 s • 81 F� 2. Fax Number: to 2-6 - Lk Lk 8 • aoR 2- t 2 /2%o State Zip Page 1 of 6 BUILDING PERMIT °INFORM ION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ k 80 Existing Building Valuation: $ 5 1 ZtL.2 O Scope of Work (please provide detailed information): ..'4 1 PLLATt» - t7rr S - TEEL. St ?A S Pt DS&C.ENT N r4 D Ac the r 1 b t"% t S % 3L gest M S - IV o f LAO c- . C#PP C t ? . Will there be new rack storage? ❑ Yes PLANNING DIVISION: g . No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11 " pzper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line \2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor ", 15 ` , c 2 Floor t S OCO 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT °INFORM ION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ k 80 Existing Building Valuation: $ 5 1 ZtL.2 O Scope of Work (please provide detailed information): ..'4 1 PLLATt» - t7rr S - TEEL. St ?A S Pt DS&C.ENT N r4 D Ac the r 1 b t"% t S % 3L gest M S - IV o f LAO c- . C#PP C t ? . Will there be new rack storage? ❑ Yes PLANNING DIVISION: g . No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11 " pzper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line \2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Page 2 of 6 • • PERMIT APPLICATION NOTES — Appli 4 !e tti'all` permits inytli s appl catl on 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. Strx Building and Mechanical Permit g' 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). Signature: Mailing Address: Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR Print Name: r I 14-1-4-I,S Date Application Accepted: zc i 4" A 1 s. 350 1 '-t °1 ion H:Upplications\Forms- Applications On line \2009 Applications \I -2009 - Permit Application. doc Revised: 1 -2009 bh Date: /2.•7 •C7 Day Telephone: 2 ®• u$ OLA LoSA 1 City state Staff Initials: Zip Date Application Expires: Ito Page 6 of 6 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: Atmospheric -type vacuum breakers not included in lawn sprinkler backflow .rotections over 5 Clothes washer, domestic Gas piping outlets Bidet Drinking fountain or water cooler • r Lavatory d/or vent r or alteration of er piping and /or water eatment equipment Backflow protective device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Food -waste grinder, ommercial h fountain Closet Indus intercep and vent, e e rease i Repair or al ter . drainage or vent Backflow protective de other than atmospheric -ty vacuum breakers over 2 inch (51 mm) diameter Fixture T • e: Bathtub or combination bath/shower Dishwasher, domestic, with inde • endent drain Shower, single head trap Sinks n Number: City Day Telephone: Fax Number: Expiration Date: aste treatment • eluding trap I for kitchen tru e.tors her ■ •f Fixture T Dental unit, cuspidor Floor Drain Receptor, indirect waste Building sewer and each trailer •ark sewer Each grease trap (connected to not more than 4 fixtures - <750 :allon ca•aci Medical gas piping system serving 1 -5 inlets /outlets for a s•ecific as Each lawn sprinkler system on any one meter including backflow protection devices Conta n: E -Mail Ad Contractor Regi Valuation of Project (con Scope of Work (please provi Building Use (per Intl Building Code): Occupancy (per lnt'l Building Code): Utility Purveyor: Water: Indicate type of plumbing fixtures and/or gas piping Rain water system — per drain (inside building) Grease interceptor for commercial kitchen (>750 gallon capacity) Each additional medical gas inlets/outlets greater than 5 Atmospheric -type v breakers not includ lawn sprinkler ba protections (1- H:tApplications \Forms - Applications On- line\2009 Applications \1-2009 Permit Application.doc Revised: 1 -2009 bh Sewer: installed and the quantity below: Page 5 of 6 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us RECEIPT • Parcel No.: 3597000240 Permit Number: D09 -257 Address: 1370 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 12/07/2009 Applicant: WESTFIELD - STRUCTURAL UPGRADE (MERVYNS) Issue Date: Receipt No.: R10 -00169 Initials: User ID: Payee: JEM 1165 BNBUILDERS, INC. TRANSACTION LIST: Type Method Descriptio Amount ACCOUNT ITEM LIST: Description doc: Receiot - 06 Payment Check 48405 1,556.31 Authorization No. BUILDING - NONRES STATE BUILDING SURCHARGE Payment Amount: $1,556.31 Account Code Current Pmts 000.322.100 640.237.114 Total: $1,556.31 Payment Date: 02/01/2010 03:44 PM Balance: $0.00 1,551.81 4.50 PAYMEfVT RECEIVED Printed: 02 -01 -2010 Receipt No.: R09 -01955 Payee: BNBUILDERS, INC. ACCOUNT ITEM LIST: Description City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Parcel No.: 3597000240 Permit Number: D09 -257 Address: 1370 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 12/07/2009 Applicant: MERVYN'S - STRUCTURAL UPGRADE Issue Date: Initials: JEM Payment Date: 12/07/2009 04:23 PM User ID: 1165 Balance: $1,556.31 Payment Check 47252 1,800.00 Authorization No. BUILDING - NONRES 000.322.100 PLAN CHECK - NONRES 000.345.830 Account Code Current Pmts Total: $1,800.00 • Payment Amount: $1,800.00 479.59 1,320.41 PAYMENT RECEIVED doc: Receipt-06 Printed: 12 -07 -2009 Project: ` a , A lNk ^ d S �1' u' , 15 Type of Inspec 'on: A Bo 1 %A Address: (3`]0 Sc M - / , e�al led / Special Instructions: Date Wanted: a.m. r Requester: Phone No A(0 ?_Z- I l—° 33 s INSPECTION RECORD Retain a copy with permit Dog - 251 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 pproved per applicable codes. Corrections required prior to approval. COMMENTS: 1 nspector ❑ P 0.00 id a Date — 1 0 REINSPECTION F a REQUIRE[. Prior to inspection, fee must be 6300 Southcenter lvd., Suite 00. Call to schedule reinspection. Receip o.: 'Date: Krazan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 22, 2010 KA No. 066 -10003 Permit No. D09 -257 City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 RE: Final Letter Mervyns @ Southcenter 633 Southcenter Tukwila, WA To Whom It May Concern: In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforced Concrete • Proprietary Anchors • Structural Steel To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2006 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, AN CIATES, INC o' - rt G. o son Project ager Puyallup Division CC: BN Builders With Offices Serving The Western United States 922 — Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 ..0 V V _I_vn , 1u f91( & Associaters,; d'n: = REPORTNO.: 10 DATE: PROJECT #: PROJECT: LOCATION: KRAZAN PROJECT MANAGER GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION F E B 1 7 2010 1a9 /i o 10003 v ❑ SHOP WELDING 6 FIELD item(s) inspected: • c ) 4-r Locc,t.;., FLAT ORIZO OVERHEAD SAW PLUG 74 Position: Process: Lp Weld Type: I$ Weld Size n Codes: Superintendent/Representative: FCAW C.P. 1/4" AISC GMAW P.P. 5/16" TITLE 21 ❑ M.T. ❑ P.T. 3/8" TITLE 24 1, La fikne_ Lc%& 6.2, 5 4. frdic /a .zx 4(1.e>/-3 33. m wre ( L(JQho GtJ /a! 4O , S C sr -600 1.1- o l ,sec s pa • To the best of my knowledge, the above(WA WAS NOT performed in accordance with th-. appr DEVELCOIVTRACTOR: &/v PERMIT NO INSPECTOR. - 422 4;1 . g JURISDICTION: (Gl kT 4_ iI / WEATHER: ('i' i a. T /TIdda e Technicia Serving the Western United States S ' 7////v, ifi .0)...Q.e 1 TEMP: ° tA3tv\c :I "44..' ck Filler Metal: E? j 7=-0 /E Z 2- 0 Other: X Other: ❑ Other UBC ASME ed plans, specifications, and regulatory requirements. MARLIN SAMMS ail 08040941 This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. Revision 1 Effective Date: 11/15/07 The information provided in this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: %-7 ,..7O 1D PROJECT #: 6 !p C -- % 00)6 PROJECT: .U`i' • ire G // .. LOCATION: As' .r Ar. /. . AI _J KRAZAN PROJECT MANAGER: 0A-1_40 azan & Associates, a/n ( Le) /rQ.s .L„ . 9 /6T'S (,r 1 i AL A2 -1-70 68.71 6z, cf)0 (1._ 1502 Field Reportdoc PF Efl. E) FIELD REPORT NO: Inc. FEB 112010 C "1M1JNT/ fay ( *...FhlT CONTRACTOR: i) ERMIT #: D 9 JURISDICTION: INSPECTOR: WEATHER: Ve...//' Serving the Western UnitJ States 7 r I ` gi mentimmortim ilti ./ Superintendent /Representative: C h ian: J TEMP: zz X Q 100981 r-n4 /t j c O 1.1 Je-x.1, (a e.. 4- e_ quipment/Asset Number(s): To the best of my knowledge, the above/ WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. Revision 2 Effective Date: 11/15/07 • ' •• • • , • - 1,44elm2Zarl & Associates, GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: ,dL — 3 - /p PROJECT #• PrvC - 1:* /00© PROJECT: LOCATION: KRAZAN PROJECT MANAGER: /QC 7 )...e Le2. ,h ir .44J >1.-4- f°-4 Superintendent /Representative: 1502 Field Reporedoc FEB I nc. L1 11 2010 TRACTOR: .3 4) -1 1,(_Z-[ ![''_ rx=s JURISDICTION: ! p-i 'T wi /�-- �,�, T #:,•^)/�� — S INSPECTOR: WEATHER: FIELD REPORT NO: 10 0 9 7 Serving the Western United States C417 Revision 2 Effective Date: 11 /15/07 Equipment/Asset Number(s): To the best of my knowledge, the above performed in accordance with the approved plans, specifications, and regulatory requirements. This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. WM. IMMO 1111:& Kr aZan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: / -2R -020,0 PROJECT #: a& /0003 PROJ ECT: fii4cvey cS G rfow?/icr•vreve LOCATION: 6.33 cf'at7/lC &v7e€ KRAZAN PROJECT MANAGER: 'Cy $Eco/0.0 feieva7kicr oPG%IG/n+6.s CONTRACTOR: 8,i' ,&i/c,DEks JURISDICTION:-72,,ew,c.y tea PERMIT #: INSPECTOR: ee9ns/etS .??j gNd WEATHER: livAoa.r FIELD REPORT NO: 10 0 8 8 9 FEB 0 8ZU10 COMMUN:T( r' gt TEMP: 5- 1 /S/ 'Tee ©/v S /7e ,/9s SCHEh/LEz 73 rAie ecwriesfereve ,C (S'PEC /,•/ y,vriaee eiv on/ ZAOx / c / //�� R6vr,6rrvEo Tie 11/o0g,oPe O 4IWS y crftr , TnvAcs 004 .Pc7c.r Lc./ PZ`f/.Ur7"o F,°mvcy ,? - imme 6r 7//E ilogt.3/A,e4 ApeAtreeiw.r yE.e / /E.O E• // t/'/r7, i 1 7C/2 *Z■Elevrhe t ,f,/o%s4fe wi" 0 A.eorxre -4 4, e I R,ear// Stc GTit/!B`.P.s JP©eed,:c o riodv.0 "% /AB o e/r*O ' N — //) f 4Ss.Are ,'?Flcz,Apre L,,• 4/7.8 GR.6o xt8" TorA/ 0-1 (if) hr . o/`me Few -6rr z ?•/ 7,! " Y Re twit 6 Q 6€ Tor * / .27 (zo) ,pr ZV"oc ESCAmerok R,<r' .e�r'/vEEv 3 1 Y/ C yD v E p sr (4 /e C»7fo.vs ) Ire" A/ oi6o) 5/ ReRm? ad, Co 2 Z8" Ftic'i e,2YIve — 4' )*A,rs S'ECOA40- 2 /0o.[' $ /AB /ni -ti // 41 /4oE1'A/BECK AS'Ce* /ATeoo t PArW,v 's /47 3 -ire -D Torn/ 01 6 46 1 /Red;e 04,60 iozl" Os Se Eree /4reit AT 3-Y /t- - ro7A1 o1 �5l6 � V,f d4W S GD ic2E`s?r `etc: Aor.fBAi6e .r S /e"4ilo r L i•vG e77.1' 7'rq/ 0/6') 'tif Cle.6ex+2t Or 2`/ C *E` /6Nreler, mme ,. ee o/ 78 76741 D I 67.4 4i6 #?o- co, bm le A lty - oly' L /'vE 0,5/ / r 19/ o, /2) 6k RE4.ve 04 "40 x-z8" asea 23, 9 7" 8 7;r / o, (io,,) 66 i Re a ca, ,E � zs° Ar ,240196 .�• 9'q. 8 — rv74/ S) et 1$ ZE410/2 6•e• 60 x2 A r i71/ Realb2 or B•* 'H /oo.sr'iav a:P/4E4,z Ali" /iv r0 FJk j rive $/a B /.ri/me'7'BR 41/0 - ,a.e $ "ii,°soiv X E"/ CJc y ui •AS f14 O � EXP 7� 311/ Equipment/Asset Number(s): To the best of my knowledge, the above/ WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent /Representative: This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. 1502 Field Report.doc Serving the Western United States Revision 2 Effective Date: 11/15/07 ISM MI & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: PROJECT #: ,e9 C4 /© PROJECT' 6 LOCATION: /3 7 2 05 P,/? Ar- KRAZAN PROJECT MANAGER' . ® 1. •/ 6 A-4V / c .� / = /D e2 ■.- ®/' /21674.e/ 7 e2.72, A 4 . ‘rn t ) /3-r &)/4/ //JJ , ,.x e.2.. V i _ d4 :/ /•x/.97 --/ , .fix, 7 x Y. / �.fr.;x4c 2 . l7 , „d `V c s !'f tiF r�11�t .1.);_) h'�.,�f) cite) a , iwt-2 `7Lg1// ) /9 1.4"e' .cQ din u ) La_ 1.4 ; Al , �4 / /, , 6 Q &7 Equipment/Asset Number(s): To the best of my knowledge, the above -WA8 T erfo m in aZ'a 'ordance with the approved plans, specifications, and regulatory requirements. Superintendent /Representative: 1502 Field Report.doc CONTRACTOR: ',C.) JURISDICTION: G� 1 IT #: 7r9 INSPECTOR: WEATHER: Xi!, n , f . �.>. . ?i�Ta eO. • i . . > 44 ,2r 1 mot) Serving the Western United States FIELD REPORT NO: 10 0 9 7 7 �P1t.n 4c)j TEMP: ii7 -3 This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of results. Some information on this report has been provided by others on site. Revision 2 Effective Date: 11/15/07 Kraza1 &ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 2 -1 -10 CONTRACTOR: BN Builders PROJECT #: 066 -10003 PERMIT NO: R _ 2 1 PROJECT: Mervyn At Southcenter INSPECTOR: George Nai LOCATION: 633 Southcenter Way JURISDICTION: City of Tukwila KRAZAN PROJECT MANAGER: Robert G. Johnson Jr. Reinforced Concrete Arrived on site as requested by the contractor to perform reinforced concrete inspection, in conformance to Project plans and specs. 1) Met with the contractor to verify inspection and review plans. 2) Reinforcing steel previously inspected by Jonathan Pink reference report 10003DRF012910-jp. 3) Monitored placement of approximately 20 cubic yards of Corliss concrete mix id # 2S2650050. Which was Placed by boom pump and wheel barrow, Mechanically consolidated by High frequency vibration. 4) Monitored for slump, temperature and consolidation. Sample concrete and cast 1 set of (5) 4x8 test cylinders For compressive strength testing. 5) Reference report 10003CR020110 -gn for test data. FIELD REPORT NO.: 10003DFRO20110 -gn Superintendent/Representative: WEATHER: Indoor TEMP: 60F 6) Placement area was as follows level 1 D.8/7.7, E.7/7.7, C /4, F.4/6.5 and level 2 E.817.8, D.8/7.8, B.9/7.9, A.6/4.8 and C.5 and E.5 from 2.5 to 4. Verified final clearances prior to placement of concrete. To the best of my knowledge, the above WAS el / WAS NOT ❑ performed in accordance with the approved pans, specifications, and regulatory requirements. Technician Qeange .Waite Offices Serving the Western United States FEB 0 4 2010 COMMUN.TI( Oc:� c_Gi-I:.�rvl t Equipment/Asset Number(s): Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. v �7 � �.�. an &AS SOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 1 -29 -10 KRAZAN PROJECT MANAGER: BOB JOHNSON JR. Superintendent/Representative: Offices Serving the Western United States FIELD REPORT NO.: 10003 -DFR- 012910 -JP -1 Technician: JONATHAN PINK FEB 0 4 2010 CONTRACTOR: B N BUILDERS � cOMMI IM T'! PROJECT #: 066 -10003 PERMIT NO: .0.A- NeM1'ttt p©" + �, 2'c1EVELOP►diERT PROJECT: MERVYNS A SOUTHCENTER INSPECTOR: JONATHAN PINK LOCATION: 633 SOUTHCENTER TUKWILA JURISDICTION: CITY OF TUKWILA WEATHER: OVERCAST TEMP : 42F to 50 F SPECIAL INSPECTION FOR PROPRIETARY ANCHORS AND REINFORCING STEEL FOR CONCRETE. On site as requested by the contractor for special inspection of proprietary anchors installation and reinforcing steel for slab on grade and elevated slab. Reviewed the approved plans with the contractor. Contractor was ready for epoxy installation for slab infills at the following locations: ground level at gridline D.8 — 7.7 and E.7 — 7.7. second level gridline B.9 - 7.8 Holes were drilled to a minimum of 4.5" for a 4" embedment. Holes were cleaned with a wire brush and compressed air. Simpson Set XP 223W232W exp 07 -11 -11 was used as the epoxy. Reinforcing steel was install with the epoxy as stated on the plans that were on site. Reinforcing steel was inspected for the slab openings at the following locations: ground level at gridline D.8 — 7.7, E.7 — 7.7, C — 4, E.5 — 4, 6.5 — F.4. second level at gridlines E.8 — 7.8, D.8 — 7.8, B.9 — 7.8, A.6 — 4.8, along gridline C.5 from 2.5 to 4 and along E.5 from 2.5 to 4. Reinforcing steel for slab infill was in place as shown on the plan at the job site. The correct bar size, bar grade, lap splice and cover was used. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ® / WAS NOT 0 performed in accordance with the approved plans, specifications, and regulatory requirements. P REVIEWED FOR CODE COMPLIANCE PPROVED JAN 2 7 2010 City of Tukwila BUILDING DIVISIfM FILE COPY ANF & ASSOCIATES Consulting Structural Engineers REVISED STRUCTURAL CALCULATIONS For 2nd Floor Live Load Upgrade Existing Mervyn's Westfield South Center Olympia, Washington Architect Westfield Design & Construction 11601 Wilshire Blvd., 12th Floor Los Angeles, CA 90025 -1748 (310) 478 -4456 tO' Z57 29936.00 1/14/2010 RECEIVED JAN 19 Th7 REID MIDDLETOr' Tel: (626) 448 -8182 2�a ate. oaf . z:,z53.z:55Z 9420 Telstar Avenue, Suite 118, El Monte, California 91731 Fax: (626) 448 -8092 Email: anf1688 @pacbell.net L➢ L L7 v vb G GM, w wt u uut M MN. x 09 £ £S 3 39 0 06Z 1 163 Z Z6Z 9 98Z 65 1 15 0 09 6 68Z N 2 263 M 4 463 9 983 89 r 9 483 94 6 64 8 883 9 96Z 9 963 4 L9 £ £93 94 L LP L L93 9 96Z L L63 3 383 946 L LZ I 9Z I I 9L3 I I LLZ I 9LZ I 9L3 294 8 899 6 655 0 099 542 I I 63 \ 8Z 43 6 68 L L9 8 861 1 161 44E Z Z£/ 6 £Z 3 38 9 99 L LEL__ 0 —, -I 194 4 455 9 999 9 L99 \e' — U a) b 0 bA I I 80£ ■• ) LOE� ;< ) 2 I I 402 r., Tel: (626) 448 -8182 ANF & ASSOCIATES Fax: (626) 448 -8092 Consulting Structural Engin E-mail: aef1688@pathell.net set 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 t T1 Iovercr atitrE 60 4 ,zx5 - $ ''°� 4, 7-74 r 1911 � (' ��. K 1 5;6 11,7) 161t 77„V zlef apik t st z1.t P Fob 4 (1 l , bX 13,40 : ►� = z0,7 4 r a� ,1011- (1',7Xh5- 1 1": 0 • & .) t =Ii. 3 I`l ,�zb 2`43 boo � �Z ►�' �) (E) 40&K PEsItTd use Pouf ,AN4 (5ech vs & A1 ,E THE PAST Au- HAve -oRE CffA pit( TIE Joe No. By DATE SH. OF ptW Qti 104P /Av(-( 2-*, 71/4,7 I,o 5Z P • ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW-0600953 Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENEf2CALC Engineering Software Description (e)19.7k -28ft Center Span Left Cantilever Right Cantilever Point Loads Query Values Magnitude 19.700 k Location 5.600 ft Center Location Moment Shear Deflection 28.00 ft ft ft 0.000 ft 0.00 k -ft 39.40 k 0.00000 in t9.7k t9.7k t9.7k 19.7k 288 0 X3 491616. ?CtZ (q6 -1 *1-) - ` 2 fr 4;1i- J 1 - S Thc. %b Az- 117- %°5 1‘05° 1,5�� -- o Title : Dsgnr: Description : Scope : Single Span Beam Analysis General Information Moment of Inertia Elastic Modulus Beam End Fixity 19.700 k 19.700 k 11.200 ft 16.800 ft Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Sketch & Diagram 330.96 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Maximum = 330.96 k -ft at 12.01 ft at 0.00 ft Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant -1.623 in at 14.03 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft 39.40 k 39.40 k 39.40 k 39.40 k 39.40 k 330 00 207.80 L 204.77 231 67 . . _maze c16.48 i 02 se 00]0 1,000.000 in4 29,000 ksi Pin -Pin 66.m 33.10 Beu411 W1 30.40 3162 23.04 15.70 7.08 a. 00 7.88 • •1570• •23 04 ■ -31 62 - 30.45 Beam 5110.11 . 