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HomeMy WebLinkAbout2285 RUTHERFORD RD; ; CB011163; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05/03/2'001 Commercial/Industrial Permit Permit No: CB011163 Building Inspection Request Line (760) 602-2725 Job Address: 2285 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: COMM Parcel No: 2120620800 Lot#: O Status: Valuation: $100,000.00 Construction Type: NEW Applied: Occupancy Group: Reference #: Entered By: Project Title: CALLAWAY -3029 Tl, 285 SF Plan Approved: SERVER ROOM EXPANSION-OFFICE REMODEL Issued: Inspect Area: Applicant: Owner: -. SMITH CONSUL TING CALLAWAY GOLF CO ~285 RUTHERFORD RD CARLSl;3AD CA 92008 ISSUED 03/26/2001 JM 05/03/2001 05/03/2001 12220 EL CAMINO REAL SAN DIEGO CA 92130 858-793-4 777 8348 05/03/01 0002 01 02 CGp Total Fees: $975.82 Building Permit , Add'I Building Permit Fee. Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fe~ Park Fee . LFM Fee Bridge Fee BTD #2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Inspector: ~ TotarPayments To Date: $332.74 Balance Due: $643.08 $546.56 · $0.00 $3!;>5.26. $0.00 $0.00 $21.00 $0'.o'0' so:do.: $0.00 ··-$0.ocr·--· $0.00 .. $0.0b $0.00 $0,00 $0.00 $0.00 $0.00 . Meter Size Add'I-Reel. Water Con. Fee Meter"l;:;ee SDCWAFee . _OFD ;Payoff Fee PFF · -PFF ,(CFO Fund) License Tax p~ense Tax (CFO Flind) Traffic Impact Fee Traffic Impact (CFO Fund) PLUMBING TOTAL ELEC:tRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee: Sewer Fee: Redev Parking Fee: A<:!dltional Fees: TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $20.00 $33.00 $0.00 $0.00 $0.00 $0.00 $975.82 FINAL APPROVAL Date: lq&'{/4"':f Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date tliis permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a}, and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside; void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protestthe specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 643,08 \ PERMIT APPLIC,ATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN cH~CK No.C/3()/ I/ 63 EST. VAL. 1-l'ti-4) Plan Ck. Deppsitf · '3 31, 1li Validated -,d-''--"T"--.f----.-1C...,,..-+--- Date ______ 4'*-..,-,,:;~,-,_J.,J...f------, ,ww.S~'O'<'<"~,-~i-:-:~,;,;,Y,''~' :',,,~• ,f7;;·~~',':7~·~,;, ""•,) ~,._t.,~ ffl' (h d t., /,:;;;;::. Address (include Bldg/Suite #) Business Name (at this addrejs) ff'/-'{) -Legal Description ,z ~-0 "2-, .. () bdivision Name/Number Unit No. lf01,,f/}J, tJ. Assessor's Parcel # i~;~~;~~~~~~!~;:~~~~::~:=·~~~e:. ::?~::Y{~~s ~~~-~~~;:I:~~~t:::::Z:~~:,~;~:~::;-:;~::;r:~~·ure, p;ior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that ,he is exempt therefrom, and the basis for the alleged exemption. ~y.violation of Section 7031.5 by any..!£elicant for a permit subjects the applicant'to a civil penalty of not more ~n five ~undred dollars [$500]). C1"'©i) ,... &:£kL TS" t p1e 2 ~ '2..c) ~:> C<trrT ?'2oli';:J 216..o, r91'2G/Lj Name Address City , State/Zip Telephone# State License # .3 ?.')< fi's:1 License Class .LJ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License# _________ _ OC'"_-rw:oi\tfe~!:[&:&1 Pl;~§'AT(PJ'.41. ~, .: ·:-::.:.::.:-~~ ...• ,,. .:, ... ,:-":· -· · · --~ . .. " ,...: •• , s: -~~ .... , ... -~::::;;::::::, ... , " ~ '"'"". , .. .-1:;_A·, · .. ~ < ··.. . · ?:::""::-: ::: Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: tJ I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issuE!d, My worker's compensation insurance carrier and policy number are: Insurance Company r )7lt7°'€ fr_1,,J{) Policy No. ..f 5 5 57/(f 6l) Expiration Date_,,..(_0~/4,...~ _ _,(_ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in d · i o t cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. r~~-~-i~~:~~i!J11~Rett.lf~PJ;A.ijAtJ.9HF:_ .. ~:_: .. : ;~_ ·_ : .. : .: ._: .' __ ·:_:_ ~--: ::.· ·:: __ , :· .. :~--''..: .. :: :· · · ·: -::~~TE.> · .,: ~·.ff;~/i:·; e · 2::\_·.:-:: _;._ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: · D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his·own employees, provided that such improvements are not intended or offered for sale, If, however, the building M improvement is sold within one year of completion, the owner-builder will have Jhe burden of proving that he did not build or improve for the purpose of sale). ,0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phon.e number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and ,provide the major work (include name / address / pfione number/ contractors license number): _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name l address / phone number / type of work): ____________ ~--------~---------------------------------- PROPERTY OWNER SIGNATURE______________________ -DATE ________ _ 1COMfl,ETEJffiS SECiTIONfOR:NUN:RESIDP{·71Ali'8UltplNG'PERMIJTS ONL;Y> :';"':" , · ~-, ,,, .' ,' _' :. ·'.,-:·, . Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O .NO Is the applic,mt or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? tJ YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTiFICATE OF o·ccUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REOUiREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. oc:;-;:coNffR'ilCTi®:7reffi5iN.G"AGafCY~""· ~ ,_ ' .. --. " -""" --,: .,,. ,' .',-,.:· I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME_~---~--------LENDER'S ADDRESS \i;:,::::_~,ep~ff!Lq~IJ1:!1:.tC~tONCJ:~.-.· :~ :'0 77-~ _ :'v .', :'::::.., :-,·.:::;::7::;::7,;;::;:..,::-. ,_:::_=: .. ::::,' __ ::-::~,=_::=:-::::;;:-::;:;"::;;o.:;;:'::=\.::::.,:;.::, ;::::_,,:::; _--:_::-__ ::::,;::::,_::;::_ :::;::::;;:;;:;:;:;:::::::;:;;--:;::::::==::::=,::-:::-::=_,1 I certify that I have read the application and state that the ?1bove information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: Ah OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shali expire by limitation and become null and void if the building or work authorized by such permit is n ommen · · s from the date of such perniit or if the buffding or work authorized by such permit is suspended or abandoned at any time aftenhe work-is co mence or a perio of 180 d , Section 106.4.4 Uniform Building Code): DATE 3/2LP/ 0 I ~ I YELLOW: Applicant PINK: Finance CHY of Carlsbad · Final Building lnsnection Dept: Building Engineering Planning CMWD St Lite ~ Plan Check#: Date: 06/15/2001 Permit#: CB011163 Permit Type: Tl Project Name: CALLAWAY-3029 Tl, 285 SF Sub Type: COMM SERVER ROOM EXPANSiON-OFFICE REMODEL Address:. 