0.26 .0.64 ,5 .0 73 .1.08: -1.44 Detlec'lon 2.75 .50 8.30 11.17 13.07 16.78 10.58 2 .30 2 .10 20 .0 Location rttl 2.75 19.700 k k 22.400 ft ft .50 6.30 11.17 13.07 16.70 10.543 22.30 23.10 29.0 Location r01 5.50 8 30 11.17 13.07 Location (83 Job # Date: 4:20PM, 13 JAN 10 Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Page 1 29936. a cw: C a I cu l atio n s 10.58 22.30 2510 28.0 ANF & ASSOCIATES Consulting Structural Engineers 9420 Tclstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW-0S00953 Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description (n)20.74k -28ft General Information Tel: (626) 448 -8182 Fax: (626)448 -8092 Center Span 28.00 ft Moment of Inertia 1,000.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin -Pin Point Loads Magnitude 20.740 k 20.740 k 20.740 k 20.740 k k Location 5.600 ft 11.200 ft 16.800 ft 22.400 ft ft uery Values Center Location Moment Shear Deflection Sketch & Diagram 0.000 ft 0.00 k -ft 41.48 k 0.00000 in 20.742 20.741( 20.741, 20.741i 288 Title : Dsgnr: Description : Scope : Single Span Beam Analysis Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in 349 43 313.69 270.76'.._ 243.90 j X 200.06 : - - -} cAa.22 ; 130.37 :. 1 101.63 80.00 34.84 I. 0 6eudllig hloluilil 4148 33.18 24 89 16.60 8.30 a- 0 . i.35. j - 1060•.. -24 80 .33 18 - 41.48. 130.11.%1.0:11 2.75 -0.10 -033. u -6.70 -0.06 $ v R y j -1.M 8 .1.33; - .171_ (Iotlec4le11 Job # Date: 4:25PM, 13 JAN 10 Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Page 1 29936. ecw: Calculations Summary Moments... Max + @ Center 348.43 k - at 15.88 ft Max - @ Center 0.00 k -ft at 0.00 ft @ Left Cant 0.00 k -ft @ Right Cant 0.00 k -ft Maximum = 348.43 k -ft Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant 41.48 k 41.48 k 41.48 k Reactions... @ Left © Right -1.709 in at 13.97 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft 41.48 k 41.48 k .50 8.30 11.17 13.07 10.78 10.58 2].30 25.10 26.0 Location (Ml 5.so ... 8.30 11.17 13.07 10.78 10.58 ... .30 2 .10 211.0 Location (Ml 2.73 0.50 8.30 ti.17 13.07 10.78 19.58 22.30 25.10 28.0 Location (at ANF & ASSOCIATES Consulting Structural Engineers 4, ,, /Sz 1 Tel: (626) 448 -8182 Fax: (626) 448 -8092 E -mail: anf1688@pacbellnet 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 GHG ( E) * 01 I AA) c�Ot T FtkDE�- K. i- K Zo,v to,z 2- ,z 31 I I;4z 1134 z2,' ' z0 < 1 3 , 641 2h M .1 zl t9 7.1 41E0 (70101■ / = L1,17 Z)%1" ,Z _ I, + 31,16. K >Rv/ C ' Jc " ° 1 20, 2, 20,z, 34x$ 4;00 116= I g �, Z \17/3,67 xpc — 5 I, r Joe No. By DATE SH. Of= ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User KW-0600953 Ver 5 8 0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description (e)20.2k -40ft [General Information Center Span 40.00 ft Left Cantilever ft Right Cantilever ft �oint Loads T Query Values Magnitude 20.200 k 20.200 k Location 5.710 ft 11.420 ft Magnitude 20.200 k k k k k Location 34.280 ft ft ft ft ft Center Location Moment Shear Deflection Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 692.60 k -ft 0.000 ft 0.00 k -ft 60.62 k 0.00000 in Single Span Beam Analysis Moment of Inertia Elastic Modulus Beam End Fixity 692.60 k -ft at 22.85 ft 0.00 k -ft at 40.00 ft 0.00 k -ft 0.00 k -ft 20.200 k 17.140 ft Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant Scope : 1,000.000 in4 29,000 ksi Pin -Pin Title : Dsgnr: Description : - 11 - 6x/-0 0 /7-- A tr ; °t-- 6` 2,b )( !Zi ( - -oge7 i) -- q 1 9,s �,1 =~ 1,41 l "48/1,1243= I%6 °1 P 6.- 60.62 k 60.58 k 60.62 k 20.200 k 22.850 ft Job # Date: 4:27PM, 13 JAN 10 Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Reactions... @ Left @ Right -6.906 in at 19.96 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft 20.200 k 28.570 ft Page 1 29936 sow 60.62 k 60.58 k • ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Montc, CA 91731 Rev: 580000 User: KW-060095k Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENE(tCALC Engineering Software Single Span Beam Analysis Page 2 29936. ecw: Ca Iculations Description [Sketch & Diagram (e)20.2k -40ft f0.2k 20.2k '0.2k f0.2k 20.2k f0.2k o- 40fl I 0 P 7 Title : Dsgnr: Description : Scope : Bec�.lic�q f.L�tneors Location (n1 Location fit) Location I'm Job # Date: 4:27PM, 13 JAN 10 • ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User. KW-0600953 Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENEltCALC Engineering Software Description (n)21.17k -40ft General Information Center Span 40.00 ft Left Cantilever ft Right Cantilever ft Point Loads Magnitude 21.170 k 21.170 k 21.170 k Location 5.710 ft 11.420 ft 17.140 ft Magnitude 21.170 k k k k k Location 34.280 ft ft ft ft ft Query Values Center Location 0.000 ft Moment 0.00 k -ft Shear 63.53 k Deflection 0.00000 in Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 725.86 k -ft at 22.85 ft 0.00 k -ft at 40.00 ft 0.00 k -ft 0.00 k -ft 725.86 k -ft Single Span Beam Analysis Moment of Inertia 1,000.000 in4 Elastic Modulus 29,000 ksi Beam End Fixity Pin -Pin S Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant Title : Dsgnr: Description : Scope : 63.53 k 63.49 k 63.53 k 21.170 k 22.850 ft Job # Date: 4:27PM, 13 JAN 10 Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Reactions... @ Left @ Right -7.237 in at 19.96 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft 21.170 k 28.570 ft Page 1 29936. ecw: Calculations 63.53 k 63.49 k ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW-060095k Ver 58.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Single Span Beam Analysis Page 2 29936. ecw.. Calve lations Description (n)21.17k -40ft [Sketch & Diagram 21.17k 21.17k 21.17k 21.17k ft .17k 21.17k 408 082.60 022.34 1 . 664.88. 464.02 L_ - ♦15. 60, 30 j f77.04 0778 38.62 08.20'5.. -o Beudllig bbtulehos 0 60 02 60 61 4041 30 31 2021 15 10 . 00 -15.16 .3010 Tide : Dsgnr: Description : Scope : 07 1 -1.53! - 3.07' • .394 A -5.37 -.. d 1a .4.01 • tteflec4lou Job # Date: 4:27PM, 13 JAN 10 .w 11.01 13.05 10.00 23.97 27.09 31.08 35.00 46.0 Location nn 3.03 7.01 11.01 1.03 19.00 23.97 27.08 3.08 Location rat 303 801 1; 04 13.03 14 90 23 0 7 27 08 3 Location ffil 8 33.99 40.0 Ma W10X33 W10X39 W10X39 W10X33 W10X33 W1C ._____11.10X33 .. I, 1 ,,XL16112L811 I *i: V4 IX 1C. !ML i. i I V1. 1. � / 1:. %4.,.1. 1 .,• A 1 k 411 1'Xd IX t ..:. .L' 1 1. ' • 1 1. 1l"Qw � 1 1 ♦ • Al ., ' . Al '1.L A 1. 1 X 11 11111 'CEP ... 1 . 0 ... . 1 .4..:, ■ 1. ' � � 1, •; . 4 1 � . ' /a'1' A'l'i ..11: 1 14 .. A. • A 1 0 1 ii lifilli „, ilia. A x.' 1 1 . ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11- 19- 09 -no- camber tit W1 ' 1 1+ 1 1 co), dE oguto /A L 11/24/2009 14:38:38 X33 X39 X39 X45 X45 45 45 33 ANF & ASSOCIATES DataBase: pm- 29936-addbeam- 100LL- 11- 19- 09- no-camber l .Q1/14/2010 12:44:5 GZ r 31 31 39 45 45 45 A ; ► 1X33 W1OX33 W10X33 W10. A t 1 ; iia 1 1 1 ►;' 1 1 •'' I / 1 •' II ffi�. % 1 1 1 1.•': 'A 1.'' 1 I.''; L 1. ! Aiii l." ► ' 1 4: ■ 1 14. • 1, 1 I ; I i 1.0 1 14..° A 1X49 W1 .�: I / 14. • 1 I.' A 1,;$ 4 I 01 1 1 X 9 W CX49 r J W1 )X145 A1 0. • • / IX 5 12Z,72 - Wj2 2 _ _ Yd 1 X60 W I X49 WI11S I lk A A 1 , ' i I . El i;; e I 1 1 1114.111) illbilli . i J A -L .14.. M B C D E F G H ANF & ASSOCIATES DataBase: pm- 29936-addbeam- 100LL- 11- 19- 09- no-camber l .Q1/14/2010 12:44:5 GZ r 31 31 39 45 45 45 PAM Surface Loads RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11- 19- 09 -no- camber Building Code: IBC Floor Map Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf flr -new 10.0 0.0 100.0 Unreducible 0.0 0.0 ROOF 5.0 0.0 25.0 Unreducible 0.0 0.0 Page 2/2 01/14/10 12:06:27 Steel Code: AISC360 -05 ASD Floor Type: flr- 11 -10 -09 RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC Floor Map 01/14/10 12:06:27 Steel Code: AISC360 -05 ASD INPUT DESIGN PARAMETERS: Single curvature about X -Axis Single curvature about Y -Axis INTERACTION EQUATION Pu/0.90 *Pn = 0.812 Eq H1 -la: 0.812 + 0.040 + 0.154 Gravity Column Design RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: pm- 29936 - addbeam- 100LL- 11- 19- 09 -no- camber Building Code: IBC Story level L2, Column Line C -2 Fy (ksi) = 36.00 Column Size = W10X49 Orientation (deg.) = 0.0 X -Axis Y -Axis Lu (ft) 18.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 7.50 7.50 CONTROLLING COLUMN LOADS - Load Case 10: Dead Live Roof Axial (kip) 70.73 109.08 0.00 Moments Top Mx (kip -ft) -2.00 -3.12 0.00 My (kip -ft) -2.38 -5.60 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) -0.02 0.28 0.00 CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 259.41 0.90 *Pn (kip) = 319.48 Mux (kip -ft) = 7.40 0.90 *Mnx (kip -ft) = 163.08 Muy (kip -ft) = 13.27 0.90 *Mny (kip -ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.61 Pex (kip) = 1668.63 Pey (kip) = 572.98 Blx = 1.00 Bly = 1.12 i 4- 01/14/10 12:33:4( Steel Code: AISC360 -05 LRFF Fil Gravity Column Design RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: pm- 29936- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC Story level L2, Column Line F -2 Fy (ksi) = 36.00 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 7.50 7.50 CONTROLLING COLUMN LOADS - Load Case 10: Dead Live Roof Axial (kip) 70.53 109.08 0.00 Moments Top Mx (kip -ft) 2.00 3.12 0.00 My (kip -ft) -2.32 -5.60 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) -0.02 0.28 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 259.16 0.90 *Pn (kip) = 319.48 Mux (kip -ft) = 7.40 0.90 *Mnx (kip -ft) = 163.08 Muy (kip -ft) = 13.18 0.90 *Mny (kip -ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.61 Pex (kip) = 1668.63 Pey (kip) = 572.98 Blx = 1.00 Bly = 1.12 INTERACTION EQUATION Pu/0.90 *Pn = 0.811 Eg Hl -la: 0.811 + 0.040 + 0.153 = 1.005 (715 Column Size 01/14/10 12:34:3 Steel Code: AISC360 -05 LRFI = W10X49 RAM Foundation V14.00 ANF '& .ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11- 19- 09 -no- camber 01/14/10 12:51:58 @Cm • PLC; e • PLhh e PLr e PLr-; e PL` (1-131jm e PL PCB' PL ~' s P LH s PL ~ ` PO @OR -PLH' c . PLr-; e PLr, • e. PLh-; • e P LC; a PLH PLR GL 13 PLC PLC PLC PLH' 6 PLC`` e PLr 3 PLC e PLH 31 PLH, 1 PLH PLC PLC PL! e POE POI ?Lit t- l8''t cPic ) PLC PLC • PLC - POE PC-1 m, PL`' a PL r : e PLR PLH e PL -: 6, PLH a, POI 2 p�� e PL e PLH e PLH e PLC; e pL e PLC" a PLC 'PL® RAM Foundation V14.00 ANF •& ,ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11- 19- 09 -no- camber 01/14/10 09:03:29 it! 1E94 • 0E9-> - - g EED 1, ER> ®4 6� RAM INTF AT) '!AL PILE CAP DESIGN FAILS: See Design Errors Below Footing # 44 Footing Orientation (deg): Length (ft): Width (ft): Thickness (ft): Bottom Reinf. Parallel to Length: 17 - #4 Width: 6 - #4 Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3321.00 Reinf. fy (ksi): 60.00 Pile Label: PL Pile Diameter: (in) 18.00 Pile Cap Label: 2 Pile Group Pile Spacing: (in) 54.00 Edge Spacing: (in) 21.00 Column Size: W10X54 Base Plate Dimensions (in) 18.00 x 18.00 LOADS Surcharge (ksf) Axial (kip) Pile Cap Footing Design RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11- 19- 09 -no- camber Building Code: IBC CONCRETE CAPACITY REINFORCEMENT Dead Load: Dead Load: Pos. Live: Pos. Roof: Required Shear (kip) Provided Shear: (kip) Required Moment: (kip -ft) Provided Moment: (kip -ft) Req. Col. Punching Shear: (kip) Prv. Col Punching Shear: (kip) Bar Quantity/Bar Size: Required Steel/Provided Steel (in Required Steel Code Ref. Bar Spacing (in) Bar Depth (in) Cover (in) Top 3.00 Max Unfactored Pile Axial (kip) Min Unfactored Pile Axial - . s . 2 Max 0.00 Max Factored Pi _ _ 170.33 0.00 8.00 3.50 3.00 Major 163.88 217.45 313.48 425.30 326.80 796.58 Bottom Bars Length 17 - #4 3.30/ 3.40 Sec. 10.2 2.22 28.75 Bottom: 3.00 Date: 01 /14/10 08:54:18 Design Code: ACI318 -02 Footing Column Location (D - 2) b Column Orientation (deg): V00 c 1 ° - 0.000 Live Load: 0.000 N/A N/A Neg. Live: N/A Neg. Roof: Ld Co /Code Ref. 2 CRSI -02 Eq 13 -2 2 N/A 2 Sec. 11.12.2.1(c) Eq 11 -35 Parallel to Width 6 - #4 0.00/ 1.20 Sec. 7.12 17.90 28.25 Side: 3.00 4 3 N/A 2 N/A N/A PILE CAPACITIES Pile Capacity: Comp. (kip): 120.00 Tension(kip): -40.00 Shear(kip): 20.00 Ld Co Pile # H (in) 34 Cord it Li E„tx Pr 4,g' ® l . Percent of overhang to assume Rigid: 50.00 Minor Ld Co /Code Ref. 0.00 -1 0.00 0.00 -1 151.76 N/A 1 -27.00 1 -27.00 N/A N/A 1 -27.00 Top Bars Parallel to Length Width None None None None None None None V (in) 0.00 0.00 0.00 None None None Pile Cap Footing Design RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC Ld Co Pile # H (in) V (in) Min Factored Pile Axial (kip) 84.87 1 1 -27.00 0.00 Max Factored Pile Shear (kip) 0.00 N/A N/A N/A Design Warnings: One or more piles have exceeded their compression capacity by 1 %. See forces on Pile # 1 for load combination # 4 Page 2/2 Date: 01 /14/10 08:54:18 Design Code: ACI318 -02 /I1 RA M Pile Cap Footing Design RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC PILE CAP DESIGN FAILS: See Design Errors Below Footing # 46 Footing Orientation (deg): 0.00 Length (ft): 8.00 Width (ft): 3.50 ti) Thickness (ft): 3.00 E-4) Bottom Reinf. Parallel to Length: 17 - #4 Width: 6 - #4 Density (pcf): 150.00 Ec (ksi): 3321.00/ Concrete fc (ksi): 3.00 fct (ksi): CODE Reinf. fy (ksi): 60.00 Pile Label: PL Pile Diameter: (in) 18.00 Pile Cap Label: 2 Pile Group Pile Spacing: (in) 54.00 Edge Spacing: (in) 21.00 Column Size: W 10X54 Base Plate Dimensions (in) 18.00 x 18.00 LOADS Surcharge (ksf) Axial (kip) CONCRETE CAPACITY Dead Load: Dead Load: Pos. Live: Pos. Roof: Required Shear (kip) Provided Shear: (kip) Required Moment: (kip -ft) Provided Moment: (kip -ft) Req. Col. Punching Shear: (kip) Prv. Col Punching Shear: (kip) REINFORCEMENT Length Bar Quantity /Bar Size: 17 - #4 Required Steel /Provided Steel (in 3.37/ 3.40 Required Steel Code Ref. Sec. 10.2 Bar Spacing (in) 2.22 Bar Depth (in) 28.75 Cover (in) Top 3.00 Bottom: 3.00 PILE CAPACITIES Pile Capacity: Comp. (kip): 120.00 Max Unfactored Pile Axial (kip) Min Unfactored Pile Axial (kip) Max Unfactored Pile Shear (kip) Max Factored Pile Axial (kip) Major 167.08 217.45 319.61 425.30 333.21 796.58 0.000 Live Load: 0.000 N/A N/A Neg. Live: N/A N/A Neg. Roof: N/A Footing Column Location (D - 4) Column Orientation (deg) 00. 