2285 RUTHERFORD RD Lot: 0 Contact Person: BOB Phone: 6195204048 Sewer Dist: CA Water Dist: CA .......................................................................................................................................................... lrispected}Jl ~ Date t5lol ~approved: __ By: C Inspected: Approved: Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 11 Comments: ______________________________ _ UNSCHEDULED BUILDING INSPECTION ·. :· ,:_·._ ' ... : • ~ ' ; '~ • l • '• ·-l • : .· INSPECTOR -P , -~· :;/ ,', .: ·., ·.:·_-. ~. '\ ·. · ... ) .. 'DA TE. _...,1...,.v/2 ___ tfJ...-/4 ..... ~'4 __ .:' '. -I' • -' / • .· PLAN CHECK/# ____ _ ·\·:,., , ·.: JOB Af?DRESS .....,. ____ z. __ -i __ · ~----_r__.)? ____ l/l"l_'/J_t'._1t, __ ~_-P __ v<--___ O _________ _ . ····:-· '• :··· ' .. '.·: .. ' i· ... : t:_.DES~RIPTION _________________ _ ..... -,C_ODE ~ . . . _:-,. -... ' . - • ,' ' ~1· '... ~ --:_ , - ! '' -, '.· . ~ ' . - •, ·-· .. -'~ .. . ·.·.:· DESCRIPTION ACT CO:Mlv1ENTS l ' Inspection List ,Permit#: CB011163 Type: Tl COMM CALLAWAY-3029 Tl, 285 SF SERVER ROOM EXPANSION-OFFICE RE Date lnseection Item Inspector. Act Comments 03/25/2002 89 Final Combo TP NR 01/17/2002 34 Rough Electric TP PA GEN. PNLS 12/24/2001 11 Ftg/Foundation/Piers TP co 12/24/2001 12 Steel/Bond Beam TP we 12/20/2001 62 Steel/Bond Beam TP WC 12/20/2001 66 Grout TP AP 2ND LIFT 12/14/2001 66 Grout TP AP GEN ENCL CMU 1 ST LIFT 12/12/2001 12 Steel/Bond Beam TP CA 11/27/2001 11 Ftg/Foundation/Piers RB AP SEE NOTE FOR GEN ENCLOSURE -NO COMP REPORT 11/21/2001 31 Under'!)round/Conduit-Wirin TP AP U/G CONDUIT TO GEN. 08/28/2001' 89 Final Combo TP co REVISE ELECT PLNS, REMOVE ITEMS 07/25/2001 89 Final Combo TP co ELECT, MECH. NOT COMP. 07/23/2001 14 Frame/Steel/Bolting/Weldin TP AP T-CEIL & RE-WORK 07/23/2001 24 Rough/Topout TP WC 07/23/2001 34 Rough Electric TP AP RE-LOC LITES 07 /23/~001 44 Rough/Ducts/Dampers fp AP RE-LOC DUCTS 07/09/2001 14 Frame/Steel/Bolting/Weldin TP AP WALLS OFFICES 103 (135) NOT ON PLN 07/09/2001 34 Rough Electric TP AP 06/15/2001 89 Final Conibo TP co NOT COMPLETE + FIRE APVL 06/05/2001 14 Frame/Steel/Bolting/Weldin TP AP T-BAR CEIL 1 & 2 FLR ADDED 06/05/2001 24 Rough/Topout TP WC 06/05/2001 34 Rough Electric TP AP CEIL LIGHTS RE-LOC 1 &2 FLR 06/05/2001 44 Rough/Ducts/Dampers TP 'AP DUCTS RE-LOG 1 &2 FLR 06/01/2001 14 Frame/Steel/Bolting/Weldin TP co T-CEIL 06/01/2001 24 Rough/Topout TP WC 06/01/2001 34 Rough Electric TP WC 06/01/2001 44 Rough/Ducts/Dampers TP WC 05/31/2001 14 Frame/Steel/Bolting/Weldin TP AP · T-GRID CEIL 1ST FLR 05/31/2001 34 Rough !=lectric TP .AP CEIL LITES 1 ST FLR 05/31/2001 44 Rough/Ducts/Dampers TP AP DUCTS, PLUMNS 1 ST FLR 05/17/2001 17 Interior Lath/Drywall TP AP SEE LOC 05/16/4001 14 Frame/Steel/Bolting/Weldin TP AP HPI ROOF RE-INF 05/16/2001 14 Frame/Steel/Bolting/Weldin TP AP CEIL, PLATFORM IN ROOF 05/16/2001 34 Rough ~lectric TP WC 05/14/2001 13 Shear Panels/HD's PD CA 05/14/2001 21 Underground/Under Floor PD AP SINK AT NEW COFFEE RM 05/14/2001 22 Sewer/Water Service PD AP 05/11/2001 17 Interior Lath/Drywall TP AP SEE CARD 05/03/2001 14 Frame/Steel/Bolting/Weldin TP AP N/INCL OPEN OFFICE AREA 05/03/2001 34 Rough Electric · TP AP Wednesday, October 20, 2004 Page 1 of 1 ' ' DATE: APRIL 26, 2001 JURISDICTION: CARLSBAD E:sGil Corporation 'l.n Partners/i.ip witli. (jovernment for '13uiUing Safetg PLAN CHECK NO.: 01-1163 SET: II PROJECT ADDRESS: 2285 RUTHERFORD ROAD PROJECT NAME: CALLAWAY GOLF REMODEL D~NT ~ D PLAN REVIEWER D FILE ~] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. _ D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: !ZI Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person D REMARKS: By: Ali Sadre Enclosures: Esgil Corporation D GA D MB D EJ 0 PC 4/17 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560~ 1468' · + Fax (858) 560-1576 l • EsGil Corporation 1n Partnersliip Witli (jovernment for 'lluiufing Safety DATE: APRIL 6, 2001 JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-1163 SET:I PROJECT ADDRESS:. 2285 RUTHERFORD ROAD PROJECT NAME: CALLAWAY GOLF REMODEL D .f£e.b!.9ANT o<J.u.eJ.s? D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and· resubmitted for a complete recheck. ~-The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW D The applicant's copy of the Check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: SMITH CONSUL TING AIA 12220 EL CAMINO REAL,# 200, SAN DIEGO, CA 92130 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: S.C.A. (uA~1c) Telephone#: 858-793-4777 Date contacted: '-f/ci/o, (by: e:-) Fax#: 793 ·L/727 Mail Telephone .../' Fax/ In Person (g] REMARKS: # 1 ): Please submit 3-sets of signed/ revised plans to the Building Department for review. # 2): Please see attached for P/M/E correction items. By: Ali Sadre Enclosures: Esgil Corporation [XI GA [XI MB O EJ O PC 3/29 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' ·cs 01-1163, SET# I APRIL 06,'2001 ELECTRICAL PLAN REVIEW + 1996 NE.C + JURISDICTION: CARLSBAD + PLAN REVIEW NUMBER: 01-1163 + PLAN REVIEWER: MORTEZA BEHl::SHTI DATE: 04/09/01 1. Show the available fault current (lsc) from th.e serving utility co. and at the equipment where lsc exceeds 10,000 amps. 2. Show or note on plans the method used to limit fault currents to 14,000 amps on branch circuits. 3. Submit load calculations for the service switchboard "MS". Include long cohtinuous loads (LCL) and the largest motor loads. NEC 220. 4. Indicate the total load demand on the service. 5. $how on the plan the location of the service(s) NEC 110.,.16, 230-2. 6. Submit complete panel schedule(s) for "PDU-1 D and 2D". 7. Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second source of power (battery or generator). This is required when two exits are required. USC 1003.2.8.2 and NEC 700-16. 8. In all occupancies where the exit system serves 100 or more occupants, provide a minimum of 1 foot-candle of emergency illumination at the floor level and specify a second source of power for the emergency illumination (battery or generator). USC 1003.2.9.2 & NEC 700-16. 9. Include the following specification (on the single line diagram): Both required signs installed at the service. NEC 700-8 (a & b) 10. Rebar or ground rods are not an acceptable grounding electrode(s) for commercial applications in Carlsbad. Please describe what the "UFER" ground will be (i.e., footage, conductor material, size and depth in footing). 11. If utilizing a series-rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and " The overcurrent devices shall be AIC rated per manufacturers. labeling of the electrical equipment''. Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at {858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ' ·cs 01-1163, SET# I APRIL 06,· 2001 + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: 01-1163 + PLAN REVIEWER: Glen Adamek DATE: 4/6/01 SET: I 1. Each sheet of the plans must be signed by the person responsible for their preparation. Business and Professions Code. The licensed designer must sign each sheet of the plans. Structural Plahs. 2. Provide data on proposed hazardous material to be stored and used. UBC, Section 307 and UFC. a), Clearly show types of hazardous material is being stored or used. Provide a list of the proposed hazardous materials as per the types in USC, Tables 3-D, and . 3-E. Provide the material safety data sheets (MSDS). b) Clearly show amounts of each type of hazardous material to be stored, or used. c) Clearly show where in the buildings each type of hazardous material is being stored or used. PLUMBING (1997 UNIFORM PLUMBING CODE) 3. Clearly note on the plans no plumbing changes, or provide plumbing plans for the proposed plumbing changes. MECHANICAL (1997 UNIFORM MECHANICAL CODE) 4. Provide mechanical plans showing existing and proposed HVAC equipment, ducts and access to equipment. 5. Detail required roof access ladder to roof mounted HVAC equipment. UMC, Section 307.5. 6. Detail disposal sites of main condensate drainage from air conditioning units. UMC Section 309 .. 7. In Groups B, F, M, and S Occupancies, or portions thereof, where Clas~ I, 11, or Ill-A liquids are used (in any amount), mechanical exhaust shall be provided sufficient to produce six air changes per hour. Such mechanical exhaust shall be taken from a point at or near the floor. UBC, Section 1202.2.2. 8. Provide smoke detection in supply air duct of 'air-moving system' for required shut-off for smoke control as per UMC, Section 608 and also see Section 203. ' 'CB 01-1163, SET# I APRI~ 06; 2001 9. Provide mechanical plans showing existing and proposed HVAC equipment, ducts and access to equipment. 10. Detail exhaust ventilation system compliance with UMC Chapters 5 & 6. ENERGY CONSERVATION 11. Provide complete energy designs for the proposed changes in envelope, lighting, and mechanical systems. Provide the completed ENV-1, ENV-2, ENV-3, L TG-1, L TG-2, MECH-1, MECH-2; MECH-3, and MECH-4 forms showing energy compliance. · "12. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 13. Show the daylit areas and required daylit area lighting controls for new or relocated lighting in daylit areas. Title 24, Part 6, Section 131(c). 14. Show bi-level lighting controls as per Title .24, Part 6, Section 131 (b ). 15. Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131 (c). 16. The completed and signed ENV-1, L TG-1, and MECH-1 forms must be imprinted on the plans. 17. The Documentation Author and the Principal Envelope Designer must sign the ENV-1 form. 18. The Documentation Author and the Principal Lighting Designer must sign the- L TG-1 form. 19. The Documentation Author and the Principal Mechanical Designer must sign the MECH-1 form. 20. Complete energy plan check will be done when complete corrected energy designs are provided. Note: If you have any questions regarding this plumbing, mechanical and energy plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. . 'CB 01-1163, SET# I APRI~ os,·ioo1 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-1163 PREPARED BY: Ali Saclre DATE: APRIL 6, 2001 BUILDING ADDRESS: 2285 RUTHERFORD ROAD BUILDING OCCUPANCY: B/F2/S1 TYPE OF CONSTRUCTION: III-lHR. BUILDING AREA Valuation · Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. OfFICE (T.I.) 3029 ENCLOSURE 285 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance 1994 UBC Building Permit Fee l•I 1994 UBC Plan Check Fee · Type of Review: 0 Complete Review D Structural Only D Repetitive Fee 3Repeats Comments: *PER CITY D Other D Hourly I Hour(s) * Esgil Plan Review Fee Sheet 1 of 1 ($) 100,000* I $621.081 $403.701 $322.961 ·' PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB C) / -f/~3 ADDRESS___,,(h..__~---,--i_u_~-~-----'---__ -~----'-"'--___________ _ RESIDENTIAL RESIDENTIAL ADDITION MINOR < < $10,000.00) OTHER PLANNER ENCINEE~&< rJ,J;t4, Docs/Misforms/Planriihg Engineering Approvals PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDINC DATE ------- DATE 3/Jdfd/ - >, .0 N 'It "" <.> l (,) C: "' ii" $ "" C >, .0 "' 'It 15 ., ..c: (,) C: CU' ii" ':¢00 ~DD ~DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB O l l J.6.3 Address~ ~«s Ru+her'h1r-d Rd. Planner Paul Godwin Phone 760-602-4625 ---"----""----~~="-------- AP N: ~\~~06~ -:fJ""'·, ----------------- Type ~f Project &.Us·e: Offke T::C.. Net Project Density: DU/AC Zoning: ______ General. Plan:--,,----Facilities Management Zone: ___ _ CFD (in/out) # __ Date of participation: . Remaining net dev acres: __ _ Circle One (For non-residential development: Type of land used created by this permit: _________________ -) Legend: ~ Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES DATE OF COMPLETION: --'-----,--.a--- NO X TYPE __ _ Compliance with condition~ of approval? H not, state conditions which require action. Co,nditions of Approval:-----,----'----------------- Discretionary Action Required: YES NO X TYPE _____ _ APPROVAURESO. NO. ____ DATE __ _ PROJECT NO. ___________ _ OTHER RELATED CASES:----------'-------'-------- Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: -------'----a------------------- Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES __ NOX-_ CA Coa$tal Commission Authority? YES__ NO __ If California Coastal Commission Authority: Contact them at -7575 Metropolitan Dr, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? :'{ES__ NO __ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans).. . 2) Complete Coastal Permit Determination Log as needed. H:\.ADMIN\COUNTER\BldgPlnchkRevChklst 1tloo DOD ~DD DOD lnclusionary Housing Fee required: YES (Effective date of lnclusionary Housing Ordinance· May 21,, 1993.) No¼- Data Entry Completed? YES __ NO __ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee,1UPDATE!) , Site Ph:m: 1. Provide a fully dimensional site· plaA drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and _assessor's parcel number. Zoning: 1. Setbacks: Front: Required Shown ------- Interior Side: Required _______ Shown ______ _ Street Side: Required Shown ------- Rear: Required Shown--'------ D D D 2. Accessory structure. setbacks: Front: Required _______ Shown ______ _ Interior Side: Required Shown ______ _ Street Side: Required Shown ______ _ Rear: Required Shown ______ _ Structure separation: Required Shown ______ _ D D D 3. Lot Coverage: Required -------Shown ______ _ D D D 4. Height: Required _______ Shown ______ _ '¢00 DOD 5. Parking: Spaces Required__________ Shown _____ ____._ Guest Spaces Required Shown ______ _ Additional Comments ____ . _______________ ------------- 0-f:Ct ce re.Mode I. OK TO ISSUE AND APPROVAL ENTERED INTO COMPUTE~ DATE 3b1k/ H:\ADMIN\COUNTER\BldgPlnchkRevChklst Carlsbad Fire Department 011163 1635 Faraday'Aye. · . Carlsbad; CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Date of Report: 04/17/2001 Building Plan · Reviewed by: ----------- Name: SMITH CONSULT ARCH Adoress: 12220 EL CAMINO REAL STE 200 City, State: SAN DIEGO CA 92130 Plan Checker: Job#: 011163 --------- Job Name: Callaway Golf Bldg #: CB011163 -----------------Job Address: 2285 Rutherford Rd Ste. or Bldg. No. [8] Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached; as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and I or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable co.des and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. 