0- #`I Percent of overhang to assume Rigid: 50.00 Ld Co /Code Ref. 2 CRSI -02 Eq 13 -2 2 N/A 2 Sec. 11.12.2.1(c) Eq 11 -35 Bottom Bars Parallel to Tension(kip): -40.00 Shear(kip): 20.00 Ld Co 4 61.:4 3 0.00 N/A 173.53 2 - Pz" Width 6 - #4 0.00/ 1.20 Sec. 7.12 17.90 28.25 Side: 3.00 Date: 01 /14/10 08:54:18 Design Code: ACI318 -02 O Minor Ld Co /Code Ref. 0.00 -1 0.00 0.00 -1 151.76 N/A Top Bars Parallel to Length None None None None None Pile # H (in) V (in) 1 -27.00 0.00 1 -27.00 0.00 N/A N/A 1 -27.00 0.00 Width None None None None None Pile Cap Footing Design RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 29936- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC Ld Co Pile # H (in) V (in) Min Factored Pile Axial (kip) 86.58 1 1 -27.00 0.00 Max Factored Pile Shear (kip) 0.00 N/A N/A N/A Design Warnings: One or more piles have exceeded their compression capacity by 3 %. See forces on Pile # 1 for load combination # 4 Page 2/2 Date: 01 /14/10 08:54:18 Design Code: ACI318 -02 nip RAM Pile Cap Footing Design RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam -1 OOLL- 11- 19- 09 -no- camber Building Code: IBC PILE CAP DESIGN FAILS: See Design Errors Below Footing # 60 Footing Orientation (deg): Length (ft): Width (ft): Thickness (ft): Bottom Reinf. Parallel to Concrete fc (ksi): 3.00 Reinf. fy (ksi): 60.00 Pile Label: PL Pile Diameter: (in) 18.00 Pile Cap Label: 2 Pile Group Pile Spacing: (in) 54.00 Edge Spacing: (in) 21.00 Column Size: W10X54 Base Plate Dimensions (in) 18.00 x 18.00 LOADS Surcharge (ksf) Axial (kip) CONCRETE CAPACITY Required Shear (kip) Provided Shear: (kip) Required Moment: (kip -ft) Provided Moment: (kip -ft) Req. Col. Punching Shear: (kip) Prv. Col Punching Shear: (kip) REINFORCEMENT PILE CAPACITIES Pile Capacity: Comp. (kip): 120.00 Max Unfactored Pile Axial (kip) Min Unfactored Pile Axial (kip) Max Unfactored Pile Shear (kip) Max Factored Pile Axial (kip) 0.00 8.00 3.50 3.00 'S fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3321.00 Length: 17 - #4 Width: 6 - #4 Dead Load: Dead Load: Pos. Live: Pos. Roof: 0.000 N/A N/A N/A Major 166.91 217.45 319.29 425.30 332.87 796.58 Length Bar Quantity /Bar Size: 17 - #4 Required Steel/Provided Steel (in 3.37/ 3.40 Required Steel Code Ref. Sec. 10.2 Bar Spacing (in) 2.22 Bar Depth (in) 28.75 Cover (in) Top 3.00 Bottom: 3.00 Footing Column Location (E - 4) Column Orientation (deg): (77M 0 t■ Percent of overhang to assume Rigid: 50.00 Live Load: Neg. Live: Neg. Roof: Ld Co /Code Ref. 2 CRSI -02 Eq 13 -2 2 N/A 2 Sec. 11.12.2.1(c) Eq 11 -35 Bottom Bars Parallel to Width 6 - #4 0.00/ 1.20 Sec. 7.12 17.90 28.25 Side: 3.00 0.000 N/A N/A Date: 01 /14/10 08:54:18 Design Code: ACI318 -02 Length None None None None None Minor Ld Co /Code Ref. 0.00 -1 0.00 0.00 -1 151.76 N/A Top Bars Parallel to Tension(kip): -40.00 Shear(kip): 20.00 Ld Co Pile # H (in) V (in) 4 1 -27.00 0.00 3 1 -27.00 0.00 0.00 N/A N/A N/A 173.37 2 1 -27.00 0.00 Width None None None None None RAM Pile Cap Footing Design RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6 - addbeam -1 OOLL- 11- 19- 09 -no- camber Building Code: IBC Ld Co Pile # H (in) V (in) Min Factored Pile Axial (kip) 86.38 1 1 -27.00 0.00 Max Factored Pile Shear (kip) 0.00 N/A N/A N/A Design Warnings: One or more piles have exceeded their compression capacity by 3 %. See forces on Pile # 1 for load combination # 4 Page 2/2 Date: 01 /14/10 08:54:18 Design Code: ACI3 1 8-02 RAM INTE&N4T1ONAL Pile Cap Footing Design RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC PILE CAP DESIGN FAILS: See Design Errors Below Footing # 58 Footing Column Location E�- 2L_„ Footing Orientation (deg): 0.00 Column Orientation (deg): 0.00 t.1 Length (ft): 8.00 -r41 S 7° Width (ft): 3.50 Thickness (ft): 3.00 Bottom Reinf. Parallel to Length: 17 - #4 Width: 6 - #4 Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3321.00 Reinf. fy (ksi): 60.00 Pile Label: PL Pile Diameter: (in) 18.00 Pile Cap Label: 2 Pile Group Pile Spacing: (in) 54.00 Edge Spacing: (in) 21.00 Column Size: W10X54 Base Plate Dimensions (in) 18.00 x 18.00 LOADS Surcharge (ksf) Axial (kip) CONCRETE CAPACITY Required Shear (kip) Provided Shear: (kip) Required Moment: (kip -ft) Provided Moment: (kip -ft) Req. Col. Punching Shear: (kip) Pry. Col Punching Shear: (kip) REINFORCEMENT Dead Load: Dead Load: Pos. Live: Pos. Roof: Length Bar Quantity /Bar Size: 17 - #4 Required Steel/Provided Steel (in 3.30/ 3.40 Required Steel Code Ref. Sec. 10.2 Bar Spacing (in) 2.22 Bar Depth (in) 28.75 Cover (in) Top 3.00 Bottom: 3.00 PILE CAPACITIES Pile Capacity: Comp. (kip): 120.00 Max Unfactored Pile Axial (kip) Min Unfactored Pile Axial (kip) Max Unfactored Pile Shear (kip) Max Factored Pile Axial (kip) Major 163.82 217.45 313.38 425.30 326.69 796.58 0.000 Live Load: 0.000 N/A N/A Neg. Live: N/A Neg. Roof: Ld Co /Code Ref. 2 CRSI -02 Eq 13 -2 2 N/A 2 Sec. 11.12.2.1(c) Eq 11 -35 Bottom Bars Parallel to ray A s = 4'4 Percent of overhang to assume Rigid: 50.00 Width 6 - #4 0.00/ 1.20 Sec. 7.12 17.90 28.25 Side: 3.00 N/A N/A Tension(kip): -40.00 Shear(kip): 20.00 Ld Co Pile # H (in) V (in) 121.57 4 1 -27.00 0.00 60.58 3 1 -27.00 0.00 0.00 N/A N/A N/A 170.28 2 1 -27.00 0.00 Date: 01 /14/10 08:54:18 Design Code: ACI31 8 -02 -........ . 3- 4 Minor Ld Co /Code Ref. 0.00 -1 0.00 0.00 -1 151.76 N/A Top Bars Parallel to Length None None None None None Width None None None None None RAM Pile Cap Footing Design RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC Ld Co Pile # H (in) V (in) Min Factored Pile Axial (kip) 84.81 1 1 -27.00 0.00 Max Factored Pile Shear (kip) 0.00 N/A N/A N/A Design Warnings: One or more piles have exceeded their compression capacity by 1 %. See forces on Pile # 1 for load combination # 4 LS Page 2/2 Date: 01 /14/10 08:54:18 Design Code: ACI318 -02 ANF & ASSOCIATES Consulting Structural Engineers 7 1 ) Tel: (626) 448-8182. Fax: (626) 448-8092 E-mail: anf1688@paebell.net 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 L 6A vupt L,L0Ap 1_ k 209 FLI TRBOilki u r To tor5F L. UN RE P I E H xi■iP Ft,. g. iwp•o.ocT6It gVal 07 S91 Svrpgl AT (iti f f_OR 'i r: 4ktii it WT Ur • krrey 4r6 Fpk_ j_e e-k DATE k V 0 SM. OF T ( E \ (E) 04- -FolL .V1iV 9 L\b Joe No By 11 VVI Tel: (626) 448 -8182 • ANF & ASSOCIATES Fax: (626) 448 -8092 Consulting Structural Engineers E-mail: anf1688Qpacbell.not 9420 Mister Avenue, Suite 118, El Monte, CA 91731 .,0,619t)-( R fff LA- (17NotA)) Z Nb too ri , ( UNRE pvtiAL/i 000 too inT , (r-PonECE Jou No. By DATE SM. 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I, RAM WTEfiL4TK'dJkl Surface Loads RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC Floor Map Label DL CDL psf psf ROOF 5.0 0.0 LL Reduction psf Type 25.0 Unreducible S No IA) 11/24/09 14:33:21 Steel Code: AISC360 -05 ASD CLL Mass DL psf psf 0.0 0.0 Page 2/2 RAM WTEfi1411CNAt Floor Type: flr- 11 -10 -09 RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l 00LL- 11- 19- 09 -no- camber Building Code: IBC a. 4 I; I { Floor Map t; f 1 11/24/09 14:33:21 Steel Code: AISC360 -05 ASD Z, F(//Q_ l.,o�Dl�✓�l oo p (1Mia PVtt &E) 0 KOlivdat. F67-- z 1,- 1 RAM WTEfi1411CNAt Floor Type: flr- 11 -10 -09 RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l 00LL- 11- 19- 09 -no- camber Building Code: IBC a. 4 I; I { Floor Map t; f 1 11/24/09 14:33:21 Steel Code: AISC360 -05 ASD Z, F(//Q_ l.,o�Dl�✓�l oo p (1Mia PVtt &E) 0 KOlivdat. F67-- RAP Surface Loads RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6- addbeam- 100LL- 11- 19- 09 -no- camber Building Code: IBC Floor Map 11/24/09 14:33:21 Steel Code: AISC360 -05 ASD Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf flr -new 10.0 0.0 100.0 Unreducible 0.0 0.0 Page 2/2 RAM Surface Loads RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC Floor Map Label DL CDL psf psf GROUND 5.0 0.0 LL Reduction psf Type 100.0 Reducible 11/24/09 14:33:21 Steel Code: AISC360 -05 ASD CLL Mass DL psf psf 0.0 0.0 Page 2/2 Tel: (626) 448 -8182 ANF & ASSOCIATES Fax: (626) 448 -8092 Consulting Structural Engineers E -mail: ant1688@pacbell.net 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 fI,(< /dPn kcW bem BEAM BE &EN So 6,IRGFK___ JOB No. By DATE SH OF 3 1--" 385 1-1. -1- F A g A h A ttO ZVZ 157 A BLE BIZ P, 96 A 3 6 Ell 342 i g N 81 G 8' 8 14 I B 1 3% H � 156 F. A Fl 97 8 g A pp M A 151 R , A% C Q A ZtZ __ -- 60Z A Ell soz SIZ N H R p 159 c $ � H A A A T, d 92 q pp E H M Q E aet L ml �n m 4 M 4 A 93 at LIS 12P 0 i0./ 8 f 8 ,p 1A ^ - , ' "r 8 1O Al H Fi 8 I 8 _. ES R A $ N R 153 A E A 01Z 69Z oQ o4 p 155 LSE Z t9 es - E B LIS 6 79 ND DA BLt L l0t I _ I $ R R 62 R 5 p E F p g' n r$ R 8 8 A 45 a'� �' R# Q h R A$ A ANA h A A E G A A 9SZ EIS _ SIS IL Olt _ Z BIS Etl S 7 F- N rl 8 8i a 8 E2 g e Zo g 8 s 1 N h A A ' rim RAM INTUNA7K..JAt Floor Typ 09 8 7 5 RAM Steel v ANF & ASSOCIATES DataBase: 29 im -100 Building Code: IBC 777 7 13EAh k Floor Map 11/19/09 13:07:08 Steel - 1ISC360 -05 ASD R ANA t7 153 lLt ANA A 154 1R1 ARA 155 LIS lSL e6 a 8 801 LIS s A I4 s s I W 9Zt RE AR Q 9 a && ,'i A K $, 9 u E4 a' 1 RAAA ENE w ANA AAA > AAA 0 YSZ Lt$ g w EIS ffGZ ra 82 _ Zlt FA—.1 m f P 1 aia 112 i 9 A'-F §e m 2RE A H A 153 A H A NiN 0 OLE NAP ARM ' MBA w FA esz -- - 815 - -- _ - OLl ell FAR ffi R- - 5 w g m H B g 8 " 1N A H i$ W 133 H A A P i E N E H A W E N A E 16! a a s Kt a t i . P ] A R N E A E N A A M FH P If 80S EC LZl m . R A RAM RAM Steel v14.00.01 ANF & ASSOCIATES DataBase:29936 -a. earr 11 -19 Building Code: IB( Floor Type: flr- 11 -10 -09 Floor Map 11/19/09 13:07:08 ' Steel Code: AISC360 -05 ASD Floor Type: flr- 11 -10 -09 9 RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11 -19 -09 Building Code: IBC 8 149 148 p 8 8 g 8 8 8 a 111 d 8 8 6 71 8 a a 167 165 146 8 p 8 HF HH' 6 8 a 71 fi Floor Map q 61 77 115 R 61 s H g t26htl St, 8 2 8 5 147 8 6 H+ 6 8 8 8 141 11/19/09 13:07:08' Steel Code: AISC360 -05 ASD 8 8 W H 6 6 R R w 111 A x 71 A s o Floor Type: flr- 11 -10 -09 o) 0 CC) RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11 -19 -09 Building Code: IBC 0 CO 146 N O c') O M O O CO Cf) CO N M O) N M CX) O Floor Map 145 P6' . Ek-1 6 •t) 'E �1�N 147 11/19/09 13:07:08 Steel Code: AISC360 -05 ASD CO O C` O N r` N C') CO O • C O Fil RAM Load P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6 - addbeam - l 00LL- 11 -19 -09 Building Code: IBC Dist ft 2.857 5.714 11.429 14.286 17.143 22.857 25.714 28.571 34.286 37.143 DL kips 3.159 4.228 4.228 3.159 4.228 4.228 3.159 4.228 4.228 3.159 Load Diagram 11/19/09 13:07:08 Floor Type: flr- 11 -10 -09 Beam Number = 145 Span information (ft): I -End (86.00,0.00) J -End (126.00,0.00) P2 P3 P5 P6 P8 P9 P1 P4 P7 P10 LL+ kips 4.405 6.607 6.607 4.405 6.607 6.607 4.405 6.607 6.607 4.405 LL- Max Tot kips kips 0.000 7.564 0.000 10.835 0.000 10.835 0.000 7.564 0.000 10.835 0.000 10.835 0.000 7.564 0.000 10.835 0.000 10.835 0.000 7.564 ft k/ft k/ft k/ft k/ft W1 0.000 0.032 0.050 0.000 0.082 W2 40.000 0.032 0.050 0.000 0.082 V12 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User. ION-0600953 Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM - 145- 40G- 7N -19.3K General Information Center Span Left Cantilever Right Cantilever Point Loads Magnitude Location Magnitude Location Center Location Moment Shear Deflection Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 40.00 ft ft ft 19.300 k 5.714 ft 19.300 k 34.286 ft 661.72 k -ft 0.000 ft 0.00 k -ft 57.90 k 0.00000 in Single Span Beam Analysis Moment of Inertia Elastic Modulus Beam End Fixity 19.300 k 11.429 ft k ft Query Values 661.72 k -ft at 18.84 ft 0.00 k -ft at 40.00 ft 0.00 k -ft 0.00 k -ft Left Cant Title : Dsgnr: Description : Scope : 19.300 k 17.143 ft Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant 1,000.000 in4 29,000 ksi Pin -Pin k ft 0.000 ft 0.00 k -ft 0.00 k 0.00000 in 57.90 k 57.90 k 57.90 k 19.300 k 22.857 ft k ft Job # Date: 4:21 PM, 19 NOV 09 Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Reactions... @ Left @ Right -6.598 in at 20.04 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft 19.300 k 28.571 ft Page 1 29936.ecw:Calculations k ft 57.90 k 57.90 k ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User KW- 0600953 Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENEItCALC Engineering Software Single Span Beam Analysis Page 2 29936.ecw:Calculations Description 0 BEAM - 145- 40G- 7N -19.3K Sketch & Diagram f 9 3k 1 9 3k f9 3k {9 3k 19 3k 1 9 3k • 4011 0 Title : Dsgnr: Description : Scope : Betudlit9 Moments a Location rltl Location rltl Location (ft) Job # Date: 4:21PM, 19 NOV 09 A'NF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User KW- 0600953 Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENE17CALC Engineering Software Description BEAM- 145- 100PSF General Information Center Span Left Cantilever Right Cantilever Point Loads 40.00 ft Moment of Inertia ft Elastic Modulus ft Beam End Fixity Magnitude 7.564 k 10.835 k 10.835 k Location 2.857 ft 5.714 ft 11.429 ft Magnitude 10.835 k 7.546 k 10.835 k 10.835 k Location 22.857 ft 25.714 ft 28.571 ft 34.286 ft Magnitude k k k k Location ft ft ft ft uery Values Center Location Moment Shear Deflection 0.000 ft 0.00 k -ft 47.63 k 0.00000 in Title : Dsgnr: Description : Scope : Single Span Beam Analysis 1,000.000 in4 29,000 ksi Pin -Pin Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in 7.564 k 14.286 ft Job # Date: 4:24PM, 19 NOV 09 10.835 k 17.143 ft 7.564 k 37.143 ft Page 1 29936. ecw:Calculations Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 501.05 k -ft at 17.15 ft 0.00 k -ft at 40.00 ft 0.00 k -ft 0.00 k -ft 501.05 k -ft Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant 47.63 k 47.62 k 47.63 k Reactions... @ Left @ Right -5.028 in at 19.96 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft 47.63 k 47.62 k ANF & ASSOCIATES Tel- (626) 448 -8182 • Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 I User: KW-0600953 Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM - 145- 100PSF Sketch & Diagram l 0 7.56440.835k t0.8391564d0.8354 70.839t646N0.835k ' 0.631564k 408 Title : Dsgnr: Description : Scope : Single Span Beam Analysis 00172 606.66 620.38 t - 403.20. - 307.03 '"F 330.00 4 108 52 2.34 1 00.17 Be h iq 61nu111ifs 57.00 40.32 34 74 23 10 11.60 00 160; 6.23 10 .34.74 .40 32 .57 00 Be.1111 Jlle.11 3.03 e -0.73! 2.20 .3 03 ..SSv5S{{ -3.07 Ti 4.40 - - X -6.13 .5 07 i -- [feflecoiou 3.03 Job # Date: 4:24PM, 19 NOV 09 Page 2 29936.ecw: Calculations .04 11.04 15.05 10.05 23 21.08 31.08 35.00 10. Location (ft) 1.04 11.04 13.00 18.00 23.97 2190 31.08 3 30 40.0 Location (Rl 1.58 11.94 15.85 10.00 23.0 27.08 31.08 3390 40.0 Location fflt RAM Floor Type: flr- 11 -10 -09 RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6 - addbeam - l 00LL- 11 -19 -09 Building Code: IBC CAI CP a CO CP Floor Map 92 0 H CI 33 11/19/09 13:07:08 Steel Code: AISC360 -05 ASD CI CO a ANF & ASSOCIATES Consulting Structural Engineers Description BEAM -158 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW-0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Tel: (626) 448 -8182 Fax: (626)448 -8092 Section Properties HSS14X6X5 /16 Title : Dsgnr: Description : Scope : Steel Beam Design Depth 14.000 in Weight 37.70 #/ft Web Thick 0.291 in lxx 271.000 in4 Width 6.000 in lyy 72.300 in4 Flange Thick 0.291 in Sxx 38.700 in3 Area 11.10 in2 Syy 24.100 in3 Rt 3.000 in R -xx 4.940 in Values for LRFD Design.... R 2.550 in J 186.000 in4 Zx 48.600 in3 Cw 45.50 in6 Zy 26.900 in3 Job # Date: 3:39PM, 19 NOV 09 Page 2 29936.ecw:Calculations PAM RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11 -19 -09 Building Code: IBC Floor Type: flr- 11 -10 -09 Beam Number = 158 Span information (ft): I -End (30.00,158.83) J -End (58.00,158.83) 1M P1 P2 Load Diagram P3 -P4 P5 P6 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 2.800 5.762 7.980 0.000 13.742 P2 5.600 7.661 11.970 0.000 19.630 P3 11.200 7.661 11.970 0.000 19.630 P4 14.000 5.762 7.980 0.000 13.742 P5 16.800 7.661 11.970 0.000 19.630 P6 22.400 7.661 11.970 0.000 19.630 P7 25.200 5.762 7.980 0.000 13.742 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 28.000 0.000 0.000 0.000 0.000 11/1 9/09 1 3:07:08 P7 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User KW-0600953, Ver 5.8 0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -158 General Information Steel Section : HSS14X6X5/16 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Dead Load Live Load Short Term Location Summary [Force & Stress Summary Center Defl. -1.347 in Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft 28.00 ft 0.00 ft 0.00 ft 0.00 ft Steel Beam Design Fy 46.O0ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together #1 #2 #3 #4 #5 #6 #7 0.100 k/ft k/ft k/ft ft ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 2.900 2.900 4.000 4.000 2.800 14.000 -0.707 0.000 0.000 0.000 #3 2.900 4.000 25.200 -1.347 0.000 0.000 0.000 #4 Using: HSS14X6X5 /16 section, Span = 28.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 81.115 k -ft 97.911 k -ft fb : Bending Stress 25.152 ksi 30.360 ksi fb / Fb 0.828: 1 Shear 12.278 k 74.962 k fv : Shear Stress 1.507 ksi 18.400 ksi fv / Fv 0.082: 1 Title : Dsgnr: Description : Scope : Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 t °l -1.347 0.000 0.000 0.000 #5 Note! Short Term Loads Are WIND Loads. #6 Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 Job # Date: 3:39PM, 19 NOV 09 #7 k k k ft «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only as Center as Center ate. Cants Cd). Cants Max. M + 81.11 k -ft 41.91 81.11 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 12.28 k 6.28 12.28 k Shear @ Right 12.28 k 6.28 12.28 k 0.000 in 0.000 in 0.000 in 0.000 0.000 in Reaction @ Left 12.28 6.28 12.28 12.28 k Reaction @ Rt 12.28 6.28 12.28 12.28 k Fa calc'd per Eq. E2 -1, K *Ur < Cc Page 1 29936.ecw:Calculations -1.347 in 475.5 : 1 249.5 : 1 ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Mister Ave., Suite 118, El Monte, CA 91731 Section Properties HSS14X6X5 /16 Title : Dsgnr: Description : Scope : Rev: 580000 User: KW-0600953, Ver5.8.0, 1- Dec -2003 Steel Beam Design (c)1983 -2003 ENERCALC Engineering Software Description BEAM -158 Depth 14.000 in Weight 37.70 #/ft Web Thick 0.291 in lxx 271.000 in4 Width 6.000 in lyy 72.300 in4 Flange Thick 0.291 in Sxx 38.700 in3 Area 11.10 in2 Syy 24.100 in3 Rt 3.000 in R -xx 4.940 in Values for LRFD Design.... R -yy 2.550 in J 186.000 in4 Zx 48.600 in3 Cw 45.50 in6 Zy 26.900 in3 Job # Date: 3:39PM, 19 NOV 09 Page 2 29936.ecw:Calculations P1 P2 P3 P4 1 P6 Fil RAM Load RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11 -19 -09 Building Code: IBC Floor Type: 11r 11 - 10 - 09 Beam Number = 159 Span information (ft): I -End (58.00,158.83) J -End (86.00,158.83) -P1 Dist ft 5.600 8.400 11.200 16.800 19.600 22.400 P2 DL kips 7.661 5.762 7.661 7.661 5.762 7.661 Load Diagram P3 LL+ kips 11.970 7.980 11.970 11.970 7.980 11.970 P4 P5 P6 LL- Max Tot kips kips 0.000 19.630 0.000 13.742 0.000 19.630 0.000 19.630 0.000 13.742 0.000 19.630 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 28.000 0.000 0.000 0.000 0.000 11/19/09 12:55:03 ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 f Rev: 580000 User KW-0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -159 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS14X6X5/16 Center Span Left Cant. Right Cant Lu : Unbraced Length 28.00 ft 0.00 ft 0.00 ft 0.00 ft Title : Dsgnr: Description : Scope : Steel Beam Design Job # Date: 3:39PM, 19 NOV 09 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.100 k/ft LL k/ft ST k/ft Start Location ft End Location ft [Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 2.900 2.900 k Live Load 4.000 4.000 k Short Term k Location 8.400 19.600 ft Summary Using: HSS14X6X5/16 section, Span = 28.