1st 011163 2nd FD File# 3rd Other Agency ID .} PRIME STRUCTURAL ENGINEERS· 11858 Bernardo Plaza Court; Suite 105C San Diego, California 92128 Tel (858) 487-0311 STRUCTURAL CALCULATIONS Callaway Golf -Rutherford Enclosure 2K1-90 Sheets 1 thru 4 ' ----_J ----··--·-----. --, --.. -,. .,. -~-----· ---. ' ,f;,suu,e .. __ cf;~t~f ~ _ e_ ·-ki>.! a__ ( ~ : _ ( .t 5 fsF-) ___ _ ·- ___ -------· -. -. ----------·-_N.~.=-f::c?._ - If-= 0~7 CAq tJf-··· .·u, _:-=:_ q, w-__ . e;·-= /iO ~---- -~--- ~ -. . c::. ff;--__ iJL 7 -1. o( t.f'cf i /l 'D xcJ1 c. ol '> ~ J; ----=-01.. ~"8 <. t:::,p;,r_.-::::::_ IC,.c.c./ f ::.F-. ... --_ /@X l~3x (2-~~ /LO ::: /7, tJ.. f 5>F .? /.'?tf'bf3/= ---/Jr-.. . ---------V?VJ =>_ /._Qp f~i, __ --··.· ----. ··-------··-- : -· ·----. -·----m ==--tjoOO .:::._ . z_G ~----, ------·· -·---.. -. . ------ '. -··-_ ------·-·---1~0(/c!:) ----------··-·---~-, rz. ::: 7~ ·-? ,#fr;;---. __ ---------. ----·-/de ~1«r--~ _J71_,cf fj(!Y-_ rl ?3 ___ . ,{ ________ ·-7-, __________________ _ ------·-Ll':f -:t1 Cf()) e lb tx¾,. ____ ··--.. ___ . ___ __ _ __ __ _ _ __ _ __ _ -. -. --------h -h_-· -= -(),? ,---;.· o~·i9t3 ~/-----c.::, 171 f-=·-p,JE? !..? ---· ----·· - ---------v~:=-.b,r;l. 16'!(-,~~----_ -------------·-________ _ t ~--"~'""_,,., .. ,.,.-. , . ~-.. _ . ,. , .. p., • • -., .-.. , _ J~c:" ~-:~--~---P'l-.e-~v)~ 1~ e1~ __ _I l . l .,..,.. ---. -. . ____ -f~ = (~-~ ··---~· ______ :_~_-__ ~_ ! -i ~ ~ f·~:?~:-~:::\_1~ :1~': )~-i:. :;: .· ~ ~.'·· ~·--·•4,...:·_~ . '·:_:.· ~ >· -J-' :;_ ~:,.; T-·, .1- ,i J ! .-~ ··' ~· ~ . j • ~--. ~-----,-~--. . " ------___ ·------·-fl----. --·--· - ,, -------1 ___ ) ~ ... --.~ . ' · __ f1,,..._So,.)r'( (A)J/4. I ---/kf>11 ).a.c;. ? '11 P--6~-f~i,:;3 = -;== ., ~1~; ~-Nfr --->i<---'-"!"' /62,,'3,e-f.r- ---------~-----~-· -----·-·· ____ ,_ --------------~ ----------- -------------------------------------- -----------------------------------··-------------------. ------· --·--~.. 1• ., ' f--_:'.'.;·;·::~-:: ~:~~,~-:? __ • ~. -er -1 ·;-· J ________________ , ______________ h ___ -----------------------·----~ ------- 1.... >1 ,:l -• l · ~ ..l ... _ i .T • FOOTrn6 AT ENCLOSURE BRADE BEAN ANALYSIS PROGRAM (4.02) Footing LENGTH = 3.00 ft Footing WIDTH = 2,00 ft Footing DEPTH = 1,50 ft Cope Weight = 0,15 kcf Surcharge = 0.00 ksf Footing+ Surch, = 0.45 klf POINT LOADS (k t, .ft) X 0.59 1.5iJ MOMENT LOADS (k.ft l~ ft) (l,92 1.50 RESULTANTS (k, ft t ksf) CASE X fl max Q min MAXIMUM -FORCES ik1 kft) CASE 1 V max 0, 75 M max 0.68 M min -0.24 •• ~~--· --:I","::;!'""' -~ -• ~ ,.._ .. 02i13i01 21<1-'30 -·-· ,..~- -• ~-t i ' roomm AT ENCLOSURE 6RADE BEAM DESI6N PROGRAM (4.02) DESIGN DATA fie = 2,50 ksi .b = 24.00 in fy = 60,00 ksi h = 18.00 in Load Factor = ~.00 d = 14.00 in SHEAR DESIGN Vmax = 0.8 k Ve = 33,6 k Vn = o. '3 k iJs = 0,0 k Av = 0.24 si/ft S ~ax= 7.00 in V; = 01 stirrups are ootional 1 # 3 Stirrup @ 7.0" . 1 # 4 Stirrup @ 1.0• FLEXURAL DESIGN M+ max= Mn+ = As str = As = Beta 1 = 0.85 As min= 1.12 si As max= 4.49 si 0.7 kft M-r.in = 0.8 kft Mn-= (l,(11 si As str = 0.01 si As = -(l.2 kft -0.3 kft 0,0(1 si 0.01 si Bottom Steel Top Steel Bar No. Sp,fre No. Space # 4 0.1 0.0 J - # 5 0.0 0.0 ,02/13/01 21(1-90 1' ' ~ ~,r. -~ ,_._. -.-......-.--..~--~...,,...,..,.,~":-"'_.~.,,,_.,"'i~~~~~~..;-,,~~~~~\~~~-..,....,._~-""~"!~°"~~·»~-,,...--, _...,... --.·•,,v,._ _,....,. 1o.. ~~,.w ~,..-,,__.. .... __ .,._._,,. ~ 1 I ..... -..... -----......... --. ---" .. ~-:--· . ---~·-~ --r ~--.{'. ·-,.,,,...,.., ..... -,-"ilw...-i""'.:P ... ;--~·~JoW---, .. -\,-·~,..Y-d~<>('lU,;11 .... ~~~-..... ~"1~.:.i.r<",),l~~-~.-~~tl:l.,. ...... ~ .. .....,_.~~ .. ~~~l~~,~~...,._, ....... -.. -~.--'t,.'f-................. -o; .... ,..._.,,,. -~ t,I~ ~ -~.: --__ ,_ ·-__ " .... - ''it, • ~....,.-.... . --·--:u, -·-· -•r·~-' ~--.·c:;. - .[;, -•• 1:0----·,-,-. • : ' . • -~ -•••• • ; T ;_,_-:'<~-':';,~~5-'-~~.,;.;,~ ~ -~~-:., ~---~ ~-~: .. ;-..w:~.;\~,;~~ '.~ ~ .. ---<¥•• '"'- ~ .-.. _-· , .... ~ .,:·!';:~-.·"_],.~~· .-: ··i· :;~ /,/ • -,:. .._· --t . --' --· -.,.. ... . . -'-l----'"--~-=~·-.-""'---_:i:·.-:---~:,: ... '\.,:· J.~~ -.::: ...... ~, .. ~ .. ':,;.;,.._ ;.._,:,. PRIME STRUCTURAL ENGINEERS 11858 Bernardo Plaza Court, Suite 105C San Diego, California 92128 Tel (858) 487 -0311 STRUCTURAL CALCULATIONS Callaway Golf -Rutherford Computer Room 2K1-40 Page 1 & 27 REFERENCE ...:~'"*1!i1~~~iey~~~e;r,,-t !-~ 4·"f · ~.,,f' it••.;,1-\!: .. ,~:•4•·.-..t ,,. ·,F,.,JJ. · , ... ,_. , . . , . f-:r·';); J.? .. ·.·i_ · T.:.: \ ·_. ·· ·. · i ;i\ }f:,i:·,:;,: ·: .... l ·. . J .. . '11·:·!-:f·;,·,· t~ l j "~-' ,i\~~ i'° _·_,',;, i' I ' t i / ; i j ; . /• .I l ' 1· ' ' ' ~ ,, .:;. l ! ' ., .,. ! . ·I , . . ! f . {,'; ·,· :!,;' ·1 ' ' . t· : { j ' • I :· I ; i f r. ' ' '.f ., j : ' ~ ; l , !-: I . : ·i , . ! I 1j:: ~ f Ii I ? • • • , t L: l • . i I I : j :jl ,r ! ~r::::1 =::;::==::£r,-====7i1::=x=i1~ -~ . . ~~\71• ~y1/ 5~r ~y:v, o~~,t1~tA,~ \-i-<f~ .-z,,'l.o rr '{7 ~\ t-\ ~ ()... ~ a>f\/ e~.oi(~ -t 1»-0 f?f 'f~r,r,or-) · .. 'f-"•'; <~ ~~ ,, ·:·ii:,, .......... ' ' , t I ' " ~"I••' '." .. 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J : ' (l.,L&u \ ~~~ R~\Wlrl\ful 't. ~-' l li?J ~\~~ t'l\ ri11_s,.'.]J.!1~m~mli>~~!t.1tf1J: fp==\:"·,·:::,F,i££! 1 1 · 1 · 11"vrt r -'1--~ \ -t 1 ~ r,,.n --ji ,· ~ tr-r-r ~ -,--,-') ~ l ~ I'~ &I;· J\ I 1 ·1 2 I 3 I 4 I a I 9 · _ 17 I , · JI ·. ~ LU,-'1!L1'20.J.f~(C'11~1 ,r1 r -,;-. :--7 ' ~ I 113 L --ti . . . .,_'ij n -~~ P_s>_~n n I ~, {04'•1 ], :::,,1 • ..,, A i:: ··1 !' ~ ; t ., ,1 f t • ) ~-j j ., j t t l ! i ~ t ;5 t_ ;, \ . i ,¥, ,.,,<f 11 '!, I§~~ e, I~ no..o '",,, i1t~"P "::. j, .-i K~1 -r~;,J cv 6~~,. ·11~ •••• ,",., ... ,~..-.. • .... ,......,_. ~-'-• .. --1: ... ..,...,....._ .. .,, .. .:-...•:,,,~ .. ~..e...l:ni~.!."J:H, ..-~·o, .\." .,._, •· ,Z"-,~~rr ---·~"'"'"..,.~'· .. -:,-,.:..,--,1""').,~~~T"i!"-·····'·-·~:~?.~rJ? .... ~~ -' -----'~ ---- -1-, ' ? --,., -----------------------------I --------------------------- ~--------~-:;_-,&.iJ_sf' ---~-.,&~ _ f)lffc>/q;J . ~ ~ 7 -----------. -. ----------. -------------. f /-1!5C- -. -.. ---/t "Z-f.S/?