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 71.455 k -ft 97.911 k -ft fb : Bending Stress 22.157 ksi 30.360 ksi fb / Fb 0.730: 1 Shear 8.828 k 74.962 k fv : Shear Stress 1.083 ksi 18.400 ksi fv l Fv 0.059: 1 Force & Stress Summary «_ These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only ( Center a Center (a) Cants a Cants Max. M + 71.45 k -ft 37.85 71.45 k -ft Max. M - k -ft Max. M @ Left k-ft Max. M @ Right k -ft Shear @ Left 8.83 k 4.83 8.83 k Shear @ Right 8.83 k 4.83 8.83 k Center Defl. Left Cant Defl Right Cant Defl -1.341 in 0.000 in 0.000 in ...Query Defl @ 0.000 ft -0.704 0.000 0.000 0.000 -1.341 0.000 0.000 0.000 -1.341 0.000 0.000 0.000 Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 Reaction @ Left 8.83 4.83 8.83 8.83 k Reaction @ Rt 8.83 4.83 8.83 8.83 k Fa calc'd per Eq. E2 -1, K *L/r < Cc Beam OK Static Load Case Governs Stress 0.000 in 0.000 in 0.000 in 0.000 0.000 in Page 1 29936.ecw:Calculations -1.341 in 477.1 : 1 250.5 : 1 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW-0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -159 Section Properties HSS14X6X5/16 Title : Dsgnr: Description : Scope : Steel Beam Design Depth 14.000 in Weight 37.70 #/ft Web Thick 0.291 in lxx 271.000 in4 Width 6.000 in Iyy 72.300 in4 Flange Thick 0.291 in Sxx 38.700 in3 Area 11.10 in2 Syy 24.100 in3 Rt 3.000 in R -xx 4.940 in Values for LRFD Design.... R -yy 2.550 in J 186.000 in4 Zx 48.600 in3 Cw 45.50 in6 Zy 26.900 in3 Job # Date: 3:39PM, 19 NOV 09 Page 2 29936.ecw:Calculaticns RAM INTE?N.ATK)NAL Load P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam -1 OOLL- 11 -19 -09 Building Code: IBC Floor Type: flr- 11 -10 -09 Beam Number = 92 Span information (ft): I -End (86.00,158.83) J -End (126.00,158.83) P1 P2 Dist ft 2.857 5.714 11.429 14.286 17.143 22.857 25.714 28.571 34.286 37.143 P3 P4 DL kips 5.866 7.817 7.817 5.866 7.817 7.817 5.866 7.817 7.817 5.866 Load Diagram P5 LL+ kips 8.143 12.214 12.214 8.143 12.214 12.214 8.143 12.214 12.214 8.143 P6 P7 P8 11/19/09 12:55:0= P9 P10 LL- Max Tot kips kips 0.000 14.009 0.000 20.031 0.000 20.031 0.000 14.009 0.000 20.031 0.000 20.031 0.000 14.009 0.000 20.031 0.000 20.031 0.000 14.009 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 40.000 0.000 0.000 0.000 0.000 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW-0600953, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -92 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS18X6X3 /8 Point Loads Center Span Left Cant. Right Cant Lu : Unbraced Length Dead Load Live Load Short Term Location Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ #1 2.940 4.200 Shear fv : Shear Stress fv / Fv Reaction @ Left 15.36 Reaction @ Rt 15.37 Fa calc'd per Eq. E2 - 1, K *L/r < Cc 40.00 ft 0.00 ft 0.00 ft 0.00 ft #2 2.940 4.200 2.875 14.286 Using: HSS18X6X3 /8 section, Span = 40.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment ' 133.335 k -ft 169.257 k -ft fb : Bending Stress 23.917 ksi 30.360 ksi fb / Fb 0.788: 1 Section Properties HSS18X6X3 /8 15.370 k 1.223 ksi 0.066 : 1 15.36 k 6.97 15.37 k 6.97 -2.257 in -1.035 0.000 in 0.000 0.000 in 0.000 0.000 ft 0.000 Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 25.714 37.143 133.33 k -ft 61.30 133.33 #3 #4 #5 #6 #7 2.940 2.940 k 4.200 4.200 k k ft 115.589 k 18.400 ksi 15.36 15.37 Title : Dsgnr: Description : Scope : Depth 18.000 in Weight 54.35 #/ft Web Thick 0.349 in lxx 602.000 in4 Width 6.000 in Iyy 106.000 in4 Flange Thick 0.349 in Sxx 66.900 in3 Area 16.00 in2 Syy 35.500 in3 Rt 3.000 in R -xx 6.150 in Values for LRFD Design.... R -yy 2.580 in J 302.000 in4 Zx 86.400 in3 Cw 69.50 in6 Zy 39.500 in3 Fy Load Duration Factor Elastic Modulus Job # Date: 3:39PM, 19 NOV 09 Page 1 29936.ecw:Calculations 46.00 ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) -2.257 in 463.8 : 1 212.6 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only Cai Center as Center as Cants (7a Cants -2.257 -2.257 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 6.97 15.36 15.36 k 6.97 15.37 15.37 k k -ft k -ft k -ft k -ft k k Fil iuim INTERNAM:NW Floor Type: flr-11-10-09 RAM Steel v14.00.01 ANF & ASSOCIATES Database: 29936-addbeam-lOOLL-11-19-09 Building Code: IBC Floor Map CD CD CD o 11/19/09 13:07:08 Steel Code: AISC360-05 ASD CO CD CD RAM Load P1 P2 P3 P4 P5 P6 P7 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936- addbeam- 100LL- 11 -19 -09 Building Code: IBC Load Diagram Floor Type: flr- 11 -10 -09 Beam Number = 154 Span information (ft): I -End (30.00,126.83) J -End (58.00,126.83) P1 P2 Dist ft 2.800 5.600 11.200 14.000 16.800 22.400 25.200 DL kips 6.570 8.601 8.601 6.570 8.601 8.601 6.570 ft k/ft W1 0.000 0.000 W2 28.000 0.000 -P3 -P5 P4 P6 LL+ kips 8.960 13.440 13.440 8.960 13.440 13.440 8.960 k/ft 0.000 0.000 LL- Max Tot kips kips 0.000 15.530 0.000 22.041 0.000 22.041 0.000 15.530 0.000 22.041 0.000 22.041 0.000 15.530 k/ft k/ft 0.000 0.000 0.000 0.000 11/19/09 13:07:Of P7 ' ANF & ASSOCIATES Tel: (626) 448 -8182 Fax: (626)448 -8092 Consulting Structural Engineers 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User KW-0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -154 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS14X6X5 /16 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Dead Load Live Load Short Term Location Summary #1 0.100 I Force & Stress Summary 28.00 ft 0.00 ft 0.00 ft 0.00 ft #1 #2 3.300 3.300 4.500 4.500 2.800 14.000 Title : Dsgnr: Description : Scope : Steel Beam Design Job # Date: 3:39PM, 19 NOV 09 Fy 46.00 ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together Note! Short Term Loads Are WIND Loads. #2 #3 #4 #5 #6 #7 #3 3.300 4.500 25.200 #4 Using: HSS14X6X5/16 section, Span = 28.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 89.935 k -ft 97.911 k -ft fb : Bending Stress 27.887 ksi 30.360 ksi fb / Fb 0.919: 1 Shear 13.628 k 74.962 k fv : Shear Stress 1.673 ksi 18.400 ksi fv / Fv 0.091 : 1 #5 #6 #7 k k k ft Max. Deflection Length /DL Defl Length /(DL +LL Defl) « -- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only A Center as Center an. Cants Cants Max. M + 89.93 k -ft 45.83 89.93 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 13.63 k 6.88 13.63 k Shear @ Right 13.63 k 6.88 13.63 k Center Defl. -1.491 in -0.771 -1.491 -1.491 0.000 0.000 in Left Cant Defl 0.000 in 0.000. 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 13.63 6.88 13.63 13.63 k Reaction @ Rt 13.63 6.88 13.63 13.63 k Fa calc'd per Eq. E2 -1, K'Ur < Cc Page 1 29936. ecw: Calculations k/ft k/ft k/ft ft ft Point Loads Note! Short Term Loads Are WIND Loads. Beam OK Static Load Case Governs Stress -1.491 in 436.0 : 1 225.4 : 1 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 r Rev: 580000 User: KW-0600953, Ver 5.8.0, 1 -Dec -2003 I (c)1983 -2003 ENERCALC Engineering Software Description BEAM -154 Section Properties HSS14X6X5 /16 Title : Dsgnr: Description : Scope : Steel Beam Design Depth 14.000 in Weight 37.70 #/ft Web Thick 0.291 in lxx 271.000 in4 Width 6.000 in lyy 72.300 in4 Flange Thick 0.291 in Sxx 38.700 in3 Area 11.10 in2 Syy 24.100 in3 Rt 3.000 in R -xx 4.940 in Values for LRFD Design.... R -yy 2.550 in J 186.000 in4 Zx 48.600 in3 Cw 45.50 in6 Zy 26.900 in3 Job # Date: 3:39PM, 19 NOV 09 Page 2 29936.ecw:Calculations 7 F RAM INTERNATENAt Load P1 P2 P3 P4 1 P6 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11 -19 -09 Building Code: IBC P1 Dist ft 5.600 8.400 11.200 16.800 19.600 22.400 P2 DL kips 8.601 6.570 8.601 8.601 6.570 8.601 Load Diagram Floor Type: flr- 11 -10 -09 Beam Number = 155 Span information (ft): I -End (58.00,126.83) J -End (86.00,126.83) P3 -P4 LL+ kips 13.440 8.960 13.440 13.440 8.960 13.440 P5 P6 LL- Max Tot kips kips 0.000 22.041 0.000 15.530 0.000 22.041 0.000 22.041 0.000 15.530 0.000 22.041 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 28.000 0.000 0.000 0.000 0.000 11/19/09 12:55:03 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448-8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW- 0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -155 General Information Steel Section : HSS14X6X5/16 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location Point Loads Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location Summary Using: HSS14X6X5 /16 section, Span = 28.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 79.015 k -ft 97.911 k -ft fb : Bending Stress 24.501 ksi 30.360 ksi fb / Fb 0.807: 1 Shear 9.728 k 74.962 k fv : Shear Stress 1.194 ksi 18.400 ksi fv / Fv 0.065: 1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl #1 #2 #3 #4 #5 #6 #7 0.100 #1 #2 3.300 3.300 4.500 4.500 8.400 19.600 Maximum 79.01 k -ft -1.485 in 0.000 in 0.000 in ...Query Defl @ 0.000 ft 28.00 ft 0.00 ft 0.00 ft 0.00 ft « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Only ZIi Center @ Center (il Cants oA Cants 41.21 79.01 k -ft k -ft k -ft k -ft 9.73 k 5.23 9.73 k 9.73 k 5.23 9.73 k -0.768 0.000 0.000 0.000 Title : Dsgnr: Description : Scope : Steel Beam Design Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together #3 #4 -1.485 0.000 0.000 0.000 -1.485 0.000 0.000 0.000 #5 #6 #7 k k k ft Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 0.000 Job # Date: 3:39PM, 19 NOV 09 Beam OK Static Load Case Governs Stress 0.000 in 0.000 in 0.000 in 0.000 in Reaction @ Left 9.73 5.23 9.73 9.73 k Reaction @ Rt 9.73 5.23 9.73 9.73 k Fa caic'd per Eq. E2 -1, K`L/r < Cc Page 1 29936.ecw :Calculations k/ft k/ft k/ft ft ft -1.485 in 437.5 : 1 226.3 : 1 ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW-0600953, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -155 LSection Properties HSS14X6X5 /16 Title : Dsgnr: Description : Scope : Steel Beam Design Depth 14.000 in Weight 37.70 #/ft Web Thick 0.291 in lxx 271.000 in4 Width 6.000 in Iyy 72.300 in4 Flange Thick 0.291 in Sxx 38.700 in3 Area 11.10 in2 Syy 24.100 in3 Rt 3.000 in R -xx 4.940 in Values for LRFD Design.... R -yy 2.550 in J 186.000 in4 Zx 48.600 in3 Cw 45.50 in6 Zy 26.900 in3 Job # Date: 3:39PM, 19 NOV 09 Page 2 29936.ecw:Calculations Load Floor Type: flr- 11 -10 -09 Beam Number = 79 Span information (ft): I -End (86.00,126.83) J -End (126.00,126.83) P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11 -19 -09 Building Code: IBC P1 P2 Dist ft 2.857 5.714 11.429 14.286 17.143 22.857 25.714 28.571 34.286 37.143 P3 P4 DL kips 6.688 8.777 8.777 6.688 8.777 8.777 6.688 8.777 8.777 6.688 Load Diagram P5 P6 -P8 -P7 LL+ kips 9.143 13.714 13.714 9.143 13.714 13.714 9.143 13.714 13.714 9.143 LL- Max Tot kips kips 0.000 15.830 0.000 22.491 0.000 22.491 0.000 15.830 0.000 22.491 0.000 22.491 0.000 15.830 0.000 22.491 0.000 22.491 0.000 15.830 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 40.000 0.000 0.000 0.000 0.000 11/19/09 12:55:02 P9 P10 ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW -0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information BEAM -79 Depth Web Thick Width Flange Thick Area Rt Steel Section : HSS18X6X3 /8 Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location Summary Using: HSS18X6X3 /8 section, Span End Fixity = Pinned - Pinned, Lu = 0. Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv / Fv Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Section Properties Values for LRFD Design.... J Cw #1 #2 3.340 3.340 4.600 4.600 2.875 14.286 Maximum 147.06 k -ft 16.96 k 16.97 k Center Defl. -2.490 in Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft Reaction @ Left 16.96 Reaction @ Rt 16.97 Fa calc'd per Eq. E2 -1, [(`11r < Cc 40.00 ft 0.00 ft 0.00 ft 0.00 ft HSS18X6X3 /8 18.000 in 0.349 in 6.000 in 0.349 in 16.00 in2 3.000 in 302.000 in4 69.50 in6 = 40.00ft, Fy = 46.0ksi OOft, LDF = 1.000 Actual Allowable 147.056 k -ft 169.257 k -ft 26.378 ksi 30.360 ksi 0.869 : 1 16.971 k 1.351 ksi 0.073 : 1 «-- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Only at7. Center (a Center Cc. Cants Cants 68.16 147.06 7.77 7.77 -1.151 0.000 0.000 0.000 7.77 7.77 Weight lxx lyy Sxx Syy R -xx R -yy Zx Zy Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 3.340 4.600 25.714 16.96 16.97 -2.490 0.000 0.000 0.000 16.96 16.97 Title : Dsgnr: Description : Scope : Steel Beam Design #4 3.340 4.600 37.143 115.589 k 18.400 ksi Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 54.35 #/ft 602.000 in4 106.000 in4 66.900 in3 35.500 in3 6.150 in 2.580 in 86.400 in3 39.500 in3 -2.490 0.000 0.000 0.000 16.96 16.97 #5 0.000 0.000 0.000 0.000 #6 Job # Date: 3:39PM, 19 NOV 09 Fy 46.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Page 1 29936. ecw: C a l cu l at i on s #7 k k k ft Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 in k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in k k -2.490 in 416.9 : 1 192.8 : 1 - CO 2 999 98 48 L99 6E 9L EL LO9 EOZ ZOZ Z09 LOZ L9 L49 L Z49 89 89Z 9E9 OL t 691. 4E9 L9Z N C 0 LC> 999 9E1. 9£ Z99 991 99Z 491. 9L 809 661. E09 L61 6LI. 849 8L LLL E49 9L1 9ES EL t 8E9 ZL CYS Steel Code: AISC360-05 ASD ANF & ASSOCIATES RAM Steel v14.00.01 11/19/09 13:07:08 8Z9 6Z9 I I a i. oz i sz 4ZS 9Z9 6L 1. E 9Z 1. a 81.1. 61.9 OZ9 LL 91.1. ZZ L tr 9 L q LZ9 - CO 2 999 98 48 L99 6E 9L EL LO9 EOZ ZOZ Z09 LOZ L9 L49 L Z49 89 89Z 9E9 OL t 691. 4E9 L9Z N C 0 LC> 999 9E1. 9£ Z99 991 99Z 491. 9L 809 661. E09 L61 6LI. 849 8L LLL E49 9L1 9ES EL t 8E9 ZL CYS Steel Code: AISC360-05 ASD ANF & ASSOCIATES RAM Steel v14.00.01 11/19/09 13:07:08 RAM RAM Steel v14.00.01 ANF & ASSOCIATES Data Base: 29936-addbeam-lOOLL-11-19-09 Building Code: IBC Floor Type: fir-11-10-09 48 U) N N U) C) CO N N N- N 0) N •t- N- CY) (r) 00 0 0) JJ U) 144 Floor Map U) 0) 00 U) 0) U) 1.7 RAM RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam -1 OOLL- 11 -19 -09 Building Code: IBC Floor Type: flr- 11 -10 -09 Beam Number = 77 Span information (ft): I -End (86.00,62.83) J -End (126.00,62.83) -P1 P2 P3 P4 Load Diagram P5 P6 P7 P8 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 2.857 6.688 9.143 0.000 15.830 P2 5.714 8.777 13.714 0.000 22.491 P3 11.429 8.777 13.714 0.000 22.491 P4 14.286 6.688 9.143 0.000 15.830 P5 17.143 8.777 13.714 0.000 22.491 P6 22.857 8.777 13.714 0.000 22.491 P7 25.714 6.688 9.143 0.000 15.830 P8 28.571 8.777 13.714 0.000 22.491 P9 34.286 8.777 13.714 0.000 22.491 P10 37.143 6.688 9.143 0.000 15.830 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 40.000 0.000 0.000 0.000 0.000 11/19/09 13:07:0 P9 P10 ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User KW- 0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS18X6X3 /8 Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads Dead Load Live Load Short Term Location Summary Depth Web Thick Width Flange Thick Area Rt BEAM -77 "i Using: HSS18X6X3 /8 section, Span End Fixity = Pinned- Pinned, Lu = 0. Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv / Fv Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl Values for LRFD Design.... J Cw #1 #2 #3 3.340 3.340 3.340 4.600 4.600 4.600 2.875 14.286 25.714 37.143 Maximum 147.06 k -ft 16.96 k 16.97 k -2.490 in 0.000 in 0.000 in ...Query Defl © 0.000 ft Reaction @ Left 16.96 Reaction @ Rt 16.97 Fa calc'd per Eq. E2 -1, K "Ur < Cc Section Properties HSS18X6X3 /8 18.000 in 0.349 in 6.000 in 0.349 in 16.00 in2 3.000 in 302.000 in4 69.50 in6 40.00 ft 0.00 ft 0.00 ft 0.00 ft = 40.00ft, Fy = 46.0ksi OOft, LDF = 1.000 Actual Allowable 147.056 k -ft 169.257 k -ft 26.378 ksi 30.360 ksi 0.869 : 1 16.971 k 1.351 ksi 0.073 : 1 « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Only e Center Ca) Center (D. Cants a Cants 68.16 147.06 7.77 7.77 -1.151 0.000 0.000 0.000 7.77 7.77 Weight lxx IYY Sxx Syy R -xx R -yy Zx Zy Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 115.589 k 18.400 ksi 16.96 16.97 -2.490 0.000 0.000 0.000 16.96 16.97 Title : Dsgnr: Description : Scope : Steel Beam Design #4 3.340 4.600 54.35 #/ft 602.000 in4 106.000 in4 66.900 in3 35.500 in3 6.150 in 2.580 in 86.400 in3 39.500 in3 -2.490 0.000 0.000 0.000 16.96 16.97 #5 Fy Load Duration Factor Elastic Modulus 0.000 0.000 0.000 0.000 #6 Job # Date: 4:02PM, 19 NOV 09 Page 1 29936.ecw:Calculations 46.00 ksi 1.00 29, 000.0 ksi Note! Short Term Loads Are WIND Loads. #7 k k k ft Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 in 0.000 in 0.000 in 0.000 in k -ft k -ft k -ft k -ft k k k k -2.490 in 416.9 : 1 192.8 : 1 RAM RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11 -19 -09 Building Code: IBC Gravity Beam Design Floor Type: flr- 11 -10 -09 Beam Number = 167 �_- SPAN INFORMATION (ft): I -End (58.00,52.83) J -End (86.00,52.83) Beam Size (User Selected) = W27X94 Total Beam Length (ft) = 28.00 Mp (kip -ft) = 871.07 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.600 5.64 0.00 0.0 8.82 0.00 0.0 0.00 Snow 5.600 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 8.400 4.50 0.00 0.0 5.88 0.00 0.0 0.00 Snow 8.400 2.13 0.00 0.0 3.08 0.00 0.0 0.00 Snow 11.200 6.57 0.00 0.0 8.82 0.00 0.0 0.00 Snow 11.200 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 16.800 6.57 0.00 0.0 8.82 0.00 0.0 0.00 Snow 16.800 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 19.600 4.50 0.00 0.0 5.88 0.00 0.0 0.00 Snow 19.600 2.13 0.00 0.0 3.08 0.00 0.0 0.00 Snow 22.400 5.64 0.00 0.0 8.82 0.00 0.0 0.00 Snow 22.400 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.094 0.000 NonR 28.000 0.094 0.000 11/19/09 13:07:01 Steel Code: AISC360 -05 ASI Fy = 37.6 ksi 36 37.6 ' SHEAR: Max Va (DL +LL) = 61.92 kips Vn /1.50 = 198.24 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 0 Mn / 0 kip -ft ft ft kip -ft Center Max + DL +LL 520.9 14.0 5.6 1.00 1.67 521.60 Controlling DL +LL 520.9 14.0 5.6 1.00 1.67 521.60 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 26.08 26.08 35.84 35.84 61.92 61.92 Dead load (in) at 14.00 ft = -0.333 L/D = 1010 Live load (in) at 14.00 ft = -0.457 L/D = 735 Net Total load (in) at 14.00 ft = -0.790 L/D = 426 RAM RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11 -19 -09 Building Code: IBC Floor Type: flr- 11 -10 -09 Beam Number = 167 SPAN INFORMATION (ft): I -End (58.00,52.83) J -End (86.00,52.83) Beam Size (Optimum) = W30X99 Total Beam Length (ft) = 28.00 Mp (kip -ft) = 936.