---------------. l?-E:7----------·-. ·-- 'l.-< ? ____ --· --· -----. - /<b. __ _ f'F J ~· ---!..~-=L~~-~ /)l-~--/-I, O __ {-)5. i- L ___________ ------------, ----U,_-:;::_ --~-0 ___ (?.sf:--.. ~ · JI Ce f'?,(l ~tt--) r ---------------... -------------------.. --· --· -{-- , ----'--J' 0/:~t--s:~ -:-___ _'2~ 5-_ ±._ --· ,. ,,.. '• ----------------- -.,_ ------------------ ------' II -1-· --. -------------····----1 t· --·---·--··--···-·---~ --1 ' -------· ---. ------! ' ' -· ~ , , .. l s3B ~ _,, • .,..'l'ta.l' J1 s1p12v1s0b4148TBEAM ANALYSIS PROGRA!1s1p9v1s0b4148T SPAN LENGTH= 23.50 ft <Simple Span) UNIFORM LOADS (k/ft t, ft) wd wl Y:1 x2 (l.04i 0.000 0,0(! 23.50 0.236 0.000 2. (l(l r: r,1'."i Ja.J:~ 0.163 0.000 10.17 13.50 0.435 0,(l(l(l i!i.75 2L50 0.00(1 0.02(1 l},(l(l 2.00 . . (l,000 0.020 C' "" ... , • .;.1;; 10.16 0.000 0.020 '\.,, l:*'1 11.l1 Jt::i 16. 74 0.000 0.020 21.49 23.50 REACTIONS (k} LOAD LEFT RI8HT Dead 1.802 2.56! Live 0.128 0.114 Total 1. 930 2.676 MAXIMUM FORCES V iliax = 2.68 k @ 23.50 ft Vd max= 2.56 k @ 23.50 ft M ffi<iX = 12.63 kft@ 13.05 ft Md max= 11.95 kft @ 13.09 f.t DEFLECTIONS (EI= kin"2) LOAD D2fl (in) X (ft} Total 1275544/EI 12.13 Live 69107/EI 11.56 Dead 1206020/EI midspan TOTAL liEfl EI L / 180 81487'3 L / 240 1085506 L / 360 1629759 LIVE Defl EI L / 240 58815 L / 360 68222 L / 480 117£30 sOB02/13/01 2K-5Hi (L 60)s0p10. 00h12v0s0b3T ~ ------.... ·-·-·---·----·---~--·----·---·--', --, .-~.... . ..--~--.. ------------------- !-;:• -~--------·-----· -----~---. , . ., . -. ;:-----· --· ·-----··· : __ .j I j -~ { t!. , le"' t:1, ~ ... --·-----·-· ------- · A. --PRIME ---.... -· x,s : "f"~ . STRUCTIJRAL D.\TE: 1,.""t) f gs_ ENGINEERS SHL _ ... __ -----t?u:e-puf,_ -~~-~-;;~·=--~'h.;-;}~ -.. ·~ ~~-~-~~-----{_· t,~, .. i --~v~j · ----_______________ _ . ·-. -------------i111f/,..'JC =· : / -z:c71,::...,--(--15;/'c-'(k ______ ·------·· . ····---·····--· -----·-·---·---.. ____ ..... _________ ----------------·------------- / ------------------------------·--------____ .. _____ ----------------------· - .1 ' ; : ft . ' s3B .-. SPAN LENGiH = 23.50 ft <Simple Span) UNIFORM LOADS (k/ft & ft) 0.()41 0.000 0,146 0,000 O.i80 (1,000 0.435 (}.(;(}{} . 0.000 (l.(!20 0. (H)(; 0, (}20 f'1 tu"u'.! f't ,·\•if, v, vvv ii, v::-.., REACTIONS (;::) LOAD Dead Live . Xi X2 o.oo a.oo 13,33 12.66 3 I ()(; '3 r.33 12,5b 15t91 20,bb 23,5(f LEFT 2.399 0.122 {! i'il -.,, .i.LU L 791 2.40 k ~ 23.50 ft M t:iEiX = 12,79 ·kft ~ 14::45 ft Mrl ft2X = 12.1i kft@ 15,42 ft DEFLECTiGNS (EJ = ki n"2) LG~D Live fJE?d LI 180 LIVE Def! 1 / •"";At, L. l .t.'t\.l L / 30i) L / 480 Defl (in) 12f:5(1CS/EI 741f0/E! !188048/£1 EI 807491 1076654 i5i498l EI Cl3099 94647' 125196 X (ft) 12,27 11.47 . ' m1aspan ~:)B02/22i(!1 2K-~10 , "' , s3E SPAN LENGTH = 23,'50 ft (Sir.~ple Spori) U~{JFDRM LOADS (k/ft & ft) 0:043 0.191 !) I 118 (:,(WO U1UUU ,,1 ¥.1 0,000 i), (E)O 0.000 0,017 REP.C:TIDNS ( k) LOAD Dead Li 'iE T.c,tE.l MAX!MU~ FORCES {! I (iO i 100 10100 3,50 :·: ~1·: ~._:: ~\I LEFT 23,50 3,50 13,5(; 20.&7 .i-C:100 4.,. r.., i / t 'C,:/ .,., .. ,f!":" .i.iJrii j,47 k @ 23.50 ft l,28-k @ 23,50 ft 9139 kft@ 11,9< ft 11, '37 ft DEFLECTIONS (EI = ki.n··\2) Defl (in) X (ft) Total 896646/EI 11r~5 D22d 7857'34/EI midsp~n TOTAL Defl L / 2.40 L / 36.C: LIVE .D2fl L-I 240 L / 350 L / L80 EI 572327 7f,3103 1144655 C'T t.J. 94290 14-1435 188579 sOBCl2/22i01 2K-510 \ -.. ---=----.-, ' _! _____ _ -x.: ,,v f)f-C.f ---------------- ~--~~lUAAL ~ ;_;;;_ _ft ENGINEERS SHT . ...., . __ / .... t!d-A .L,~ ~--/Of q_ # fF'i:-i•t"µ>/1·;-··-,-. ·--. ·------.. --· ---·-t -----·-· ..... --·-·· --------. I ft -· -------· ------· ------· -------f~.r::: ___ 1mr_'t( e, r-, e .... ,'>6 - ----·· 't-<7( ___ ----. -. .. l-. 4 j 7--·--- -l ..:.!,..__, _____ _ i J:_ -· ?-!' ·- ~ . ~,.--~ . ... .- --------------------------------{!-·--------------------------------·----. ------· ----.. !:_ ____ ---_--L~~=~i--~~~--/c~: tf.75'--=~==: ~/~~ ~=~-= ~~S~ -~~ --------.. ----------------------------_____ .._ :..._ __ ~tJ=H-=·==· qz====~=/~==s==·-::.:;. -----==----- .!-.}• 1--- +--· ----------------.. ' .---. -----·-1 ~ .. ,.._, : ..... _ .. _,,. ... -r·: -'!----.-c.-..-w -'<t--------...... -::i-. -· --------------------41 ' -' ·, •. -----------:. - ::.. ---i• • _1 ____ ·-·---~----·-·. ~ -----·-,] -·-···-r-.. dt-l t:Se:-1vtte. --~~1· ____ · t=t>=-~ ():Jcf~--c,)( --t -i1<'P' t - ... ~,!f-- t51 ~'I 1 T ... :::::: --~-. -cJi--~--------1-I ""°.::.=.:.· -..:,__I _ --------l• 'J~.K1,17 1 ----· ·-----·---- ·---ft;?-< ~ -------· -----~ 1 ,---- l -,-fv-:.. ---·-.------------- .JOll: ~ C •. -. ,, "'°'I-. -·-~ :.KT : ::. C. ,!:rpf. i-~ "l -~ ------------------------------ ~.-.--i--=#------·----------· 6 l~ _· _. -------· ·i 1 ~ ; ·--~----··------. --"-- 1 ~--'---------·-----------,, ·, -_--; ---------·---·------· -·------ ;! ,; ·:t 7 ·:.r . . ' ' '. ~ .. -.... ~ .. ~~-t-..... ~~1--"'.t • ..,_. 1 .. f ; ;- -----· ----------------· -------·--· --~--------· --·-.. -------:------.. -. -·----------:---------------------- -----· ---·· .. --·· --.. -... ·-· ----·-·------------------~--------------.. ----. . . . ·---.. --------1 ..... '..-i~--~a:.<.-4 ... ~.,,...:""-1--~~--~,...._~.,. ... -.....S.~..-.;~f-·~..:t.-:t-~~...J--·.t .. r-•• ""f---~-1• --a~ ·1 ... ~."' •fw'<-• -~1-"-.·f"' ...... _,...,,.;1.-,·-.:-~-.. , .......... -1.....,. -4~ ·--·---------------1 ---------~....,...--------·---------------. ---------------·----------·-· -------· - •,1;'•· ---~,.,,_..,., "-l"'t:'<" 7: ,,,.. -.,.. -------L / __ -_ -;;;;-~-= ¢,/ c"'-~ )5-)(, .3 _;,, __ ~,.-;r /tr-__ --··-·--·· .. j· -·· -··-- '"f i--l l • ~-- 1 ., -,-----~ i ·---· ·-6:>t -::.-· :JD.: o: .. _ x. · ;{ ~,i--=--./.. G_C) ~---. ---·-.. ···----'L"]o,'f,-<r-- 1 I ~-ec~,,..J~ r),t./ ~-f-l,r -f: Srr, .JH I~ s~ ~P~ ~-fuT- -. J :;;·~--·-i i?c.:___ ; __ ~~~o/~ J1 ;.{~-p-·· ('ct! o '1~ ---< -I£•/~_/~ . 7 -------·--------- -~ ----. ------- -----·--··----·--··-·-- -------------------··· I ------------------------------------------ j_--------------~-------------.----------·--------------------------~ 1 _<! _______ _ -------------------- .; ...;..' --------------------------.{ ' . ' T_!,t-.,.-~~•J,,t.,i,/l,r-,j>:'l!:'~1P°~" ........ ~'<~-,~~~~~~..,..~~:-r~• -""-1--~~-7"1-"~~_..,.....,1--..-,,... -,.,~ ........ ,,t,,_~-:-,..,,--:.---•~..,,_, .,_~,~~ ,,..,_....., ,.,,t-• ,..J . ' s3B J1 51 pi2v 1 s.0h414BTBEAM ANAL YB IS PRDl3RA~s1p9v1 ;0b4148T SPAN LENGTH= 23.50 ft (Siu:pl& Span) UNIFORM LOADS Ck/ft & ft) !): 03i i)i {H)~) 0: 000 0:~)1~ 0,0(10 0,015 0,l!OO 0:015 EEACTIUNS (k) LOAD DEad ~i-ve 0 = (!(: 2 I (H) ! ;-rT LJ:.1 I i 11:ic i.ii.n ... 