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.600 5.64 0.00 0.0 8.82 0.00 0.0 0.00 Snow 5.600 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 8.400 4.50 0.00 0.0 5.88 0.00 0.0 0.00 Snow 8.400 2.13 0.00 0.0 3.08 0.00 0.0 0.00 Snow 11.200 6.57 0.00 0.0 8.82 0.00 0.0 0.00 Snow 11.200 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 16.800 6.57 0.00 0.0 8.82 0.00 0.0 0.00 Snow 16.800 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 19.600 4.50 0.00 0.0 5.88 0.00 0.0 0.00 Snow 19.600 2.13 0.00 0.0 3.08 0.00 0.0 0.00 Snow 22.400 5.64 0.00 0.0 8.82 0.00 0.0 0.00 Snow 22.400 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.099 0.000 NonR 28.000 0.099 0.000 SHEAR: Max Va (DL +LL) = 61.98 kips Vn /1.50 = 222.39 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SI Mn / S2 kip -ft ft ft kip -ft Center Max + DL +LL 521.3 14.0 5.6 1.00 1.67 560.48 Controlling DL +LL 521.3 14.0 5.6 1.00 1.67 560.48 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Gravity Beam Design Left Right 26.14 26.14 35.84 35.84 61.98 61.98 Fy = 36.0 ksi Dead load (in) at 14.00 ft = -0.273 L/D = 1230 Live load (in) at 14.00 ft = -0.375 L/D = 897 Net Total load (in) at 14.00 ft = -0.648 L/D = 519 11/19/09 13:07:0 Steel Code: AISC360 -05 ASE RAM RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- 100LL- 11 -19 -09 Building Code: IBC Beam Size (Optimum) Total Beam Length (ft) Mp (kip -ft) = 936.00 POINT LOADS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Gravity Beam Design Floor Type: fir- 11 -10 -09 Beam Number = 167 SPAN INFORMATION (ft): I -End (58.00,52.83) J -End (86.00,52.83) = W30X99 = 28.00 Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.600 5.64 0.00 0.0 8.82 0.00 0.0 0.00 Snow 5.600 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 8.400 4.50 0.00 0.0 5.88 0.00 0.0 0.00 Snow 8.400 2.13 0.00 0.0 3.08 0.00 0.0 0.00 Snow 11.200 6.57 0.00 0.0 8.82 0.00 0.0 0.00 Snow 11.200 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 16.800 6.57 0.00 0.0 8.82 0.00 0.0 0.00 Snow 16.800 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow 19.600 4.50 0.00 0.0 5.88 0.00 0.0 0.00 Snow 19.600 2.13 0.00 0.0 3.08 0.00 0.0 0.00 Snow 22.400 5.64 0.00 0.0 8.82 0.00 0.0 0.00 Snow 22.400 2.96 0.00 0.0 4.62 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.099 0.000 NonR 28.000 0.099 0.000 SHEAR: Max Va (DL +LL) = 61.98 kips Vn /1.50 = 222.39 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb Q Mn / Q kip -ft ft ft kip -ft Center Max + DL +LL 521.3 14.0 5.6 1.00 1.67 560.48 Controlling DL +LL 521.3 14.0 5.6 1.00 1.67 560.48 REACTIONS (kips): Left Right 26.14 26.14 35.84 35.84 61.98 61.98 Fy = 36.0 ksi Dead load (in) at 14.00 ft = -0.273 L/D = 1230 Live load (in) at 14.00 ft = -0.375 L/D = 897 Net Total load (in) at 14.00 ft = -0.648 L/D = 519 11/19/09 13:07:0 Steel Code: AISC360 -05 ASE RAM INTERNATIONAL Load P1 P2 P3 P4 P5 P6 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam -1 OOLL- 11 -19 -09 Building Code: IBC Dist ft 5.600 8.400 11.200 16.800 19.600 22.400 DL kips 8.601 6.626 9.530 9.530 6.626 8.601 Load Diagram Floor Type: flr- 11 -10 -09 Beam Number = 167 Span information (ft): I -End (58.00,52.83) J -End (86.00,52.83) P1 P3 P4 P6 P2 P5 11/19/09 13:07:0E LL+ kips 13.440 8.960 13.440 13.440 8.960 13.440 LL- Max Tot kips kips 0.000 22.041 0.000 15.586 0.000 22.970 0.000 22.970 0.000 15.586 0.000 22.041 ft k/ft k/ft k/ft k/ft W1 0.000 0.099 0.000 0.000 0.099 W2 28.000 0.099 0.000 0.000 0.099 lil RAM Steel v14.00.01.00 ANF & ASSOCIATES RAM DataBase: 29936- addbeam- l 00LL- 11 -19 -09 MTERNATI°NAI Building Code: IBC Floor Type: flr- 11 -10 -09 Beam Number = 152 Span information (ft): I -End (30.00,30.83) J -End (58.00,30.83) w P1 P2 Load Diagram P3 P4 P5 P6 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 2.800 3.285 4.480 0.000 7.765 P2 5.600 9.826 15.353 0.000 25.179 P3 11.200 8.445 13.195 0.000 21.639 P4 14.000 6.388 8.796 0.000 15.185 P5 16.800 8.445 13.195 0.000 21.639 P6 22.400 8.445 13.195 0.000 21.639 P7 25.200 6.388 8.796 0.000 15.185 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 28.000 0.000 0.000 0.000 0.000 11/19/09 13:07:0F P7 VT ' ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW -0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -152 Steel Section : HSS14X6X5/16 Center Span Left Cant. Right Cant Lu : Unbraced Length DL LL ST Start Location End Location Dead Load Live Load Short Term Location Summary Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ 0.100 [Force & Stress Summary #1 #2 3.300 3.300 4.500 4.500 Reaction @ Left 13.63 Reaction @ Rt 13.63 Fa calc'd per Eq. E2 -1, K *Ur < Cc 28.00 ft 0.00 ft 0.00 ft 0.00 ft 2.800 14.000 -1.491 in -0.771 0.000 in 0.000 0.000 in 0.000 0.000 ft 0.000 Title : Dsgnr: Description : Scope : Steel Beam Design General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Point Loads Note! Short Term Loads Are WIND Loads. Using: HSS14X6X5/16 section, Span = 28.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 89.935 k -ft 97.911 k -ft fb : Bending Stress 27.887 ksi 30.360 ksi fb / Fb 0.919: 1 Shear 13.628 k 74.962 k fv : Shear Stress 1.673 ksi 18.400 ksi fv / Fv 0.091 : 1 Fy 46.00 ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together #3 #4 #5 #6 #7 3.300 k 4.500 k k 25.200 ft -1.491 0.000 0.000 0.000 -1.491 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Job # Date: 4:11 PM, 19 NOV 09 Page 1 29936 ecw Calculations k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only a Center on. Center a Cants a Cants Max. M + 89.93 k -ft 45.83 89.93 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 13.63 k 6.88 13.63 k Shear @ Right 13.63 k 6.88 13.63 k 0.000 in 0.000 in 0.000 in 0.000 in 6.88 13.63 13.63 k 6.88 13.63 13.63 k -1.491 in 436.0 : 1 225.4 : 1 1 ANF & ASSOCIATES Tel: (626) 448-8182 Consulting Structural Engineers Fax: (626) 448-8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 [ Rev: 580000 User: KW-0600953, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BEAM-152 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design.... J 186.000 in4 Cw 45.50 in6 Sketch & Diagram Rmax = 13.826k Vmax crft left = 13.828k HSS14X6X5/16 14.000 in 0.291 in 6.000 in 0.291 in 11.10 in2 3.000 in 286 Mmax = 89.9k-ft Dmax = -1.491in Weight lxx IYY Sxx Syy R-xx R-yy Zx Zy 8k 8k t 8k .4011111111111i 111111l 0 Title : Dsgnr: Description : Scope : Steel Beam Design 37.70 #/ft 271.000 in4 72.300 in4 38.700 in3 24.100 in3 4.940 in 2.550 in 48.600 in3 26.900 in3 90 .03 . 87 ,64 71 95 02 05 44.97 30.07: 17 NI. 8 00 010 .0 270 13.03 11.38 0.00 8.81 4.54 2 27 Rmax = 13.828k 0.0 Vmax 022 rt 43,i 33 -3,40 , • .51 .1031' .13.81i- i.70 BeAln 8.32 11.13 13.00 Location (111 3.51 0.32 15.13 13.01 1 Location (111 Job # Date: 4:11PM, 19 NOV 09 18.70 10.57 Page 2 29936.ecw.Calculations 22.38 20.10 20.0 76 10.57 22.313 25.10 28.0 RAM INTERNATIONAL Load Floor Type: flr- 11 -10 -09 Beam Number = 165 Span information (ft): I -End (58.00,30.83) J -End (86.00,30.83) P1 P2 P3 P4 P5 P6 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936- addbeam- l OOLL- 11 -19 -09 Building Code: IBC P1 P3 P4 P6 P2 P5 Dist ft 5.600 8.400 11.200 16.800 19.600 22.400 DL kips 7.101 5.230 7.101 7.101 5.230 7.101 Load Diagram LL+ kips 11.095 7.396 11.095 11.095 7.396 11.095 LL- Max Tot kips kips 0.000 18.195 0.000 12.626 0.000 18.195 0.000 18.195 0.000 12.626 0.000 18.195 ft k/ft k/ft k/ft k/ft W1 0.000 0.084 0.000 0.000 0.084 W2 28.000 0.084 0.000 0.000 0.084 11/19/09 13:07:0q ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 r Rev: 580000 User: KW-0600953, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -165 [General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS14X6X1 /4 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location Point Loads 28.00 ft 0.00 ft 0.00 ft 0.00 ft Title : Dsgnr: Description : Scope : Steel Beam Design Job # Date: 4:14PM, 19 NOV 09 Fy 46.00 ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together #1 #2 #3 #4 #5 #6 #7 0.100 Note! Short Term Loads Are WIND Loads. }� #1 #2 #3 #4 #5 #6 #7 Dead Load 2.900 2.900 k Live Load 4.000 4.000 k Short Term k Location 8.400 19.600 ft ummary Using: HSS14X6X1 /4 section, Span = 28.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 70.743 k -ft 80.201 k -ft fb : Bending Stress 26.780 ksi 30.360 ksi fb / Fb 0.882 : 1 Shear 8.726 k 60.021 k fv : Shear Stress 1.338 ksi 18.400 ksi fv / Fv 0.073: 1 Force & Stress Summary Max. Deflection Length /DL Defl Length /(DL +LL Defl) «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only at Center ( i Center l Cants ( Cants Max. M + 70.74 k -ft 37.14 70.74 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 8.73 k 4.73 8.73 k Shear © Right 8.73 k 4.73 8.73 k Center Defl. -1.622 in Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft -0.844 0.000 0.000 0.000 -1.622 0.000 0.000 0.000 -1.622 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 in 0.000 in 0.000 in Reaction @ Left 8.73 4.73 8.73 8.73 k Reaction © Rt 8.73 4.73 8.73 8.73 k Fa calc'd per Eq. E2 - 1, K *L/r < Cc Page 1 29936.ecw: Calculetions k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress -1.622 in 398.1 : 1 207.2 : 1 ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW -0600953, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -165 Section Properties HSS14X6X1 /4 Depth Web Thick Width Flange Thick Area Rt 14.000 in 0.233 in 6.000 in 0.233 in 8.96 in2 3.000 in Values for LRFD Design.... J 152.000 in4 Cw 36.90 in6 Sketch & Diagram Weight lxx lYY Sxx Syy R -xx R -yy Zx Zy Title : Dsgnr: Description : Scope : Steel Beam Design 30.43 #/ft 222.000 in4 59.600 in4 31.700 in3 19.900 in3 4.980 in 2.580 in 39.600 in3 22.000 in3 71.45 y1 j1 64.31 :... 8. 8kk 8,95 87.18, -_ -_ 0 24 35.73,-..- 28.58 E 21.44 1 14.29 2 7.15:_. 0 Beudiig lvinlne,uos Rmax = 8.726k Vmax © left = 8 726k 28ft Mmax = 70.7k -ft Dmax = •1.8221n 0 8.83 7.38 8.89 4.41 2.94 1 47 Rmax = 8.7285 Vmax =87'� -2,20• .441 - Job # Date: 4:14PM, 19 NOV 09 Page 2 29936.ecw: Calculations -881 Beaus . heal 2.70 0.58 _ g .0.75 .104 "-- ........._ 5.51 8.32 ti.13 13.94 18.78 10. 57 22.38 25.19 28.0 Location fft) . 1.34 [ieflec(lou 270 551 632 1.13 530* 1878 1057 2238 25.10 280 Locellon 1111 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam -1 OOLL- 11 -19 -09 Building Code: IBC P1 P2 P3 P4 Load Diagram Floor Type: flr- 11 -10 -09 Beam Number = 88 Span information (ft): I -End (86.00,30.83) J -End (126.00,30.83) P5 P6 -P7 P8 -P9 w V1P Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 2.857 6.503 8.976 0.000 15.479 P2 5.714 8.617 13.464 0.000 22.081 P3 11.429 8.617 13.464 0.000 22.081 P4 14.286 6.503 8.976 0.000 15.479 P5 17.143 8.617 13.464 0.000 22.081 P6 22.857 8.617 13.464 0.000 22.081 P7 25.714 6.503 8.976 0.000 15.479 P8 28.571 8.617 13.464 0.000 22.081 P9 34.286 8.617 13.464 0.000 22.081 P10 37.143 6.503 8.976 0.000 15.479 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 40.000 0.000 0.000 0.000 0.000 11/19/09 13:07:08 P10 ANF & ASSOCIATES Tel: (626)448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Tclstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User: KW-0600953, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM -88 General Information Steel Section : HSS18X6X3 /8 Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads Dead Load Live Load Short Term Location Summary Using: HSS18X6X3 /8 section, Span End Fixity = Pinned - Pinned, Lu = 0. Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv / Fv Force & Stress Summary Depth Web Thick Width Flange Thick Area Rt Max. M + Max. M - Max. M @ Left Max. M @ Right Shear © Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left 16.96 Reaction @ Rt 16.97 Fa calc'd per Eq. E2 -1, K *Ur < Cc Values for LRFD Design.... J Cw 40.00 ft 0.00 ft 0.00 ft 0.00 ft #1 #2 3.340 3.340 4.600 4.600 2.875 14.286 16.971 k 1.351 ksi 0.073 : 1 DL Maximum Only 147.06 k -ft 68.16 16.96 k 7.77 16.97 k 7.77 -2.490 in -1.151 0.000 in 0.000 0.000 in 0.000 0.000 ft 0.000 Section Properties HSS18X6X3 /8 18.000 in 0.349 in 6.000 in 0.349 in 16.00 in2 3.000 in 302.000 in4 69.50 in6 7.77 7.77 Weight lxx Iyy Sxx Syy R -xx R -yy Zx Zy Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 3.340 4.600 25.714 -2.490 0.000 0.000 0.000 16.96 16.97 Title : Dsgnr: Description : Scope : #4 3.340 4.600 37.143 = 40.00ft, Fy = 46.0ksi OOft, LDF = 1.000 Actual Allowable 147.056 k -ft 169.257 k -ft 26.378 ksi 30.360 ksi 0.869 : 1 115.589 k 18.400 ksi Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 « -- These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST a Center @ Center (a. Cants (a Cants 147.06 k -ft k -ft k -ft k -ft 16.96 k 16.97 k 54.35 #/ft 602.000 in4 106.000 in4 66.900 in3 35.500 in3 6.150 in 2.580 in 86.400 in3 39.500 in3 -2.490 0.000 0.000 0.000 16.96 16.97 #5 Fy 46.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 0.000 #6 Job # Date: 4:03PM, 19 NOV 09 0.000 0.000 0.000 0.000 in Page 1 29936.ecw:Calculations #7 k k k ft Beam OK Static Load Case Governs Stress in in in k k -2.490 in 416.9 : 1 192.8 : 1 Floor Type: flr- 11 -10 -09 N O O N O N RAM Steel v14.00.01 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11 -19 -09 Building Code: IBC O N N- O O O CD N M O N P-- O N O N O CO O N- T Floor Map Co) O U) CO C) U) O N M ti U, U) CO O O Co ti CO O 0) U) 11/19/09 13:07:08 Steel Code: AISC360 -05 ASD Fil RAM RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- 100LL- 11 -19 -09 Building Code: IBC Gravity Beam Design Floor Type: flr- 11 -10 -09 Beam Number = 163 SPAN INFORMATION (ft): I -End (58.00,94.83) J -End (86.00,94.83) = W30X108 = 28.00 Beam Size (Optimum) Total Beam Length (ft) Mp (kip -ft) = 1038.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.600 4.30 0.00 0.0 6.72 0.00 0.0 0.00 Snow 5.600 5.64 0.00 0.0 8.82 0.00 0.0 0.00 Snow 8.400 3.29 0.00 0.0 4.48 0.00 0.0 0.00 Snow 8.400 4.50 0.00 0.0 5.88 0.00 0.0 0.00 Snow 11.200 4.30 0.00 0.0 6.72 0.00 0.0 0.00 Snow 11.200 6.57 0.00 0.0 8.82 0.00 0.0 0.00 Snow 16.800 4.30 0.00 0.0 6.72 0.00 0.0 0.00 Snow 16.800 6.57 0.00 0.0 8.82 0.00 0.0 0.00 Snow 19.600 3.29 0.00 0.0 4.48 0.00 0.0 0.00 Snow 19.600 4.50 0.00 0.0 5.88 0.00 0.0 0.00 Snow 22.400 4.30 0.00 0.0 6.72 0.00 0.0 0.00 Snow 22.400 5.64 0.00 0.0 8.82 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.108 0.000 NonR 28.000 0.108 0.000 11/19/09 13:07:08 Steel Code: AISC360 -05 ASE Fy = 36.0 ksi SHEAR: Max Va (DL +LL) = 71.55 kips Vn /1.50 = 233.87 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / Q kip -ft ft ft kip -ft Center Max + DL +LL 601.5 14.0 5.6 1.00 1.67 621.56 Controlling DL +LL 601.5 14.0 5.6 1.00 1.67 621.56 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 30.11 30.11 41.44 41.44 71.55 71.55 Dead load (in) at 14.00 ft = -0.281 L/D = 1197 Live load (in) at 14.00 ft = -0.387 L/D = 869 Net Total load (in) at 14.00 ft = -0.667 L/D = 504 ril PAM Floor Type: flr- 11 -10 -09 Beam Number = 163 Span information (ft): I -End (58.00,94.83) J -End (86.00,94.83) \ \ \ \ \ \ \ \ \\ Load P1 P2 P3 P4 P5 P6 W1 W2 RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11 -19 -09 Building Code: IBC P3 P4 P2 P5 N S P1 Dist ft 5.600 8.400 11.200 16.800 19.600 22.400 DL kips 9.945 7.784 10.874 10.874 7.784 9.945 Load Diagram LL+ kips 15.540 10.360 15.540 15.540 10.360 15.540 P6 LL- Max Tot kips kips 0.000 25.485 0.000 18.144 0.000 26.414 0.000 26.414 0.000 18.144 0.000 25.485 ft k/ft k/ft k/ft k/ft 0.000 0.108 0.000 0.000 0.108 28.000 0.108 0.000 0.000 0.108 11/19/09 13:07:08 ' ANF & ASSOCIATES Tel: (626)448 -8182 Rev: 580000 User. KW- 0600953, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Built -Up Section Properties Page 1 29936.ecw: Calculations Consulting Structural Engineers Fax: (626) 448 -8092 9420 Tclstar Ave., Suite 118, El Monte, CA 91731 Description Steel Shapes #1: Name W27x84 Angle 0 deg Depth 26.7100 in lxx 2,850.0000 in4 Location of Centroid from Datum Width 9.9600 in lyy 106.0000 in4 Xcg 0.000 in Ycg 0.000 in Area 24.8000 in2 Xbar 4.980 in Ybar 13.355 in #2: Name TS12x6x1/2 Angle 90 deg Depth 12.0000 in lxx 287.0000 in4 Location of Centroid from Datum Width 6.0000 lyy 96.0000 in4 Xcg 0.000 in Ycg - 16.450 in Area 16.4000 in2 Xbar 3.000 in Ybar 6.000 in Summary • r , Total Area X cg Dist. Y cg Dist. Sketch & Diagram BAEM -163 W27X84 +TS12X6X1/2 >W30X108 Datum Center of Gravity 41.2000 in2 0.0000 in 6.5481 in Ce ter of Gravity Datum Title : Dsgnr: Description : Scope : Job # Date: 5:02PM, 19 NOV 09 lxx 5,617.346 in4 r xx 11.6766 in lyy 393.000 in4 r yy 3.0885 in Edge Distances from CG... +X 6.0000 in S left 65.5000 in3 -X - 6.0000 in S right 65.5000 in3 +Y 19.9031 in S top 282.2353 in3 -Y - 12.9019 in S bottom 435.3876 in3 3 ANF & ASSOCIATES Tel: (626) 448 -8182 Consulting Structural Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Rev: 580000 User. KW-0600953, Ver 5 8 0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Built -Up Section Properties Page 1 29936. ecw: Ca I cu l at tons t Description General Information Type... #1 Rectangular [Steel Shapes #1: Name W27x84 Angle 0 deg Depth 26.7100 in lxx 2,850.0000 in4 Location of Centroid from Datum Width 9.9600 in lyy 106.0000 in4 Xcg 0.000 in Ycg 0.000 in Area 24.8000 in2 Xbar 4.980 in Ybar 13.355 in #2: Name WT9x38 Angle 180 deg Depth 9.1100 in lxx 71.8000 in4 Location of Centroid from Datum Width 11.0000 lyy 76.2000 in4 Xcg 0.000 in Ycg - 13.400 in Area 11.2000 in2 Xbar 5.500 in Ybar 0.000 in Summary Total Area X cg Dist. Y cg Dist. Sketch & Diagram Datum Center of Gravity 40.5000 in2 0.0000 in 6.2335 in Center of Gravity Datum Title : Dsgnr: Description : Scope : BAEM -163 W27X84 +WT9X38 +3/8X12 >W30X108 Job # Date: 12:18PM, 23 NOV 09 X cg Ycg Height 0.3750 in Width 12.0000 in 0.0000 in - 22.7500 in lxx 5,688.289 in4 r xx 11.8512 in lyy 236.200 in4 r yy 2.4150 in Edge Distances from CG... +X 6.0000 in S left 39.3667 in3 -X - 6.0000 in S right 39.3667 in3 +Y 19.5885 in S top 290.3898 in3 -Y - 16.7040 in S bottom 340.5336 in3 Tel: (626) 448-8182 • ANF & ASSOCIATES Fax: (626) 4484092 E-mail: anf1688@paebell.net Consulting Structural Engineers 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 cha-K (r) ° APP (bog r 4:) Alidit/9 1X33 W10X33 W10X33 W10X39 .W10X39 W10X33 W10X33_ . W1C .. A I. • W1 II FII A 1 I. .