0,095 118132 V max = Vrl ma;; :: 2.51 k @ 23,50 ft 2.43 k @ 23.50 ft M im = i2, 10 kft @ 12.B5 ft DEFLECTIONS (EI= kinA2) LGAD Live TOTAL Defl L / 180 L / NO L / 350 LIVE .Defl L / 240 L / 360 L / 480 1223505/E I i 2, 09 51831/EJ 11.56 i 17(i476/EI r.i dsiJo.ii 78!)962 1(141282 156i923 EI 44111 66157 8822£ sOB02/22/01 2K-5Hl A PRIME JOIJ :u;f___-<f<. SffiUCTURAL o:.--:, ~ ~ . ENGINEERS ShT ·;· ~ . ' ; ' .... t6.60)sOp10.00h12vCsOb3T . 2-12-2001 3:42PM FROM ;J Poet-it-Fax Note l " _, ·J\ .,.. ----· ..... -• -~ ........ -.,.. -----..,, __ -/"S ----_,,,,.. •• --. --- :·,~:~f-'.· ~-.-;: /~" .~;:f.-~· ·-.. -"" .. -'_(; ':.; • ·-------• -... , -·' ---~ _________________ ..... ..,,.__t,...' Rutherford· Data Center Rack RS/6000 Servers 1 2. 3 4 5 6 7 8 9 10 -11 12 13 14 15 16 17 18 19 20 21,_22 \'Vintel Server Racl<s 2~ 24 25 26 ·27_ 28 29 30 31 32 33 34 ~5 36 '37 --------~----, . RS/6000 Sub Total -.. Wintel Sub Total i .. I CorJft ... ,~a.e_ ~00 ;,. ~~---?~--~~-~;_~-/:!~~ Grand Totals i ---i,. t' . Phone# FtXI BiU(K) Weight _KVA KV\/ 15.326 1600 4.565 3.99 12.348 1500 3.646 3.15 9.99 1465 3.15 2.51 13.38 1515 4.38 3.62 6.904 880 2.129 2.02 _ 10.1a1 994 s.sa:r s.16 11.782 1089 3.908 3.45 1-5,326 1600 4.565 3.99 11.68 1575 3.672 2.82 10.432 1340 3.276 2.91 5.796 880 1.887 1.7 5.64 679 . 1.908 1.65 13.852 1199 -4.583 4.06 10.781 994 3.583-3.16 14.11 1119 4.647 4.15 14.11 1119 4.647 4.15 14.11 1119 4.647 4.15 1.98 544 0.6 0.43 1.gs 544 o.e 0.43 3.04 2068 1 1.2 6.08 4136 2 2.4 7.919 466 0.023 1.91 11.568 549 0.036 2.78 2.95 363 0.01 0.86 9.516 603, 0.033 2.79 13.508 743 0.043 4.04 11.463 707 0.044 3.53 7.744 667 ·0.028 3.29 6.14 882 · 0.012 2.92 3.07 577 0.006 1.58 8.85 614 0.03 2.83 10.516 770 0.038 3.48 9.502 658 0.029 2.86 0 1000 . -0 0 1.5 550 \ 0.007 0.45 16.185 749 0.044 4.7 209.408 27959 58.98 59.1 120.431 9898 0.381 38 ~29.839 37857 67.36 97.1 II " \'i • ,I 11 ,1 01 l1 ' • !1 t -. , II I , • .,...; .,, ?\l ,l,..«zt,::..;:nr§<-.,.,.1" u qq., .. nc;.,"c4-ic;,9 ,1,.7 1-,'i!.rr' .q_;n P .qi AX~·Mi«fl.if!-:¼:':Y':, .. \4j,A_r,;.?i,f£¢i ~\~hi ... f-,AU.M.V AY &i ow -f2-u:nt~-foJe-O PR.ffVvlcno tJ JC -.:-~. . .• ! ......... _. ---~-•. -~-. . . 1UJ1JF-~~i~dir. Cwlc::.1') f-,l5vP!r-J t'1 1/z 11 PL-\./WJ? ix Lf r;J,VJ3fU/?. U ~ ~ t NSULA-n ON. 1/2-1' &:1\/f f!?P M4--~ ~/ZJ/'J~ -~\/f 171? WRAP { l L-A'Y'~.S /JF 1/i'' \ c!,pweU-NS _) MISC,; I . · .. -__ ..; i.i-f8f-,_ c; 0.7 o.~ t,Z- 1.0 ' 1.0 1,,.?_j i .. o + 1 .. 8 {CUV · 12,,tJ, psP_ _14. D·,ps r PUA& 0~ ~p _,t· PUR-iJ,J . . :' f 1,,.~ps-P /puil-,1N5o/-_R 1~''o.C ;4VG1) , 14, 4-rs-P-t Pl-bP '/4!W~ '· . {AV(f U>/4'0~ 2-D fSF {f!£;JJUUJ!? .. µ;) .. _ -------r • • ~ • i 1 . _, . .;-, -.... -:.: ~ ' . . -. . -. I I I [ ! I . I i l I I I -I i I I I ! I -~J '-~ · 1"N· i:;:.r :-1_· '.·Hp' --1-): ~ D ~-D li1 • • · .:-j _;;_ .1,:~: ·) :i jl· ! I -,, ! ~ I 4vv ,. . , . '-I "Y , l 1 I ! I i 1 I ! l I i I t ! ·: 1 MAx .I OPE~ 1,1 NG: i WJ_ · ~ (~~ {~s . i _,_1_-l--f----1-'--f---,-f-_, fpc+---+--pr>--; ' I' I • i !I' 1 I I I j '1 I I . -l I t , = ! °'f .. cp,-. ; f ! ( l t-~ h~ ) 1Wi~' ----t---i!-1----+-' _ ' J.; I r I l l I R. p i I ! hf. I Pi 1 ! l"P_ f1! ~ GI I I l D I ',O I I l I l ! .: ; ! I I I I ! I :J! l 1 1 1 i _ 1 (\.:0) ( O,f\4) ( (.o) '.....\t~-vJ-n-'-· t---+---f---+-li _ ! ··'-II ,1_: ii 1· I i I I -:1-o i : ' ' i r I j i l ! I "'".:}, f I I I I !k~I 1J ~· ! I I ! ll i I ,I I l I i ! I ! i ! ! l I l 1' :• ! '1 I i j ! ! t l I I ! ! ! i I . I I 11 1 J I 81,,~I,, 11 3.:!3, ,,1 l ~l~ ,I i i_· _ ! Ps l,· .i, -,, l --+--+--1------+---i---r----v.1...-,~, ~--~u$ ~ 1 ; -: :::,:1~--::4 ,os --8--17 •,·1= I' l ·, I r:;I ] :. 1 , i 'i tl,.,, j -~111.os '--in-· -i , I 'I ~ I i i l i l,-I I I I I i ! i ~ I :i I i ! ! I I I ' I I j i i ! ~--l--+---1-.....,+-+--i,,, --v¾·v·+r -~ t--14-00-bs I -r~-{~ ~ ' I : I ; ! I I l ! I ! I I I i I . ' I ' ! I l I I ,._7 I I· I i ! I I / i I i I -'i i I I , IA, i r ....d, I , •t; r:-I ! ·--I I i i i RPi cl} !'r'-=liQS ro 1 ~ , , 1 1 1 ~ .J I 8! . ! I I. I I l j A Aj . Pp= o.s rt YJp x 12 ,= (. ti1"14, Wp ,~ • 'd,~ lb~ ... Pl -1 ·, !, : I l l 1 l 'j; ! -+---+---+--+---+--~--.......----1---'A.JJ ! . ,. I 81-7~-kc.-c-'I .'--+i -+--"--+--i----t------!--+---+----+--'---;----+---+-_,__--+---+---/. 4-1 -':-1-J ~n ,,;,,s ,..I '---1· 1~,1-v~-! i ,, ' ; ,__ • ~-... ;.-r .. _,,,.. , h -..... ~-, . . ·.• _·::. .. • . ~ .. l I ! l I I ,/J I I I . I I I IP1D 7 ~ X l~OO lbs, =-ripo I PS I i I l I . I l I ! l I . ·i·~-'-· .•.. -·-·--+-·' . .__.., 1 ~--~-.: •: : --~.-.-.?-,-~ .. ~:~:~~~-~~--~ ~~;<J~fa.-.:a -... ':-· .,.. --~- L I I I ! l i ":t. l':f' ~ .'' ··r ! ;, .. -, ~-.Al DA'!E: I _..:.. __________ . ~'--~---PR1ME----·-JOl: .. 4KL--¥- ·--------·----·--·-·---. .[_ ___ --::_~---· -:_:_,:::.,:.S-SHT--:-----1~---·-- · 1 : CALLAWAY GOLF· -RlHrlffiFORD -·-· . _;._-;--:----,-__.:.~-~ -=. ::-..;.~~:___...;:._ ___ ....:,_.;;_;.__ __ ~:...:....;::..,:_;.;.:;.... __ ~ . . . -------------- 1--: ~-~ L_ -. --;-: SUPPORTS @ HP-I (G?>·v-ERN lt-lG CASI=:) I ... • --' • ~ •• -.• {-· ; l'JL6" •. _)'. . ;;2 ,, ..L......,..:..-:-:-::----..:.___---.:._r==:r=::E=· =· :F.==::::::E=9i'. ==e~=;-~""··t------------------------.4-_J. $ $.:Ji Ji~.t, .t t 84'''· t . !N'( EXlST'~: LOAD. ( 2.><4-SUBPU.RLlNS ~ {(. ''o.c.) J · .; J·· I~ ~ :r t, • : : j ··, ·I C,v;;i_ ~ NEW HP-I c,..'.)'2.D :: !400 'X 0-.)=i.e-~ 4(1-tbs· CASE. l) D-tL 3/:> )( 1/rr.S' .:. (24_4 p!f. ~-:·1/'7,5' = 54-8 pl_f ALLDWE-0) ·tv1~x. = 1,(6.S--~-ft.-(SEE COMPUTER· rutPUT) ~: ·.j J I_ ·,i l i ! . l ·-i i J '_ i "i t .• 1 . l .. ,4. • 1 . / . ·, J ~ . 'l 1 '.l 1 . ' . ( . i •11 ... 'i t i .[ I , £, j ;; .... , -.!; 1 : i ,. ·' :,• ·-+ . ~ . --¥·' . -[ l 1 · j '· -. .; .. .. s3B s3B SUFPDRT-1 s1p12v1s(ib414BTBEAM ANALYSIS PROGRAMs1p'MsOb4148T SPAN LENGTH = 8.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl Xi 0.016 0.027 0,00 0.124 0,000 OsOO REACTIONS (k) X2 8. (:() 7.50 . LOAD LEFT RIGHT Dead Or56Q Live 0.106 Total (l.667 MAX'IMUtt FORCES V wc.X = i, 1:,,.., V,,.;u/ k @ Vd rr,ax = (l:, 560 k @ N max = 1 :,':it;. .. ,~wt, t.-i.i. i\i\o @ Md max = 1. 117 kft r., I: DEFLECTIONS (-£1 = kin"-2) LOAD Defl' (in) fotal 15302/EI Live 2451/EI Dec.d 12850/EI Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft 0.502 (I, 106 0.6(19 0.00 ,,. ,. 0,00 ft ., ,:i-o \..11 .. 'J ft 3,99 -N-'" X (ft) 4.0(1 4.00 n:idspan Gov. Deflection Total= L/24(! Requ~red EI = 38255 kin"-2 Actual : 3,5" x 5.5" Design per 1991 NDS Douglas fir-L;.rch STRESSES (osD Shear @ 'd' : rV = 0.50 k@ 0.46 ft fFv = 86 fv = 39 45 Z tb' = 1420 fb = 904 64 i. Live LDF = 1.251 Cf = 1.301 Cl = LOO sOB03/21i01 2K1-40 (6. 60) s6p 10. ofo·,i 2vOsC1b3T ··--------·· * Governed by Dead· LDF· = -0. 90·-~--~--.... : · -.. -··-------.. ~-...... --~·,.,.·~·"'-"~-~-,~·~...,=-~ ... ---------"-... -- DEfLECTIONS (in) (E = 1600 ksi) Total =· ·0.20~-=·· t I 487'-· 49 %' .,. -,-~.~ ,w,,-<---~...,.,..,.,..~-~---•~'~.;)>f~~~~·~~~--~ ..... M'(:o~~ ... -.-1.,f. ·-·-, r,.,,.-• ., -, . . Live _=: _Q.!.O~ =. L /3040 15 i. Dead = 0.17 ., -~-.:;--,..-..;::.~--_.,. ___ ,... __ _ -,-~""..:: ..... ·. --.. ,~-;-.... ~ . -.: ...... '"ft; ::.: -.-~-.---;e~:,::~· .:.,?~.,.-:.;,:;:--.., ..... ·.:·.:::. -~~- .... !.~~-.:...--·i .•·· . ~ ,4 7--,._. 1 -~~ ~---i..· s3B s3B SUPFORT-2 slp 1Zv1 s0b4148TFEAM ANALYSIS PROGRAMslp9v.! ;0b414ST SPAN LENGTH = 8,00 ft (Simple Span) UNIFGF;M LO/,DS ~d wl 0.012 0.000 0 {lq? 1-y.-\J 0.000 t, t,A ,I V, ,)"Ti o. O(H) REACTIONS (k) LOAD Live Tota~ {k/ft t. ft) ~- Xi 0.00 0.00 o.oo LEFT 0.534 0,00() X2 B.00 7.50 7.50 RIGHT 0.000 Vti liX = 01584 k I o.oo ft 1.165 kft @ Md mox = 1.1€.5 kft @ DErltI:Tl!lNS (EI = kinA2) LDAD Defl (in) Y.cital 13397/EI Live (1/EI D.ead 13397/EI Pos. /foment Lu = 1. 00 ft Brm, Spacin.g = 1.00 ft 3,99 ft X (ft) 4,00 (1,(1(1 midspan Gov. Deflectior. : Totfl = L/240 Required EI = 334'32 idnA2 Actual : 3.5n x 5.5" Design per 1%1 NDS Dougias Fir-Larch STRESSES (psi) Shear @ 1d1 : *V = 0.52 k@ 0.46 ft irv = 86 fv = 40 -···--" Fb!. =--1136 -fb F . 792_ 47 '/. sOB03/21/01 2K1-40 (f,,f,O)s0p10,00h12v0s0b3T 70 r. __ _ ... --,.-,---... .......-............... ~~ ..,_.__.,. __ ,...._ -·· Live LDF = LOO, Cf = 1.30, Cl = LOO * Governed by Dead LDF = 0,90 DEFLECTIONS. (in) (E = 1600 ksi) Total=·0.17 = 1/556 43Z Live = 0.00 = L / ---0 l De~d .= 0.17 _I -.·-·: -1 .. -~: · , ... f4::. ·1 : ··-.. ,I I i ! ·1• ;: ~ -.. ·· • • ·• -· I -I .. : I ·-----J _ -~ I 1... :1 • :p I PI -<J.9 1 1 -+-I --+-1---4--+--+-----+~r~:\----l--.2¥.-"'4J:.+ ---1--....:..I Jr~ t::.~~3,..,..,' ,-,---+-~'"--1--+--+-._--+---+--+----+-1-----1---a-1---1----l--...._.....;,_, [ !,J.I , •. ., lvi 'I i.'-''1 .. I ! I I I. I l I i : i I i 1 I I I I I ! I i - ! i ! I l ! I .I i i I : l I f I .. ----I ~ I t I I T I --I ! . I I ' I I I 1~,f]tft ' I I! 1· 11 1 1 11· 1 I I I I . I . I ! i ' I .1 I i 1' 1' 1 I 1 ! : I I I . _I I I i I J I I 1EXlST'G I ' I I l I ii I I I I I I i l I I p FRPM NE~ liP -~-l I I ! I l I I I I I I I -I I ~-I I -:I i I Ct'SE .n Y c ti..! . 1 ,_ -I l I • . OUT1PUrr) I I I 1 _ I I I I I I I I ! ! I -· ... .. l i I I l 1 I , t .j· •1· I ! : I I ,. ,. _;_ --: -I .• , ~--~ .~ ... ---,-·~'-·""•• •• ~ • ..,. • ·1 . , . ..,,. -.~ • ,., -~,J. ;J,,.. --- *" ) .. _-,_._ .... ......,.. ,...,... ,, •.• , --· ""-"""~·':,..,. •• ....,.. ....... ,.,,.,~. ~·-~-~,..., ... ,.,,.,...,~.--~,._,,._~-----·:...,..... --- '" ,~~~,;~:~~-,;; ;:: ,y >:r::::~i < )E\c:.~.,:;.;/!;f;~~:" ,J ~T"\'/-·: < r:-~? l/f!; . , •·. '• -.~ . :]. ~ .. J "· s3B s3B D, 10&2)-1 ----------2K1-40 s1p12v1s0b4148TBEAM ANALYSIS PROBRAMs1p9i'is0b4148T (6.60)s0p10.%h12v0s0b3T SPAN LENGTH = 46.70 ft (·Simple Span) UNIFORM LOADS (k/ft I ft) i:d vl Xi X2 0.114 0.128 0.00 46.70 POINT LOADS (k ~ ft) Pd Pl X 0.467 (1,467 0.000 (l, (H)O 28,45 33.70 REACTIONS (ki LOAD KA'XIMUM FORCES LEFT 2, 1374 21989 RIGHT 3,283 •"'.i ,:iocr L.s JVJ V max = 6,27 k @ 46,70 ft K ~ax = 73.47 kft@ 24.64 ft DEFLECTIONS (H = kinA2) LOAD Defl (in) Total 28779465JEI Live 135-980:35/EI Dead 15078864/E! F'os. Xc,ment Lu :; 1. 00 ft ]race Spacing = 1.00 ft X ( ft) 23.55 23.35 midspan Actual : 2,5" x 27" 24F-V4s0B Douglas Fir-Larch (N) STRESSES (psiJ Shear @ 'd' : V = 5.73 k@ 44.45 ft Fv = 206 fv = 127 62 7. Fb 1 = 2742 fb = 2902 106;. <-- Live LDF = i,25, Cf= 0,91 DEFLECTIONS (in) {E = 1800 ksi) Total = 3, 90 _;~ _LJ 144 -~ N,G-, ... Live = 1,86 = L / 302 Dead = 2.04 ~- ... ,· s2] s3B D.1W~2)-2 s1pi2v1s0b414BTBEAM ANALYSIS PROGRAl1s1p'Ms0b4148T SPAN LENGTH= 46,70 ft (Simp}e Span) . U/H FORi1 LOADS (k i ft ~ it) .wd . wl Xi X2 ~1,:}85 (l,(l(H) c,• 'C: Pl 0.000 o. t)(i!) 33.70 REAG1IDNS (k) LEFT 2.334 Live (l,(Hj(l 2,334 V -max = 2.57 k @ Vd max = 2.&7 k '@ M rax ·-31.95 kft &! C Nd ii;2X = l"'li iiC.-,.:,, • O.J kft @ DEFLECTIONS <EI= kinA2) LOAD Defl (in) T·:·tal 12265867/E! Live 0/EI Dead 12258997/E! Pcis, tfoment Lu = 1. 00 ft Brace Spacing = 1.00 ft RIGHT 2iS67 0,000 46,70 ft 46,70 ft 27.2'3 ft 27,213 ft X ( ft) 23,85 0,00 mid:-pan Actual : 2.5" x·27'" 24F-V4s0B D0uglas Fir-Larch CN) STRESSES (p:i) Shear @ 'd' : ~v = 2.47 k@ 44.45 ft tFv = 149 fv = 55 37 % tfb' = 1974 fb = 1258 64 7. Live LDF = 1.001 Cf= 0.91 ··--______ , 1, Gov1:rned by Dead LDf. :. O. 9.Q DEFLECTIONS (in) (E = !800 ksi) Total a: 1.66,,.:' L J 3~7__ .• Live = 0.00 = L / --- Dead = · 1.66 .. ·.t it~-::-:-. s0B03l2i./Oi 2!(1-40 (6.£0)s(lp10,(l(lhi2v0s0b3T Job 1:fo: 0 2:Kl-40 This beam is at: LINE D.1 BETW 1 &2 -CASE I simulate Couples, Concentrate,-Uniform, & Triangular Loads on a Simple Beam J ~-.. * copyright © 1997 by Szuchuan Chang * , . length =46.700 ft, span =46.700 ft, I =0.00 in"'4, E =29000 ksi point load =0."47 kip. at 28.45' point load =0.47 kip, at 33.70' uniform load =0.114 kip/ft start 0.00' end 46.70' uniform load =0.128 kip/ft start 0.00' end 46.70' ---cbm------cbm-----~cbm--~---cbm------cbm=~-~~~cbm=--~--cbm------cbm--- @38.70, Shear =~4.34 Mrnnt=42.43 Slope=l. #JE+00-0 delta=-1.#INF" @ 0.00, Shear = 5.96 Moment = 0.00 Slope =-1.#JE+O00 delta = -1.#IND" .@ 4.67, Shear = 4.83 Moment = 25.21 Slope =-1.#JE+O00 delta =. -1.#INF" @. 9.34, Shear = 3.70 Moment = 45.14 Slope =-1.#JE+O0O delta = -1.#INF" @ 14.01, She·ar = 2.57 Moment '--59.79 Slope =-1.#JE+000 delta = -1. #INF" @ 18.68, Shear -1. 44 Moment = 69.17 siope =-1.#JE+OO0 delta = :.-1, #INF" @ 23.35, Shear = 0.31 Moment = 73.27 Slope =-1.#JE+000 delta = -1.#INF" @ 28.02, Shear -0.82 Moment = 72.09 Slope = 1.#JE+000 delta = -1.#INF" @ 32. 69, Shear = .,..2. 41 Moment = 6:3.65 Slope = 1.#JE+000 delta = -1.#INF" @ 37.36, Shear = -4.01 Moment = 48.03 Slope =· 1. #JE+000 delta = -1.#INF" @ 42.03, Shear = -5.14 Moment = 26.65 Slope = 1.#JE+000 delta = -1.#INF" @ 46.70, Shear = -6.27 Moment = -0.00 Slope = 1.#JE+000 delta = -1.#INF" Positive moment =73.47 k-ft at=24.751 ft. Negative moment =-0.00 k-ft at=46.700 ft. · Deflection down =~1.#INF" clt =23.584 ft.D span to deflection ratio =0.0 maximum shear fo.rce :d-6.272 kips. Reaction at left support =5.96 kips. Reaction at right support =6.27 kips -~ 2-3.45 1 sh~.,.." 0,2..9 k , M= ~-3,? ~-ft:.. ~ -·-,·-~---~~~rt-~ ____ .....__~ ~ ..... -4"tr -' ----... -. -... ~.--~--_,,ir.,,._~~~~·-.. -~-,. I--- --· '"~•-•,,";,. .... ~ f·.'"' .. 5'2fi¥:ftt·'yi,ttw,;r; Hr>H<' t?i 'lr"/·'1t"\''1: ,.. ,,, w ••_Nd, .. , •• ,,. TIMBER BEAM WITH CQMPOSIIE REINFORCING AT BOTTOM · IlILE:. EXIST'G PURLIN @ LINE D.1 BET 1 & 2 BEAM TYPE (Gl,.8=1, SWAN = 0) = 1 O.K. Fasterner= Span= 46.7 ft. Fast. Cap= REINFORCING CRITERIA L.D.F. = 1.25 b= 2.5 d= 27 E= 1800 A= 67.5 S= 303.75 I= 4100;63 Fb = 2400 Fv= 165 91 NOS= 0 (for timber) in. bs= in. ds= ksi. Es= in"2 As= in"3 d1= in"4 Is= psi. Fbs= 1.5 in 5.5 in 1700 ksi. 16.50 in"2 0 in 41.59 1500 1-------- 1 psi. Fvs= 95 I bs ds I (1 =yes,0=91 UBC) 0.75 1.463 b .