$1 A 1 • 1 1 1 • 1 i I 14. ALI A ' ' A 1 11X9 Vb'CX4' 11 il IX 1 A 1 AI:) A14 41, A 1 A ' / I., ', CM li taL I A I , • A, 1. ' ' A I ) I i I ( 1 ( 1 11 ii -b " A 1 ni P l i m IllIl li A i I Nil 1! AM .... A.. II A IA' il I A 1 i I a r n F F ; ANF & ASSOCIATES DatEase: 29936 - addbeam- 100LL- 11- 19- 09 -no- camber c 0 L 1200141 11/24/2009 14:38:38 X33 X39 X39 X45 X45 X45 X45 X33 Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 29936- addbeam -1 OOLL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:54 Steel Code: AISC360 -05 ASD Column Line A -1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 9.2 8.8 1.8 1 0.24 Eq (Hl -lb) 0.0 36 W10X33 L2 45.3 8.8 1.8 1 0.59 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line A -2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 17.6 17.7 1.1 2 0.38 Eq (H1 -lb) 0.0 36 W10X33 L2 85.3 17.9 1.3 6 0.87 Eq (Hl -la) 0.0 36 W10X39 GROUND Other Column Line A -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 18.0 18.4 0.9 2 0.38 Eq (H1-1b) 0.0 36 W10X33 L2 86.9 18.6 1.0 6 0.88 Eq (H1 -la) 0.0 36 W10X39 GROUND Other Column Line A -4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 18.0 18.4 0.9 2 0.38 Eq (H1 -1b) 0.0 36 W10X33 L2 86.9 18.6 1.0 6 0.88 Eq (H1 -1a) 0.0 36 W10X39 GROUND Other Column Line A -5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 18.0 18.4 0.9 2 0.38 Eq (H1 -1b) 0.0 36 W10X33 L2 86.9 18.6 1.0 6 0.88 Eq (H1 -la) 0.0 36 W10X39 GROUND Other Column Line A -6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 16.1 16.4 1.0 2 0.35 Eq (H1 -lb) 0.0 36 W10X33 L2 77.8 16.4 1.4 6 0.97 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line A -7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 13.8 13.8 0.8 5 0.29 Eq (H1 -lb) 0.0 36 W10X33 L2 66.4 13.8 1.0 10 0.82 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Fil Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES Data Base: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:54 Steel Code: AISC360 -05 ASE Column Line A -8 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 7.3 6.9 1.4 1 0.19 Eq (H1 -lb) 0.0 36 W10X33 L2 35.6 6.9 1.4 1 0.46 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line B -1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 16.7 5.3 3.2 4 0.28 Eq (H1 -lb) 0.0 36 W10X33 L2 83.8 0.9 4.7 1 0.95 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line B -2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 32.5 9.8 2.0 3 0.49 Eq (H1 -la) 0.0 36 W10X33 L2 159.2 0.6 3.1 6 0.81 Eq (H1 -la) 0.0 36 W10X49 GROUND 215.1 0.0 7.5 10 0.93 Eq (H1-1a) 0.0 36 W10X45 Column Line B -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 33.1 10.1 1.4 2 0.48 Eq (H1 -1a) 0.0 36 W10X33 L2 162.3 0.5 2.4 6 0.81 Eq (H1 -1a) 0.0 36 W10X49 GROUND 218.7 0.0 7.1 6 0.94 Eq (H1-1a) 0.0 36 W10X45 Column Line B -4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 33.1 10.1 1.4 2 0.48 Eq (H1 -la) 0.0 36 W10X33 L2 162.3 0.5 2.4 6 0.81 Eq (H1 -la) 0.0 36 W10X49 GROUND 218.7 0.0 7.1 6 0.94 Eq (H1-1a) 0.0 36 W10X45 Column Line B -5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 33.1 10.1 1.4 2 0.48 Eq (H1 -1a) 0.0 36 W10X33 L2 162.3 0.5 2.4 6 0.81 Eq (H1 -la) 0.0 36 W10X49 GROUND 218.7 0.0 7.1 6 0.94 Eq (H1-1a) 0.0 36 W10X45 Column Line B -6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 29.5 9.0 1.7 2 0.45 Eq (H1 -la) 0.0 36 W10X33 L2 145.3 0.4 2.3 6 0.73 Eq (H1 -1a) 0.0 36 W10X49 GROUND 197.0 0.0 9.5 6 0.92 Eq (H1-1a) 0.0 36 W10X45 Page 2/1( Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:54 Steel Code: AISC360 -05 ASE Column Line B -7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 25.4 7.6 1.6 4 0.39 Eq (H1 -1a) 0.0 36 W10X33 L2 124.0 0.5 2.9 10 0.87 Eq (H1 -la) 0.0 36 W10X45 GROUND 168.3 0.0 6.4 6 0.86 Eq (H1 -1a) 0.0 36 W10X39 Column Line B -8 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 13.2 4.2 2.5 3 0.22 Eq (H1 -1b) 0.0 36 W10X33 L2 65.6 0.7 2.8 1 0.71 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line C -1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 16.2 5.4 2.5 4 0.25 Eq (Hl -lb) 0.0 36 W10X33 L2 81.0 1.0 3.6 1 0.88 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line C -2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 31.4 11.7 5.9 4 0.65 Eq (H1 -la) 0.0 36 W10X33 L2 162.1 4.5 8.0 10 0.94 Eq (H1 -la) 0.0 36 W10X49 GROUND 216.2 0.0 7.3 10 0.93 Eq (H1-1a) 0.0 36 W10X45 Column Line C -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 32.0 17.8 11.2 3 0.92 Eq (H1 -la) 0.0 36 W10X33 L2 141.1 18.3 13.0 6 0.94 Eq (H1-1a) 0.0 36 W10X54 GROUND 196.0 0.0 6.9 6 0.99 Eq (H1 -la) 0.0 36 W10X39 Column Line C -4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 32.0 10.7 1.5 2 0.48 Eq (H1 -1a) 0.0 36 W10X33 L2 165.5 0.8 2.4 6 0.83 Eq (H1 -la) 0.0 36 W10X49 GROUND 220.4 0.0 7.0 6 0.94 Eq (H1-1a) 0.0 36 W10X45 Column Line C -5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 32.0 10.8 1.5 3 0.48 Eq (H1 -la) 0.0 36 W10X33 L2 156.5 2.0 2.3 6 0.79 Eq (H1 -1a) 0.0 36 W10X49 GROUND 211.4 0.0 7.0 6 0.91 Eq (H1-1a) 0.0 36 W10X45 Page 3/1( RAM Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- 100LL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:54 Steel Code: AISC360 -05 ASE Column Line C -6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 28.5 9.5 1.7 3 0.44 Eq (H1 -la) 0.0 36 W10X33 L2 140.3 1.7 2.2 6 0.71 Eq (H1-1a) 0.0 36 W10X49 GROUND 190.6 0.0 9.2 6 0.89 Eq (H1 -la) 0.0 36 W10X45 Column Line C -7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 24.5 7.4 1.7 4 0.38 Eq (Hl -la) 0.0 36 W10X33 L2 119.8 0.7 3.0 10 0.85 Eq (H1 -1a) 0.0 36 W10X45 GROUND 162.9 0.0 6.2 6 1.00 Eq (H1 -la) 0.0 36 W10X33 Column Line C -8 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 12.8 3.4 2.6 2 0.21 Eq (H1 -1b) 0.0 36 W10X33 L2 63.4 0.0 2.8 1 0.68 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line D -1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 19.5 9.6 2.5 5 0.33 Eq (H1 -lb) 0.0 36 W10X33 L2 98.2 5.2 3.5 1 0.90 Eq (Hl -la) 0.0 36 W10X39 GROUND Other Column Line D -2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 38.0 20.0 5.9 5 0.81 Eq (H1 -1a) 0.0 36 W10X33 L2 196.0 13.1 8.0 10 0.95 Eq (H1 -la) 0.0 36 W10X60 GROUND 259.7 0.0 9.7 10 0.92 Eq (H1 -1a) 0.0 36 W10X54 Column Line D -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 38.8 30.1 11.3 2 0.89 Eq (H1 -1a) 0.0 36 W12X40 L2 175.7 30.5 14.7 6 0.88 Eq (Hl -la) 0.0 36 W12X65 GROUND 240.4 0.0 8.0 10 0.95 Eq (H1-1a) 0.0 36 W12X50 Column Line D -4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 38.7 17.8 1.5 5 0.63 Eq (H1 -1a) 0.0 36 W10X33 L2 199.9 7.9 2.8 10 0.96 Eq (Hl -la) 0.0 36 W10X54 GROUND 264.5 0.0 9.2 10 0.92 Eq (H1 -la) 0.0 36 W10X54 Page 4/1( El km Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES DataB ase : 2993 6- addbeam -1 OOLL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:54 Steel Code: AISC360 -05 ASE Column Line D -5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 38.7 19.2 1.5 5 0.65 Eq (Hl -la) 0.0 36 W10X33 L2 190.9 10.7 2.7 10 0.94 Eq (H1 -la) 0.0 36 W10X54 GROUND 255.5 0.0 9.2 10 0.99 Eq (H1-1a) 0.0 36 W10X49 Column Line D -6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 34.5 17.1 1.7 2 0.60 Eq (H1 -la) 0.0 36 W10X33 L2 170.8 9.4 2.7 6 0.93 Eq (HI-la) 0.0 36 W 10X49 GROUND 230.0 0.0 12.3 6 0.87 Eq (Hl -la) 0.0 36 W10X54 Column Line D -7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 29.6 13.9 1.7 5 0.51 Eq (H1 -la) 0.0 36 W10X33 L2 145.9 7.3 2.5 10 0.79 Eq (H1 -1a) 0.0 36 W10X49 GROUND 196.6 0.0 7.2 6 0.86 Eq (H1-1a) 0.0 36 W10X45 Column Line D -8 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 15.4 6.7 2.6 2 0.27 Eq (H1 -1b) 0.0 36 W10X33 L2 76.8 3.3 3.5 1 0.87 Eq (H1 -1a) 0.0 36 W10X33 GROUND Other Column Line E -1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 19.5 9.6 2.5 4 0.33 Eq (H1 -1b) 0.0 36 W10X33 L2 98.2 5.2 3.5 1 0.90 Eq (H1 -1a) 0.0 36 W10X39 GROUND Other Column Line E -2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 38.0 20.0 5.9 4 0.81 Eq (H1 -la) 0.0 36 W10X33 L2 195.9 13.1 8.0 10 0.95 Eq (H1-1a) 0.0 36 W 10X60 GROUND 259.6 0.0 9.7 10 0.92 Eq (H1-1a) 0.0 36 W10X54 Column Line E -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 38.8 30.1 11.2 3 0.89 Eq (H1 -1a) 0.0 36 W12X40 L2 175.5 30.5 14.6 6 0.88 Eq (H1 -la) 0.0 36 W12X65 GROUND 240.2 0.0 8.0 10 0.95 Eq (H1-1a) 0.0 36 W12X50 Page 5/1C /I1 RAM Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES Data Base: 2993 6- addbeam -1 OOLL- 11- 19- 09 -no- camber Building Code: IBC Page 6/1( 11/24/09 14:38:5z Steel Code: AISC360 -05 ASE Column Line E -4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 38.7 17.9 1.5 4 0.63 Eq (H1 -la) 0.0 36 W10X33 L2 199.6 7.9 2.8 10 0.96 Eq (H1 -la) 0.0 36 W10X54 GROUND 264.2 0.0 9.2 10 0.92 Eq (H1 -1a) 0.0 36 W10X54 Column Line E -5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 38.7 19.2 1.5 4 0.65 Eq (H1 -1a) 0.0 36 W10X33 L2 190.9 10.7 2.7 10 0.94 Eq (H1 -la) 0.0 36 W10X54 GROUND 255.5 0.0 9.2 10 0.99 Eq (H1 -la) 0.0 36 W10X49 Column Line E -6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 34.5 17.1 1.7 3 0.60 Eq (H1 -la) 0.0 36 W10X33 L2 170.7 9.5 2.7 6 0.93 Eq (H1 -la) 0.0 36 W10X49 GROUND 229.9 0.0 12.3 6 0.96 Eq (H1-1a) 0.0 36 W10X49 Column Line E -7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 29.6 13.2 2.3 4 0.52 Eq (H1 -la) 0.0 36 W10X33 L2 145.8 6.6 3.2 10 0.80 Eq (H1 -la) 0.0 36 W10X49 GROUND 196.5 0.0 7.1 6 1.00 Eq (H1 -1a) 0.0 36 W10X39 Column Line E -8 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 15.4 5.2 3.9 3 0.30 Eq (H1 -lb) 0.0 36 W10X33 L2 76.8 1.8 5.2 1 0.91 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line F -1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 16.2 5.4 2.5 5 0.25 Eq (H1 -1b) 0.0 36 W10X33 L2 81.0 1.0 3.6 1 0.88 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line F -2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 31.4 11.7 5.9 5 0.64 Eq (H1 -la) 0.0 36 W10X33 L2 161.9 4.5 7.9 10 0.94 Eq (H1 -la) 0.0 36 W10X49 GROUND 216.0 0.0 7.3 10 0.93 Eq (H1-1a) 0.0 36 W10X45 r il RAM Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:5z Steel Code: AISC360 -05 ASE Column Line F -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 32.0 17.8 11.1 2 0.91 Eq (H1 -1a) 0.0 36 W10X33 L2 140.6 18.3 12.8 6 0.94 Eq (H1 -1a) 0.0 36 W10X54 GROUND 195.5 0.0 6.9 6 0.99 Eq (H1 -1a) 0.0 36 W10X39 Column Line F -4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 32.0 10.5 1.5 3 0.48 Eq (H1 -1a) 0.0 36 W10X33 L2 164.8 0.6 2.4 6 0.82 Eq (H1-1a) 0.0 36 W10X49 GROUND 219.7 0.0 7.0 6 0.94 Eq (H1-1a) 0.0 36 W10X45 Column Line F -5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 32.0 10.8 1.5 2 0.48 Eq (Hl -la) 0.0 36 W10X33 L2 156.5 2.0 2.3 6 0.79 Eq (Hl -la) 0.0 36 W10X49 GROUND 211.4 0.0 7.0 6 0.91 Eq (H1-1a) 0.0 36 W10X45 Column Line F -6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 28.5 8.9 3.5 4 0.50 Eq (H1 -la) 0.0 36 W10X33 L2 134.9 2.4 4.4 10 0.73 Eq (H1 -la) 0.0 36 W10X49 GROUND 186.3 0.0 9.2 6 0.88 Eq (H1-1a) 0.0 36 W10X45 Column Line F -7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 21.5 7.7 3.3 3 0.34 Eq (Hl -lb) 0.0 36 W10X33 L2 105.9 3.8 4.6 6 0.83 Eq (H1 -la) 0.0 36 W10X45 GROUND 152.1 0.0 6.2 6 0.95 Eq (H1-1a) 0.0 36 W 10X33 Column Line F -8 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 11.2 2.8 5.2 2 0.30 Eq (H1 -lb) 0.0 36 W10X33 L2 55.5 1.0 5.2 1 0.70 Eq (H1 -1a) 0.0 36 W10X33 GROUND Other Column Line 174.50ft- 183.83ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 25.2 16.6 0.0 2 0.44 Eq (H1 -la) 0.0 36 W10X33 L2 121.9 12.0 0.0 1 0.89 Eq (H1 -1a) 0.0 36 W10X45 Page 7/1( • RAM Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES DataB ase : 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:54 Steel Code: AISC360 -05 ASE Column Line 174.50ft- 207.67ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 13.1 8.5 0.0 2 0.18 Eq (H1 -1b) 0.0 36 W10X33 L2 65.1 5.7 0.0 1 0.67 Eq (H1 -la) 0.0 36 W10X33 Column Line G -1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 16.7 5.3 3.2 5 0.28 Eq (H1 -1b) 0.0 36 W10X33 L2 83.8 0.9 4.7 1 0.95 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line G -2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 32.5 9.5 1.9 2 0.49 Eq (H1 -la) 0.0 36 W10X33 L2 158.6 0.3 2.9 6 0.80 Eq (H1 -la) 0.0 36 W10X49 GROUND 215.1 0.0 7.5 10 0.93 Eq (H1 -la) 0.0 36 W10X45 Column Line G -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 33.1 10.4 1.6 3 0.49 Eq (Hl -la) 0.0 36 W10X33 L2 161.6 1.2 2.6 6 0.82 Eq (H1 -1a) 0.0 36 W10X49 GROUND 218.7 0.0 7.1 6 0.94 Eq (H1-1a) 0.0 36 W10X45 Column Line G -4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 33.1 10.4 1.6 3 0.49 Eq (H1 -la) 0.0 36 W10X33 L2 161.6 1.2 2.6 6 0.82 Eq (H1 -la) 0.0 36 W10X49 GROUND 218.7 0.0 7.1 6 0.94 Eq (H1-1a) 0.0 36 W10X45 Column Line G -5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 33.1 10.4 1.6 3 0.49 Eq (H1 -1a) 0.0 36 W10X33 L2 161.6 1.2 2.6 6 0.82 Eq (H1 -1a) 0.0 36 W10X49 GROUND 218.7 0.0 7.1 6 0.94 Eq (HI-la) 0.0 36 W 10X45 Column Line G -6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 29.5 9.9 1.7 3 0.46 Eq (H1 -la) 0.0 36 W10X33 L2 153.3 1.7 0.9 2 0.75 Eq (H1 -la) 0.0 36 W10X49 GROUND 200.8 0.0 9.5 6 0.93 Eq (H1-1a) 0.0 36 W10X45 Page 8/1( /11 RAM Column Line G -7 Level GROUND Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:5 Steel Code: AISC360 -05 ASE Pu Mux Muy LC Interaction Eq. Angle Fy Size 96.1 34.8 6.7 6 0.95 Eq (H1 -la) 0.0 36 W10X39 Column Line H -1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 9.2 8.8 1.8 1 0.24 Eq (H1 -1b) 0.0 36 W10X33 L2 45.3 8.8 1.8 1 0.59 Eq (Hl -la) 0.0 36 W10X33 GROUND Other Column Line H -2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 17.6 17.4 1.1 4 0.37 Eq (H1 -1b) 0.0 36 W10X33 L2 84.8 17.6 1.3 10 0.86 Eq (H1 -1a) 0.0 36 W10X39 GROUND Other Column Line H -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 18.0 17.7 1.0 3 0.38 Eq (H1 -1b) 0.0 36 W10X33 L2 86.2 17.9 1.2 6 0.88 Eq (Hl -la) 0.0 36 W10X39 GROUND Other Column Line H -4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 18.0 17.7 1.0 3 0.38 Eq (H1 -lb) 0.0 36 W10X33 L2 86.2 17.9 1.2 6 0.88 Eq (H1-1a) 0.0 36 W10X39 GROUND Other Column Line H -5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 18.0 17.7 1.0 3 0.38 Eq (H1 -lb) 0.0 36 W10X33 L2 86.2 17.9 1.2 6 0.88 Eq (H1 -la) 0.0 36 W10X39 GROUND Other Column Line H -6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 16.1 16.0 1.3 3 0.36 Eq (H1 -lb) 0.0 36 W10X33 L2 77.8 16.0 1.8 6 0.98 Eq (H1 -la) 0.0 36 W10X33 GROUND Other Column Line H -7 Level ROOF Pu Mux Muy LC Interaction Eq. Angle Fy Size 17.1 17.9 0.8 4 0.37 Eq (H1 -lb) 0.0 36 W10X33 Page 9/1( RAM L2 GROUND Gravity Column Design Summary RAM Steel v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC 11/24/09 14:38:54 Steel Code: AISC360 -05 ASE 83.2 18.1 1.0 10 0.85 Eq (Hl -la) 0.0 36 W10X39 Other Column Line 11-8 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 9.0 9.0 1.4 1 0.23 Eq (H1 -1b) 0.0 36 W10X33 L2 44.1 9.0 1.4 1 0.57 Eq (H1 -1a) 0.0 36 W10X33 GROUND Other Page 10 /1( • ANF l• (626) Al, rl & ASSOCIATES FTe ex: (626) 448 - 448 -8182 8092 Consulting structural Engineers E -mail: ent1688®pacbellaet 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 clj (ti e 6a ' e- r I t, C C pr cis,_ � INtE'.1� Arc AL Grid (A - 1) (A -2) (A -3) (A - 4) (A -5) (A - 6) (A - 7) (A - 8) (B - 1) (B - 2) (B -3) (B - 4) (B -5) (B - 6) (B - 7) RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- l OOLL- 11- 19- 09 -no- camber Building Code: IBC Cap Lable/ Orientation Pile Label Col/Foot 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group /PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL Pile Footings Design Summa 0.0/ 0.0 8.00 3.50 2.75 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 2.75 0.0/ 0.0 8.00 3.50 2.75 0.0/ 0.0 8.00 3.50 2.75 0.0/ 0.0 8.00 3.50 2.75 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 0.0/ 0.0 8.00 3.50 Dimensions (ft) f c /fy Length Width Thick ksi 614,c 5 c lCtr 7- w 7-fi eAj 3.00/60.00 2.75 3.00/60.00 23 - #3 3.00/60.00 3.00/60.00 3.00/60.00 3.00/60.00 2.75 3.00/60.00 23 - #3 Bottom Reinf. Parallel to Length Width 23 - #3 6 - #3 6 - #3 23 - #3 643 23 - #3 vk, ...643 23- #3k- :3 23 - #3 6 - #3 6 - #3 2.75 3.00/60.00 23 - #3 6 - #3 2.75 3.00/60.00 23 - #3 3.00 3.00/60.00 16 - #4 3.00 3.00/60.00 1644 3.00 3.00/60.00 16 44 3.00 3.00/60.00 16 - #4 3.00 3.00/60.00 26 - #3 2.75 3.00/60.00 25 - #3 6 - #4 6 - #4 6 - #4 6 - #3 6 - #3 : 11/24/09 14:41:42 sign Code: ACI318 -02 Top Reinf. Parallel to Length Width None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None RAM (B -8) (C - 1) (C - 2) (C -3) (C - 4) (C -5) (C -6) (C -7) (C -8) (D - 1) (D - 2) (D -3) (D -4) (D -5) (D - 6) (D - 7) (D -8) RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 2993 6- addbeam- 100LL- 11- 19- 09 -no- camber Building Code: IBC 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL -3 2 Pile Group/PL -1 2 Pile Group/PL -3 2 Pile Group /PL -2 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group /PL 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 Pile Footing Design Summary 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 3.00 3.00/60.00 16 - #4 8.00 3.50 3.00 3.00/60.00 26 - #3 8.00 3.50 3.00 3.00/60.00 16 - #4 8.00 3.50 3.00 3.00/60.00 16 -:4 8.00 3.50 3.00 3.00/60.00 8.00 3.50 8.00 3.50 8.00 3.50 8.00 3.50 8.00 3.50 3.00 3.00/60.00 8.00 3.50 3.00 3.00/60.00 8.00 3.50 3.00 3.00/60.00 8.00 3.50 3.00 3.00/60.00 17 - #4 8.00 3.50 3.00 3.00/60.00 26 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 2.75 3.00/60.00 24 - #3 2.75 3.00/60.00 23 - #3 2.75 3.00/60.00 24 - #3 3.00 3.00/60.00 19 - #4 Date: 11/24/09 14:41:42 Design Code: ACI318 -02 6 - #3 None None 6 - #3 None None 6 - #4 None None 6 - #3 None None 6 - #4 None None None None None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #4 None None 17 - #4 6 - #4 None None 20 - #4 6 - #4 None None 19 - #4 6 - #4 None None 6 - #4 None None 6 - #3 None None 6 - #3 None None Page 2/4 (E - 1) (E -2) (E -3) (E -4) (E -5) (E -6) (E -7) (E - 8) (F - 1) (F -2) (F -3) (F -4) (F - 5) (F - 6) (F - 7) (F - 8) (G - 1) RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam- 100LL- 11- 19- 09 -no- camber Building Code: IBC 2 Pile Group /PL 2 Pile Group/PL -3 2 Pile Group/PL -1 2 Pile Group /PL -3 2 Pile Group/PL -2 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group /PL 2 Pile Group/PL 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 Pile Footing Design Summary Page 3/4 Date: 11/24/09 14:41:42 Design Code: ACI318 -02 8.00 3.50 2.75 3.00/60.00 24 - #3 6 - #3 None None 8.00 3.50 3.00 3.00/60.00 19 - #4 6 - #4 None None 8.00 3.50 3.00 3.00/60.00 17 - #4 6 - #4 None None 8.00 3.50 3.00 3.00/60.00 20 - #4 6 - #4 None None 8.00 3.50 3.00 3.00/60.00 19 - #4 6 - #4 None None 8.00 3.50 3.00 3.00/60.00 17 - #4 6 - #4 None None 8.00 3.50 3.00 3.00/60.00 26 - #3 6 - #3 None None 8.00 3.50 2.75 3.00/60.00 23 - #3 6 - #3 None None 8.00 3.50 2.75 3.00/60.00 23 - #3 6 - #3 None None 8.00 3.50 3.00 3.00/60.00 16 - #4 6 -#4 None None 8.00 3.50 3.00 3.00/60.00 26 - #3 6 - #3 None None 8.00 3.50 3.00 3.00/60.00 16 - #4 6 - #4 None None 8.00 3.50 3.00 3.00/60.00 16 - #4 6 -#4 None None 8.00 3.50 3.00 3.00/60.00 25 - #3 6 - #3 None None 8.00 3.50 2.75 3.00/60.00 23 - #3 6 - #3 None None 8.00 3.50 2.75 3.00/60.00 23 - #3 6 - #3 None None 8.00 3.50 2.75 3.00/60.00 23 - #3 6 - #3 None None III RAM (G - 2) (G - 3) (G - 4) (G - 5) (G - 6) (G -7) (G - 8) (H- 1) (H -2) (H -3) (H - 4) (H -5) (H - 6) (H -7) (H - 8) RAM Foundation v14.00.01.00 ANF & ASSOCIATES DataBase: 29936 - addbeam- I OOLL- 11- 19- 09 -no- camber Building Code: IBC 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 2 Pile Group/PL 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 90.0 90.0/ 90.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 0.0/ 0.0 Pile Footing Design Summary 8.00 3.50 3.00 3.00/60.00 8.00 3.50 3.00 3.00/60.00 8.00 3.50 3.00 3.00/60.00 16 - #4 8.00 3.50 3.00 3.00/60.00 16 - #4 8.00 3.50 3.00 3.00/60.00 26 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 8.00 3.50 2.75 3.00/60.00 23 - #3 Page 4/4 Date: 11/24/09 14:41:42 Design Code: ACI318 -02 16 - #4 6 - #4 None None 16 - #4 6 - #4 None None 6 - #4 None None 6 - #4 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None 6 - #3 None None Reid iddleton January 6, 2010 File No. 262009.005/00301 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Westfield Structural Upgrade - Mervyn's (D09 -257) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical No comments. Architectural No comments. Structural RECEIVED 'JAN 0'72010 COMMUNITY DEVELOPMENT 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Fabrication and erection of structural steel: Periodic; see also Section 1704.3. b. Structural welding of structural steel for single -pass fillet welds (maximum 5/16- inch): Periodic; see also Section 1704.3. c. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16- inch), where applicable: Continuous; see also Section 1704.3. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila January 6, 2010 File No. 262009.005/00301 Page 2 d. High- strength bolting of structural steel other than slip - critical: Periodic; see also Section 1704.3. e. High- strength bolting of structural steel, slip - critical, where applicable: Continuous; see also IBC Section 1704.3, Section M5.4 of AISC 360 -05 and RCSC Section 9.3. 2. The size of the proposed beam at Grid D.7/1 -2 on the second floor framing plan, Sheet S2.0, is not specified. The drawing should be revised. 3. At page SK1 -B of the calculations, cover plates are specified for the existing columns at Grids D/6 and E /6, but the plates and Detail 14/S11 for their installation are not specified at these locations on the ground floor framing plan, Sheet S1.0. The drawing should be revised. 4. A RAM Steel analysis was apparently performed to determine the design of the steel beams. Input, but not output, was included in the calculations, preventing us from reviewing the design of the trusses. The output should be submitted for review. 5. The input from the RAM Steel analysis (unnumbered page) for the design of the steel beams at the second floor is not clear. A dead load of 10 psf is reported, but this does not take into account the dead load of the concrete fill at the steel deck. Additional input should be submitted to enable review. 6. The calculations consider the design of the HSS steel beams to be added on either side of the existing steel joist girders but not the design of the existing steel joist girders. There is no apparent indication in the calculations that the revised design loads assumed to be supported by the steel joist girders, have been considered and found to be structurally adequate. Substantiating data should be submitted to verify structural capacity. 7. A RAM Foundation analysis was apparently performed to determine the design of the concrete pile caps. Output, but not input, was included in the calculations, preventing us from reviewing the design of the trusses. The input should be submitted for review. 8. A diagram in the calculations (unnumbered page) indicates strengthening needed at eight columns, which match the columns specified for strengthening on Sheet S1.0. The diagram also indicates the need for strengthening at additional columns, based on a comparison of the required column sizes reported in the diagram versus the existing column sizes specified on Sheet S1.0. It appears that Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila January 6, 2010 File No. 262009.005/00301 Page 3 strengthening is also required for the columns at Grids A/1. B /1, G /1, H /1, A /2, C /2, F /2, H /2, A /7, H /7, A/8, B /8, F.8/8 and H /8. Sheet S1.0 should be revised. 9. The pile footing design summary is presented in the calculations as confirming the capacity of the concrete pile caps to resist the increased structural demands from the increase in floor live load. Based on the required reinforcement parallel to the length of the pile cap, however, this is not the case for the pile caps at Grids D /2, D /3, D /4, D /5, D /6, E /2, E /3, E /4, E/5 and E /6. The design should be revised to provide adequate structural capacity at these locations. 10. A note in the calculations (unnumbered page) indicates that the structural capacity of the piles to resist the structural demands from the increase in floor live load is adequate, based on a service capacity of 120 kips per pier. The ultimate loads reported in the gravity column design summary, however, indicate service loads as high as 180 kips (e.g., P„ = 264.5 kips at Grid D /4). The design should be revised to provide adequate structural capacity where needed (e.g., same grids as listed in Item #7 above). Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Please contact us if you have questions or need additional clarification. Sincerely, Reid Middleton, Inc. Philip :'azil, P.E., S.E. Senior Engineer cc: Pat Burns, US Westfield (by e -mail) Steve Noto (by e -mail) Michael Wang, ANF and Associates (by e -mail) Brenda Holt, City of Tukwila (by e -mail) Knb \o: \plan review \tukwila \09 \t003r1.doc\PRB Reid iddleton Reid iddleton January 26, 2010 File No. 262009.005/00302 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Westfield Structural Upgrade- Mervyn's (D09 -257) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Fabrication and erection of structural steel: Periodic; see also Section 1704.3. 2. Structural welding of structural steel for single -pass fillet welds (maximum 5/16- inch): Periodic. 3. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 - inch), where applicable: Continuous. 4. High - strength bolting of structural steel other than slip - critical: Periodic. 5. High - strength bolting of structural steel, slip - critical, where applicable: Continuous. Enclosed are two sets of the revised structural drawings, structural calculations, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. r Philip Senio razil, P.E., Engineer knb \o: \plan review \tukwila \09 \t003r2.doc\PRB • 0 Enclosures cc: Pat Burns, US Westfield (by e -mail) Steve Noto (by e -mail) Michael Wang, ANF and Associates (by e -mail) Brenda Holt, City of Tukwila (by e -mail) R CM OF fut(WllA f.IAN 2 7 2010 PERMIT CENTER Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 December 10, 2009 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Westfield Structrual Upgrade (Mervyns) — D09 -257 1370 Southcenter Mall Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free to contact Brenda Holt at (206)431 -3672. Sincerely, ifer Marshall it Technician encl xc: Permit File No. D09 -257 • 1 Jim Haggerton, Mayor epartment of Community Development Jack Pace, Director W:\Perrnit Center\Structural Review 009.257 Structural Review.DOC Page 1 of 1 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 Complete M Comments: Documents/routing slip.doc 2 -28 -02 • PLAN REVIEW /ROUTING SUP ACTIVITY NUMBER: D09 - 257 DATE: 12 - - PROJECT NAME: WESTFIELD STRUCTURAL UPGRADE (MERVYNS) SITE ADDRESS: 1370 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: �) A �C� AT /"TWL. 9- /4 g l .12 `I-h Buildin g Division re Prevention P annin iv slop l � W L Piibh'c Works 1 Structural Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: DUE DATE: 12-10-09 Not Applicable ❑ No further Review Required ❑ DATE: DUE DATE: 01-07-10 Approved C Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status WESTESL913K1 WESTERN STATES LOGISTIX LLC CONSTRUCTION CONTRACTOR GENERAL UNUSED 5/8/2009 5/8/2011 ACTIVE PURODSI984JN PURODI SYSTEMS INC CONSTRUCTION CONTRACTOR PLUMBING UNUSED 6/19/20027/2/2010 Until Cancelled ACTIVE BASTINB0000J BASTIAN NIELSEN BUILDERS INC CONSTRUCTION CONTRACTOR GENERAL UNUSED 9/11/2000 9/7/2001 ARCHIVED Name Role Effective Date Expiration Date BASTIAN, BRAD PRESIDENT 05/23/2001 Bond Amount NIELSEN, JEFF VICE PRESIDENT 05/23/2001 6642084 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 SAFECO INS CO OF AMERICA 6642084 06/02/2009 Until Cancelled $12,000.0006/05 /2009 4 HARTFORD FIRE INS CO 52BSBBK5617 01/01/2002 Until Cancelled 06/02/2009 $12,000.0012/04 /2001 3 TRAVELERS CAS Et SURETY CO 103355900 08/30/2001 Until Cancelled 04/07/2009 $12,000.0009/06 /2001 TRAVELERS Untitled Page • • General /Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name B N BUILDERS INC UBI No. 602056687 Phone 2063823443 Status ACTIVE Address 2601 4TH AVE STE 350 License No. BNBUII`990K3 Suite /Apt. License Type CONSTRUCTION CONTRACTOR City SEATTLE Effective Date 5/23/2001 State WA Zip 98121 County KING Business Type Corporation Parent Company Expiration Date 9/12/2011 Suspend Date Specialty 1 GENERAL Specialty 2 UNUSED Other Associated Licenses Business Owner Information Bond Information Page 1 of 2 https: // fortress .wa.gov /lni/bbip /Detail.aspx 02/01/2010 WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 12th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 4468 THIS DRAWING IS AN INSTRUMENT OF SERVICE, IS THE PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED WITHOUT THE ARCHITECT'S PERMISSION AND UNLESS THE REPRODUCTION CARRIES THE ARCHITECT'S NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON THE SPECIFIED PROJECT ONLY AND SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT Registration N Consultants ANF & ASSOCIATES Consulting Structural Engineers JOB# 29936 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Approvals / Phase: 2ND FLOOR LIVE LOAD UPGRADE AT EXISTING MERVYNS FOR WESTFIELD SOUTHCENTER MALL RENOVATION Key Plan: No. By Date Revision n Sheet Title Job No. k7N1 TUKWILA, WA 98502 11 -25 -2009 Date 03-02-09 ST1 Scale ,I O Tel: (626) 448 -8182 Fax: (626)448 -8092 GENERAL NOTES + STRUCTURAL DETAILS a (E)W27x84 OR (E)W27x94 O2 (N)WT9x38 (LENGTH OF WT= BEAM LENGTH MINUS 5' -0 (EXIST'G DECK NOT SHOWN) CL OF WT, CL OF EXISTG BM.) z\ • GENERAL NOTES STRUCTURAL STEEL. GENERAL 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO 2006 I.B.C. ALL STRUCTURAL STEEL SHAPES A572 OR A992, Fy =50 KSI. MISCELLANEOUS STEEL SHALL CONFORM TO ASTM SPECIFICATIONS A36, Fy =36 KSI U.N.O. 2. DURING THE CONa'TRUCTION PERIOD THE CONTRACTOR SHALL BE ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR IN ACCORDANCE WITH THE RISC SPECIFICATIONS FOR THE DESIGN, SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY LA =ST EDITION. SUBMIT SHOP DRAWINGS AND OBTAIN APPROVAL ORDINANCE. ANY: DEVIATION MUST BE APPROVED PRIOR TO ERECTION. ,A 0 (N)L3x3x1 /4x2 -8 » LG. EA. SIDE 08'- O"0.C. TOTAL 3 PAIR AT EA. NEW B?sE 0 PLAN BETWEEN EXISTING FLOOR STEEL JOIST 0 (E)STEEL FLOOR JOIST BEYOND ® (N)TS18x6x5 /16 EA. SIDE ,- " FOR 40 0 SPAN (N)TS14x6x5 /16 EA. SIDE N PAN 5 (E)36"G FOR 28'-0" SPAN O (E)40 G FOR 4 -0 SPAN 0 (N)L4x4x3 /8 ®6'- 0 "O.C. MAX. THRU JOIST GIRDER T &B O (E)3 1 /2`THK. CONC. TOPPING OVER 1 /2"THK. B DECK - � j 1. a ,i ■ i M i ' $ - O iii 1/4- 4• .. 1 7 „ „„ /„ i 1 • / 4 0 • ' $0 -A g • © i , 3/1s I 2• jJ,J �• PRIOR TO FABRICATION. . ALL ERECTION PROCEDURES I ' SHALL CONFORM TO OSHA STANDARDS. VIEW A -A 2. PIPE COLUMNS SHALL CONFORM TO ASTM A -53, GRADE B, ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. UNLESS OTHERWISE NOTED ON PLAN. 3. STEEL TUBES SHALL CONFORM TO ASTM A500. GRADE B, Fy =46 KSI. 4. THE CONTRACTOR, SHALL BE SOLELY RESPONSIBLE FOR ALL -r BOLTED CONNECTIONS SHALL CONFORMING TO ASTM A307 BOLTS, EXCAVATION PROCEDURES INCLUDING LAGGING SHORING AND UNLESS NOTED OTHERWISE. USE SHORT SLOTTED HOLES. PROTECTION OF ADJACENT PROPERTY STRUCTURES, STREETS AND 5. ALL STRUCTURAL STEEL SURFACES TO BE WELDED OR HIGH- LOCAL SAFETY ORDINANCES. STRENGTH BOLTED TO BE ENCASED IN CONCRETE TO RECEIVE SPRAY-APPUED BE ENCLOSED BY FINISH 5 • THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE S PRAY APPLIED FIREPROOFING OR TO NC ; MATERIALS SHALL BE LEFT UNPAINTED. WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL '- '' ^ `' : t '? , ; s, 4< • 2 ; °., f r ( L_ I I , z ° `` '" ,`. j , 0 ? 1 I ' I 1 r , ;s 1 s / I I //,/ , 1j I tf % , jr``� Ifillifi , I. I © I ; 1 , `' I ' / 'u i s% I `; , ` i i • f % %: 1 ` • • soup � " -`; t y -w "" 1 I � ; ' <.l •'3 T Ea. END TR j„ ► � „ „� � A 1/4" -12 1 1 ®(N)1 $9V2" "THK.x4 "x A VERIFY) (N)WT10.5x34 W/41--3/4-"0 A325SC BOLTS 1._____I © 6. ALL CTU© VED AARCHITECT AND BE RESOLVED BEFORE PROCEENG WITH THE WORK. 6. SHOP DRAWINGS REQUIRED BY THE SPECIFICATION SHALL BE 7• AWS D1 LATEST ESHALL NE IN ALL COMPLETE PENETRATION WELDS SUBMITTED TO THE ENGINEER FOR REVIEW. DO NOT FABRICATE SHALL BE TESTED ULTRASONICALLY. PRIOR TO APPROVAL OF SHOP DRAWINGS. 8. ELECTRODES: 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. FILLER METALS SHALL CONFORM TO THE REQUIREMENTS OF THE WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE LATEST EDITION OF ANSI /AWS SPECIFICATIONS FOR ELECTRODES OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF As LISTED HEREIN: CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. A. SMAW A5.1 OR A5.5 E70XX LOW HYDROGEN. 8. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN B. SAW A5.17 OR A5.23 E7X -EXXX. ADDITION TO ANY OTHER SPECIFIC DETAILS CALLED OUT. C. GMAW A5.18 OR A5.28 E705 -X. 9. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING D. FCAW A5.20 OR A5.29 E7XT -X CONDITIONS IS GIVEN AS THE PRESENT KNOWLEDGE, BUT WITHOUT 9. CULVER CITY OR LA DBS LICENSED FABRICATOR IS REQUIRED FOR GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT THE STRUCTURAL STEEL FABRICATION. WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ARCHITECT SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATION OF 10. SHOP WELDS MUST BE PERFORMED IN A CULVER CITY OR LA DBS LICENSED DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN FABRICATORS SHOP. APPROVAL OF THE ENGINEER. 10. ARCHITECTURAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL 11. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE CLEVER CITY DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL OR LA DBS FOR STRUCTURAL STEEL CONIINOUS INSPECTION BY A LICENSED DEPUTY INSPECTOR IS REQIURED CONFIGURATIONS, INCLUDING, BUT NOT LIMITED T0, RELATIVE LOCATION MEMBERS, ELEVATIONS, LOCATION OF ALL OPENING, ETC. INSPECTION 11. GENERAL CONTRACTOR AND SUB - CONTRACTOR SHALL REVIEW ALL 1 GENERAL INSPECTION: SHOP DRAWINGS FOR COMPLETENESS AND COMPLIANCE TO STRUCTURAL DRAWINGS. ANY DEVIATION ON SHOP DRAWINGS FROM STRUCTURAL BY BUILDING OFFICIAL AS PER IBC SECTION 109. DRAWINGS AND DETAILS, CONTRACTOR MUST CLEARLY FLAG THE 2. SPECIAL INSPECTION: PER CBC SECTIONS 1704 & 1707. DEVIATION AND MUST MAKE WR ITTEN REQUEST FOR ANY MODIFICATION DUTIES & RES PONSIBILITIES OF THE SPECIAL INSPECTOR: BY SKETCH TO STRUCTURAL ENGINEER FOR APPROVAL ALL © 1 4- / TYP ® TYP/ 1/ - , 0 " " "' "� 3 0 REINFORCING AT EXISTING STL BM. DETAIL 11 REINFORCING AT EXISTING JOIST GIRDER 1 0 (E)W27x84 jr (E)W27x94 0 (N)WT9x38 (LENGTH OF WT= BEAM LENGTH MINUS 5' -0 ") (EXIST'G DECK NOT SHOWN) "xCONT. O O9 O7 10 / 1 N - "LG I . EA. SIDE O L3x3x1 4x2' 8 O / 111/8'- 0 "O.C. TOTAL 3 PAIR AT EA' NEW BEAM I 0 (N)STEEL BM. SEE P LAN BETWEEN EXISTING FLOOR STEEL JOIST 1 O 3 (E)STEEL FLOOR JOIST BEYOND ® (N)T518x6x5 /16 EA. SIDE . „ FOR 40 -0 SPAN (N)TS14x6x5/16 EA. SIDE / // -A -- T - - - - -. i ..,. ,. , '• 1 3 (N)3 /8"THK.x12 ��������� ����� O / ' $ Al i M -% STL PL SAME LENGTH AS WT ANGLE) ' y � Q Q 1 /4- • 4- Q I I / © ��* Trr 3/16' • 2' N L i / ' A -A FOR 28' -0" SPAN ® (E )36"G FOR 28' -0" SPAN () t f' II I �• s ' ! ! . " - - - --, ' ' ' ��i�i�i , i • ,`% /. ti : , , 1 , i t 1 1. "_ m,._.,_- ._..._____ 5 I I ' ' ; : f is / • / s s� , i' l t t f 1' / VIEW I ` ` 1{ z " ' r/ E 0 s (E)40 " FOR 4O' -0" SPAN t (( f t i '1 Q i ," ,' 1 f / 1 1 , s © •;" f MODIFICATIONS MUST BE PRE - APPRO BEFORE SHOP DRAWINGS - A. SPECIAL INSPECTION SHALL BE PERFORMED BY ARE PROCESSED AND FINAL APPROVAL AFTER REVIEW OF SHOP A REGISTERED DEPUTY INSPECTOR. DRAWINGS. B THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. D IGN LOADS C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION A WIND DESIGN DATA REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER OR V ARCHITECT OF RECORD, & OTHER DESIGNATED PERSONS. 1. BASIC WIND SPEED (3 SECOND GUST) as = 85 MPH ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE 2. WIND IMPORTANCE FACTOR I,, = 1.0 ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND 3. WIND EXPOSURE C TO THE BUILDING OFFICIAL 4. OCCUPANCY CATEGORY (TABLE 1 604.5) II D. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED 5. DETERMINATION OF WIND LOAD REPORT STATING WHETHER THE WORK REQUIRING SPECIAL USE METHOD I - SIMPLIFIED PROCEDURE PER CHAPTER 6 INSPECTION WAS, TO BEST OF THE INSPECTOR'S OF ASCE 7 -05 (ROOF HEIGHTS EQUAL OR LESS THAN 60') KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS PROVISIONS OF THE AND RRENT BUILDI APPUCABLE WORKMANSHIP B. EARTHQUAKE DESIGN DATA 3. INSPECTOR'S REPORTS NEED TO ADDRESS ANY DISCREPANCIES 1. SEISMIC IMPORTANCE FACTOR . I E = 1.0 ,IF ANY, TO BE FILED WITH THE BUILDING DIVISION WEEKLY DURING SEISMIC . USE OCCUPANCY CATEGORY II CONSTRUCTION, WHETHER CORRECTED OR NOT. ALL INSPECTOR'S DAILY LOGS IS TO BE MAINTAINED ON THE SITE FOR REVIEW BY 2. MAPPED SPECTRAL RESPONSE ACCELERATION S = 1.426 THE CITY INSPECTOR. S, = 0.488 4• SEIS S M I IC C C FORCE R RESISTING LL SYSTEM COMPONENT OF A 3. SITE CLASS .. E THE STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF 4. SPECTRAL RESPONSE COEFFICIENTS Sos 0.855 RESPONSIBILITY TO OF WORK LADBS SUCH C Sl STEM AND COMPONENT PER SEC1706. Sot 0.781 5. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS 5. SEISMIC DESIGN CATEGORY (TABLE 11.6 - 1) D REQUIRED FOR FIELD WELDING CONCRETE STRENGTH f'c >2500PSI HIGH 6. ANALYSIS PROCEDURE USED: STRENGTH BOLTING, DIAPHRAGMS, ETC. AS SUMMARIZED IN THE FOLLOWING EQUIVALENT LATERAL FORCE ANALYSIS TABLE. C. FLOOR LIVE LOADS (REDUCIBLE PER CODE) s , , ' , "ice , . ", ", ", "," o • .• SOU° WELDS 60 N L4x4x3 8 ®6 .C. MAX. O ' " / 1 THRU JOIST GIRDER T &B 7 (E)3 1 /2"THK. CONC. TOPPING O HK. B DECK OVER 1 /2"T ;; ?` k / ; :, I , i 1 � � ' 1 .ILA_ �, , i 1 1 k4', Y I / `4 " ` `' 1/4- �3 -12 T Ell END TYP. 1v I ::.z ��__,. f iiiir/4 ' #/iiiiiii n „ l / z -' j „ -" " " , ,� v ..._......... -. "_. 1 ����� j _ " 0 (N)TS6x6x1 /4x12 LG. © , , �„■! � _ ___ h © 0 .��� 1 / 4- TYP • "x9 " 0 "' ' . O 1 2 () / / 0 N 1 2"THK.x4 " " " " " " " " "' STL PL EA. SIDE , ICI SOW NEWS FIELD VERI 1 '/4- "0 • 3 1/4- '3 -12 T 10 (N)WT10.5x34)W/4 -3/4 © A325SC BOLTS 0 REINFORCING AT EXISTING STL BM. DETAIL 12 REINFORCING AT EXISTING JOIST GIRDER 0 (N) W16x OR W14x STL BM. SEE PLAN DECKING NOT SHOWN FOR CLARITY BEAM A O BEAM a (E)W1Ox STL COL 0 (N)3/8 " x 12" PL x 14' -6t OF SLAB EA. SIDE OF (E TOP CO 0 TO 0 I, ° \ AWL (N PL ( (N)is 5 /16 - V 6- E5COL WHERE OCCURS SEE P O (N)L8x8x5 /8x16 "LG. 0 (N)T518x6x5/16 EA. SIDE FOR 40' -0" SPAN (N)TS14x6x5/16 EA. SIDE FOR 28' -0" SPAN 5 (N)1/2 w x8 w xl0 w PL O ®(N)WT 0 (N)STEEL BM. SEE PLAN BETWEEN EXISTING FLOOR STEEL JOIST ® (N)L4x4x1 / 4x0' -4" , » MAX. THRU JOIST GIRDER - O9 (N)L4x4x3 /8 O6 10 (N)3 /8"THK. STIFF PL EA. SIDE © /5/16' V 3 ® - - - .. ....... ... .... ... -, , f ft } f ....,. �r 0 � _ f/ .4` f s :; if / $, S ff , ��F f `� s ?. s s ... I I . .....- . _- ....._ I �� 1 N 1 9 1 1 ._._._ -... r t ,, ? �, ' I s I © ' -- 7, 5 /• rf l I SUMMARY OF THE SPECIAL STRUCTURAL INSPECTION 1 J I FLOOR . UPPER FLOORS CO-SF REDUCIBLE 1•0 PSF UNREDUCIBLE CORRIDOR AND LOBBY 100 PSF STAIRS AND IT'S 100 PSF D D. ROOF LIVE LOAD 25 PSF SNOWLOAD f s s s . f s` r 4 ��'i; " f ';* s� �'', TfEM NSPEC110N INSPECTION REMARK w ® (N) 4 -3/4 A325SC BLOTS �--. ® (N) - , ♦ 17 -� FABRICATION & ERECTION OF STRUCTURAL STEEL __ y� PER I BC SECTIONS 1704.2, 1704.3, & TABLE 1704.3 � - _ 1 " I ► 0 L_ STRUCTURAL WELDING OF __ YES PER IBC SECTION 1704.3 3 I � ii I ." /ts' V 8 I O STEEL (OR STRUCTURAL STEEL F SINGLE 5 116 INCH NVD (M DECK WE LDS 20 _ _ ' i, STRUCTURAL WELDING OF STRUCTURAL STEEL OTHER THAN SINGLE -PASS FILLET WELDS (MAX. 5/16 INCH) AND ROOF DECK WELDS, WHERE APPUCABLE YES _ PER IBC SECTION 1704.3 • = ?L` I if f f ' - . �s ,5„, Y ; I s 7 I iw � 1/4- I f Q ,fl f Q i_, © , Ii__._____i_j " 1/4" /4 /3 -12 TYP. . { y HIGH STRENGTH BOLTING (OTHER THAN SUP CRITICAL) -- YES PER IBC SECTION 1704.3 ® mom N ) TO 0 2 O • •• �!' t 5/16" • LE REVISIONS 0 VIEW A -A NOTE: SEE S1.0 FOR LOCATIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. T YP 1/4-> < I A I A HIGH STRENGTH BOLTING (sup cRmcAL) YES -- PER IBC SECTION 1704.3 • NEW BEAM TO El BEAM C / •, 1 DETAIL 3 NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 0 (E)W10x49 STL COL 0 (E)W10x STL. COL e PL TO 0 NPL TO PL 02 (N)3/8 "x12" PL x 14' -6± BELOW NEW 1.8x8X TO TOP (E COL OF SLAB EA. SIDE OF ) U I . i { l I N (N)PL. 5/16 - V 6' WHERE OCCURS " SEE PLAN >5/16' V 3' I E ® (N)L8x8x5 /8x16 LG ® (N)TS18x6x5/16 EA. SIDE - - I NOTE 1. STRUCTURAL SPECIAL INSPECTIONS BY QUALIFIED SPECIAL INSPECTORS SHOULD FILE COPY _ - BE PROVIDED PER IBC SECTION 1704 AND 1707. THE FOLLOWING IS A SUMMARY: 7 FOR 40 -0 SPAN ......µ:. "� "" m "" ` 17 I :: -- £ ::::: ` f . r `` 0 (N)3/8 "x12" PL x 14' -6± O AT EA. SIDE OF COL EXTEND FROM SLAB TO TOP OF (N)L8x8 WHERE OCCURS SEE PLAN ® (E)PILE CAP &FIG. 4 0 a. FABRICATION AND ERECTION OF STRUCTURAL STEEL• PERIODIC; SEE ALSO Permit No. SECTION 1704 Plan review approval is subject to errors and omissions. b. STRUCTURAL WELDING OF STRUCTURAL STEEL FOR SINGLE -PASS FILLET WELDS (MAXIMUM 5/16'): ` _._ PERIODIC; SEE ALSO SECTION 1704.3. ✓ Approval of construction documents does not authorize Approval c. STRUCTURAL WELDING OF STRUCTURAL STEEL, OTHER THAN SINGLE -PASS FILLET code or ordinance. Receipt any adopted p pt WELDS (MAXIMUM 5/16'x, WHERE APPLICABLE: CONTINUOUS; SEE ALSO SECTION 1704.3. (; violation of an d. HIGH - STRENGTH BOLTING OF STRUCTURAL STEEL OTHER THAN SLIP - CRITICAL• PERIODIC; of approved Field Co y and conditions is acknowledged: (N)TS14x6x5/16 EA. SIDE FOR 28' -0" SPAN ® (N)1 /2 "x8 "x10 "PL ; _.m._...- ` _ ". 1 " .. ......... 1 I I L I A I A 0 O7 (N)STEEL BM. SEE PLAN BETWEEN EXISTING FLOOR s„,..,, < f, t i ff 4 f f ; , ; ' ;% s s' : is' ; .` ,f. „,...:. ` i ice .,...._..."..., ' ' ' ff f i s; << ; { 3 `. 4 . . , ;: ; s; % 4 I ' ?? h ;. . STEEL JOIST ® (N)L4x4x1 /4x0' -4" (REMOVE EXISTING JOIST BOTT. ( ZED PL. & CUT SVG JOIST STABU EXI BOTT. CHORD) 0 (N)L4x4x3 /8 ®6' -0" MAX. THRU JOIST GIRDER + 10 (N)3 /8"rHKI STIFF PL EA. SIDE 4 , "ice " "i�i�. 4 x; ; -, 3/1 s" V z 5, :, `„ f % i ' ;'w r E , > ; f f f ; ' s SEE ALSO SECTION 1704.3. e. HIGH - STRENGTH BOLTING OF STRUCTURAL STEEL, SUP - CRITICAL, WHERE APPUCABLE: g CONTINUOUS; SEE ALSO IBC SECTION 1704.3, SECTION M5.4 OF AISC360 -05 AND By SECTION SE 9.3. ARCS Z , co , 0 Date: \ 0 L = i - 0 r I I I I -- I I 0 NOTES i 01i Tukwila 1. EXISTING CONCRETE STRENGTH FOR GRADE BEAMS, SLAB ON GRADE, AND PILE CAPS ARE f'c =4000 PSI 028 DAYS BUILDING DIVISION '. f s f. r' f J ` -% I _ 0 T � • I 1 ' >E I� � ' •mo■le 0 VIEW A -A f ' O ~1 r I 1 �� T YP - '/4' 3 -12 i ' I REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 7 2010 City of Tukw BUILDING Dive inm 0 t _ - - ;- _ N)TS TO �' L E S /1s• • cL > 0 VIEW A -A NOTE: SEE S1.0 FOR LOCATIONS NOTE: SEE S1.0 FOR LOCATIONS O - 1/4- I A REINFORCING AT EXISTING COL. • 14 DETAIL A 4 0 (N)W16x OR W14x STL BM. 0 (E)JOIST GIRDER ® ( E)CMU WALL I 0 (N)W16x OR W14x STL BM. 2 N L2x2x3 16 BRIDGINGS AT 4 O 4 K. CONC. TOPPI OVER 1 /2"THK. B DECK -�� �� ` EXISTING BRIDGING LOCATION ® (E)BRIDGINGS TO BE REMOVED ® (E)3 1 /2"THK. CONC. TOPPING O O VER 1 /2"THK. B DECK 50 (E)STL JOIST SEE PLAN ®(E)BRIDGINGS TO REMAIN O 7 N L3x3x 4 AT EA. SIDE OF STL BM. AT TOP AT 8 - >j' [' I J 1 � r ® (E)STL JOIST SEE PLAN I �+ - - r V I ! , , „ ' L______, O 6 N)3 /8 "x8 "xDEPTH OF JOIST f E GIRDER € ,- J J � .... © 0 I O 7 N 1 2"TFiK.xTOP CHORD O / ANGLE LENGTH x DEPTH OF JOIST GIRDER I � � ; 1 I ` .�..�. "".._..,,..:. ". ... ; .., ..,.. " "_ "... ".. ,,.".., ",..., ' �, ".,. ". "�. " ", ",..._ I-1 I m...__",,."...._....,_",.. ..�.......,,_,...,,,_ r' ` �C�-;. ... _- .,... ". � ° �< ,, ti :? ` I COO `! ", ` ` ` RE1D MIDDLETON, INC. i � �� / / / �i 0 f� f •.,`;, 3/16' I/ 3 E r / J � , 5/16' > 9' / . 1 J � r i I r % 1 / 4 I/ B- / 1/4" 2 1/8 2' 0 / f I � ' i I I '� I © Q .,� i © { , JAN 5 20] l �3 LOCATIONS j / „ ., w _ _ " µ µ »rrz -ar.. ,�z^w: tm'xx xe x rz.:tx yma, r..xz x xa .:.,ec z»'xx :a �rmh .v:< :i,7xe axttzr >rcanz �irx atv:.a x 1 1/2 3 LOCATIONS J .�f^nx „ � -- • f �J 1�- VIEW A -A ..., 2,57 _. NEW BEAM TO JOIST GIRDER (E) 15 DETAIL 5 WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 12th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 4468 THIS DRAWING IS AN INSTRUMENT OF SERVICE, IS THE PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED WITHOUT THE ARCHITECT'S PERMISSION AND UNLESS THE REPRODUCTION CARRIES THE ARCHITECT'S NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON THE SPECIFIED PROJECT ONLY AND SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT Registration N Consultants ANF & ASSOCIATES Consulting Structural Engineers JOB# 29936 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Approvals / Phase: 2ND FLOOR LIVE LOAD UPGRADE AT EXISTING MERVYNS FOR WESTFIELD SOUTHCENTER MALL RENOVATION Key Plan: No. By Date Revision n Sheet Title Job No. k7N1 TUKWILA, WA 98502 11 -25 -2009 Date 03-02-09 ST1 Scale ,I O Tel: (626) 448 -8182 Fax: (626)448 -8092 GENERAL NOTES + STRUCTURAL DETAILS / / 4, 1' 4, .�O r( 11 r } L I - t 4 -L L_ o+ 1 J L J_CL r - - - - -- I I I - - -- - N No+ 1 • .. 4 I DEC K • • A \ Q t 7 ..Y.. 0 7 T - t( - mt - rt 4 --L 7 • :4 1. DECK . A s „ 7 / J J O P I 4. EbECK` 7(�T _` T _ L - - - - - -I r 4, 7 L OO � � GROUND FI PLAN (FOR STRENGTHEN UP COLUMN LOC/TONS) n:i, ^: : :cam is rr k `f � �'M %:ice .n: 4 L '• 4 - t • 4, T V J( 1L 1 —(: 0 y 3 1 A GROUND FLOOR NOTES: DETAIL No SHEET No. . DETAIL SYMBOL 1. FOR DIMENSIONS AND CONDITIONS NOT SHOWN VERIFY IN FIELD. 2. SEE STRUCTURAL GENERAL NOTES IN SHEET ST -1. 3. WOKRS ON THIS DRAWING HAVE TOTAL OF 8 LOCATIONS SEE DETAIL 14/ST1. Doc 2S7 NOTES REVIEWED FOR CODE COMPLIANCE APPMVED JAN 2 7 2010 City of Tukwila BUILDING DI 1J Ifl I REID MIDDLETON, INC. JM1 2 5 2010 1 3 D D 4 0 0 0 0 0 0 MAL WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 12th 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 ARCHITECTS NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON THE SPECIFIED PROJECT ONLY AND SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT Re,gistration No. Consultants ANF & ASSOCIATES Consulting Structural Engineers JOB# 29936 9420 Telstar Ave., Suite 118, El Monte, CA 91731 Approvals / Phase: 2ND FLOOR LIVE LOAD UPGRADE AT EXISTING MERVYNS FOR WESTFIELD SOUTHCENTER MALL RENOVATION Key Plan: No. By Date Revision 0 0 A 0 0 A Sheet Title Job No. 1331 ouTH — TUKWILA, WA 98502 11 -25 -2009 GROUND FLOOR PLAN Date 03 -02-09 S1.0 R C ATION Tel: (626) 448 -8182 Fax: (626)448 -8092 Scale 0 0 R :i3 k:3,... E W24x68 (E)32" F.J. E W21x44 MINBENA (E) 21x50 W21x44 (E)32" F.J. (N)W16x C =1/2" (N)W16x26, C =1/2" m m m rn rn rn rn rn N N N N N O O O O O rn N E W.4x68 (E)32" F.J. E W21x44 )W16x26, C =1/ \, (E)3. F.J. z N r---(E)3 " (E) 3 F.J. '�.. E W18x3 (N)W14x2 N W14x2 (E)32" F.J. N W16x26 C =1 2" E 24" F. E)24" F. (E)24" F.J. E 24" F.J. E 28" F.J. E W21x44 DECK • ' (E)32" F.J. (E)32" F.J. E W18x40 m (E)32" F.J. (E)32" F.J. (E)W21x50 (E)32" F.J. (E)W24x68 (E)32" F.J. (E)32" F.J. (E)32" F.J. (E)W21 x50 (E)W24x55 m m m m m m m rn m rn m rn rn 0) rn rn rn rn rn rn rn rn x x x x x x x x x x x O O t O o _ O O �� O O (E)32" F.J. (E)28" F.J. (E)32" F.J. (E)32" F.J. (E)W21 x50 (E)32" F.J. (E)32" F.J. (E)W24x68 (E)28" F.J. (E)W18x35 URM dinwt IMI6.• OMB OMMUMMEE (E)32" (E)32" F.J. (E)32" F.J N W16x26 C =1 2" (E)32" F.J. N W16x26 - C =1 2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. N W16x26 C =1 2" N W16x26 C =1 2" (E)32" F.J. (N)W1 6x26, C =1/2" (E)32" F.J (E)32" F.J. (N)W16x26, C =1/2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. (E)32" F.J. (E)32' (E)32" X (E)24" F.J. N W14x22 N W14x22 E 24" F.J. E 24" F.J. N W14x22 (E)24" F.J. (E)24" F.J. N W14x22 E 24" F.J. E�W16x26 E 32" F.J. ( E W27x84 (E)W18x40 N W16x26 C =1 2" (E)32" F.J. (EJ32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. E 32" F.J. N W16x26 C =1 2" WT9x38 AT BOTT. FLANGE E)W27x84 WT9x38 AT BOTT. FLANGE (E)W27x84 (N)W16x2 C =1 /2" (E F.J. (E 32 F.J. N W16x26 C =1 2" E 32" F.J. E)32" F.J. (E_)32" F.J. E)W27x84 z (E)32" F.J. (E)32" F.J. (E)32" F.J. (N)W16x26, C =1/2" (N )W16x26, C = WT9x38 AT BOTT. FLANGE N W16x26 C =1 2" (E)32" F.J. N W16x26 C =1 2" E 32 F.J. grYex.�:suy; SS.C.O.C:3CD... °) (E)32" F.J. 4=3xSaca...:HM=4:£54N ss� m (N)W16x26, C =1/2" (E)32" F.J. (N)W16x26, C =1/2" N W16x26 C =1 2" N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. (E)32" F.J. (E)32" F.J. ic£H w:zzs~ :;r:xt£in.;t^~`xF:x:�x£x.� sx:,�xx££��^ ��p a.�a..r:` �^rxm•£.�c:x ~. $ $ 3 (N)W21.44 C=5/8" (E)32" F.J. h N W16x26 C =1 2" (E)32" F.J. I (N)W2' X44: =5/8" N W21x44 C =5 8" (E)32" F.J. (N)W16x26, C =1/2" (E)36" F.J. N W16x26 C =1 2" z (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. (E)W21x50 ...�. �.. ° b ° r • • 0 0 -e mi 'A i� . • . • .e - ° 01 IV) . r.6 . A ° . 01 ... :: (E)32" F.J. N W16x26 C =1 2" ( N)W16x26, C = (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. (N)W16x26, C =1/2" (E)32" F.J. (N)W16x26, C =1/2" (E)32" F.J. (E)32" F.J. (N)W16x26, C =1/2" n (E)32" F.J. (E)32" F.J. (N)W16x26, C =1/2" (E)32" F.J. (E)32" F.J. (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. (N)W16x26, C =1/2" (E)32" F.J. (E)32" F.J. (N)W16x26, C =1 /2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. v (E)32" F.J. N W16x26 C =1 2" ( WW16x2•`' C =1 2" (E)3 F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. (N)W16x26, C =1/2" (E)32" F.J. (E)32" F.J. N W16x26 C =1 2 (E)32" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. (E)32" F.J. (N)W16x26, C =1/2" ( 332" F.J. (E)32" F.J. N W16x26 C =1 2" (E)32" F.J. 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