-------. -0 DESIGN LOADS 1-. -· · Uniform or special (uniform=0, special=1)= 1· Uniform DL= 0.114 k/ft. SECTION PROPERTIES Uniform LL= 0.128 k/ft. n = 0.94 Uniform TL= 0.242 kips y bar = 15.52 V TL= 5.6507 V DL = 2.6619 kips Ix 5602.98 M TL= 65.9719225 M DL = 31.0776825 ft-kip~ Q = 136.10 .SPECIAL LOADING: (if other than uniform loading) V tL = 4.34 kips ( at end of reinf. location) M TL = 73.47 ft-kips 2.86 in 1.36 in Udefl Udefl 195.96 412.60 Total Load deflection= Live Load deflection= COMP9SITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=PL w/P_bi reduction factor Area Req'd= 41.1 0 in"2 26.89 in"2 Full Length Composite not req'd V allow = 9.28 kips V comp. Allow= 10.59 kips Shear Stress. OK in dia. kips --------1 I bs I I _I in. from top. in"4 in"3 COMPOSIIE SECTION BENDING 9TRESSES: M max= 73.47 ft-kips Case 1 =PL + LL Fb top = 2.44 ksi. Fb bot= 1.81 ksi. F rnf = 1.71 ksi. REINFORCING ATTACHMENT: i' t At ends ~-::-. V= 4.34 kips ~~---., ___ ... , ____ . _,_,.,_""'" ___ .. ..,.~,-~ ... ,-.. ,.-, ...... , --~ ... ---~ i VQ/1 = 0;05 kipsfin . ! ~ . Spacing= 27.75 in Case_ 2=PL ydPbi 0.85 ksi. 0.85 ksi. o.80 ksi. At 1 /4 point from end O.K. 6.K. O.K. 2.93 kips · · o.o4· -· kips/hi --··--··· .. , ....... -~---··· -----: .... ----·--·----------4 ---·-··· 41.14 in ' l - ~-, . -I .. . ' , :OlECK E-XlST1G: PURUN . ' 11.~'.?/, ....... I _i -'-'-'1 .,r:,.._ I : -· . V .. ,. -w t L ~ D. I , BETW @ it-@ I 2.'' .., t -------------< ~~~---'---~--------~-----~---------·------·--------: L ::. 4-&< -(G.T\S"+ 5, 125") ><1/2 (GIRDER) -4!' CHG R) : 411, lrf 4.. U2 .2 psf )( 8') + l6.4-pf~ = 114 plf lG p.s-f -;.. 8 1 ::. 12801-l_f _________ _ .: R·:. E.><1-ST'~-· l'IIECH. UNlT. : ~--... ; ::,.· .· ,~ -.. · . \ ' ·~ .. ' _, ... "". .• _,, . .i: :CASE L). Di-L : MYV\d\x -:. r"f0.86 ~-fc CSE.€. CoKPUTER OUTPUT) ' • I • I ' :z,:;' 1 -l ·· · /'L_u ~ _IAL · )(. -.x _; _-·,_ ·17'11~p.,...----------- 3,!;' -~ 1-3&: ·.: P1E= =-~6. ~ tbs -; P.'2:P 1-= , .3~/7 (bs x =>/4 = 2 '1 S--lbs -,,,--__ ;_· _____ , ___ ,~_w_· P_·-~:~_ll_4_ff-'-_l-'--f_x_3_,__Y4_,___· _:::_8_S_l_s_p_(f-'-. _____________ '.' r . ! ! , f,.,rrt\°'X. , ~'1-0'h:-~ (Sf£ , CoMPU.TER OU.TPU.T) I i' I ! :·. _ j :OK. ,W/ EXlST\G-f<EINfOr<CED.;; G-~B ~-2.;~ X 2ri" GLB.· t .· . ' " . < ' -,. Job :No:, 2l'(l-,40 This beam is at: LINE D.1 BETW 2 &3-CASE I . . . simulate.Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam J *copyright© 1997 by Szuchuan Chang* length =47.170 ft, span =47.170 ft, I =0.00 inA4, E =29000 ksi point load ~o.33'kip. at 1.25' point load =0.37 kip. at 16.50' point load =0.33 kip. at 45.17' uniform load =0.114 kip/ft start 0.00' end 47.17' uniform load =0.128 kip/ft start 0.00' end 47.17' ---cbm------cbm------cbm------cbm-----~cbm-~----cbm------cbm=-----cbm--- @11.79,. Shear =3.10 Mmnt=53.76 Slope=-1.#JE+OOO @ 0.00, Shear @ 4.72, Shear= @ .9 . 4 3, Shear = @ 14.15, Shear= @ 18.87, Shear= @ 2-3. 5 9, Shear = @ 28.30, Shear= @ 33.02, shear= @ 37.74, Shear= @ 42.45,. Shear= @ 47.17, Shear= 6.28 Moment= 4.81 Moment= 3.67 Moment= 2.53 Moment= 1. 02 Moment = -0.12 Moment= -1.26 Moment= -2.41 Moment= -3.55 Moment= -4.69 Moment= -6.16 Moment= 0.00 25.80 45.79 60.41 68. 76 70.88 67. 60 58.95 44.90 25.48 0.00 Positive moment =70.91 k-ft at=23.113 ft. Negative moment =0.00 k-ft at=0.000 ft. Slope Slope S~ope Slope Slope Slope Slope Sl.ope Slope Slope Slope delta=-1.#INF" =-1.#JE+OOO =-1.#JE+OOO =-1.#JE+OOO =-1. #JE+OOO =-1.#JE+OOO = 1. #JE+OOO = 1.#JE+OOO = 1.#jE+OOO = 1.#JE+OOO = 1. #JE+OOO = 1.#JE+OOO delta delta delta delta delta delta delta delta delta delta delta -. -1.#IND" = -1.#INF" = -1.#INF" = .-::...-1.#INF" = -1.#INF" = -1.#INF" = -1.#INF" = -1.#INF" = -1. #INF" = -1. #INF" = 1. #INF" Deflection down =-1.#INF" at =23.585 ft.D span to deflection ratio =0.0 Deflection up =1.#INF" at =47.170 ft.D span to deflection ratio =0.0 maximum shear f.orce =6.284 kips. Reaction at left s-upport =6. 28 kips. Reaction at right support =6 .16 kips @ 3.G. ~~ .ft, Sheo-r-= 2,'\B~, MorneV'\t. = ;-2, s·ct ic--:-~. -- _.,,, .,.... ,} ..,. ,~.}. ·~-., ,,_4:'C.,;, s3B -.-. ---,., r, __ ..,,...._..,,.__. -..__ s1p12v1s(ib4148TBEAM ANALYSIS PR06RAMsip9v1;;(ib4148T SPAN LENGTH= 47,17 ft (Si i.pl e Span) UNIFORM LGADS (k/ft & ft) wd wl POINT LOADS (k & ft) · Pd Pl VI /1 J. o.oo X 0,306 0.000 1.25 0.337 U,000 16,25 Or306 Or-000 £5,j] ·REAC'i'IQNS (k) 47.17 LOAD LEFT RI6Hi Dead Live 0.0(10 MAXIMUM fDRCES V ffiO.X = ... , t"C' i.1,J.J k @ V,d max = 2,55 k @ r, max = 27,013 kft .@ Hd :,n-;~· JiltlA = 27.09 Ht @ DEFLEC:TIGNS (EI = kin''2) LOAD Defl (in) fot.::1 !Of:72006/EI Live 0/EI Dead 1087114MEI TOTAL ·Defl EI L J 180 3457284 L. I 240 4W3713 l I r.r,, ,)Q\.1 E/j14569 2,434 0,()(1 H i I, 0,0(l l!.. j\, 24.28 ... Iv 22,ZB , ' 1t X (ft) ·:1,:i ':lo -'-i.:t•\J.1 (l,00 midspan sCtBC!3i21 /(l1 2}~1-40 ff,, 60) s(lpj O .00h12v0s0b3T ---··------~-- :, r "• rt •·v - , .. . ;-- :r.,.., :t-- TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IlILE.;_ EXIST'G PURLIN &2X4 @ LINE D.1 BET 2 & 3 BEAM TYPE (GLB=1, SWAN = 0) = 1 Span= 47.17 ft. L.D.F. = 1.25 (for timber) O.K. Fasterner= Fast. Cap= REINFORCING CRITERIA 0.75 1.463 b in dia. kips b= 2.5 in. bs= 1.5 in .....-----, d= 27 E= 1800 A= 67.5 S= 303.75 I= 4100.63 Fb = 2400 Fv = 165 91 NDS = 0 DESIGN LOADS in. ds= ksi. Es= in"2 As= in"3 d1= in"4 Is= psi. Fbs= 3.5 in 1700 ksi. 10.50 in"2 0 in 10.72 1500 I.------- 1 psi. Fvs= 95 r bs ds I ,_ (1 =yes,0=91 UBC) Uniform or special (uniform=0; special=1)= 1 "C Unif9rm DL= 0.114 k/ft. SECTION PROPERTIES Uniform LL= 0.128 k/ft. n = 0.94 --------1 I .bs I I _, Uniform TL= 0.242 kips y bar = 15.01 in. from top. . V TL= 5.70757 V DL = 2.68869 kips Ix 5304.49 in"4 M TL= 67.3065192 M PL= 31.7063768 ft-kips Q = 101.60 in"3 SPECIAL LOADING: (if other than uniform loading) V TL = 3.1 kips ( at end of reinf. location) M TL= 70.91 ft-kips Total Load deflection= 2·.97 in Udefl Live Load deflection= . 1.4~ in Udefl COMPOSITE: SECTION SHEAR STRESS 190.31 379.06 Case 1=DL + LL Case 2=DL w/Pbi reduction factor A_rea Req'd= 41;51 in"2 Full Length Composite not req'd Vallow= V comp. Allow= 9.28 kips 10.11 kips 27.16 in"2 ShearStress o.K, COMPOSITE SECTION BENDING STRESSE~: M max= 70.91 ft-kips Case 1=DL + LL Case 2=DL w/Pbi Fb top= 2.41 ksi. 0.96 ksi. Fb bot = 1.92 ksi. 0.96 ksi. F rnf = 1.82 ksi. 0.90 ksi. REINFORCING ATTACHMENT: At ends At 1/4 pointJeoro end · V: VQ/1= 0.03 kips/in 3.10 kip~_ . ·-·. _ .. 1.67 kips . --o.oi"·--kip;n;,·-·. Spacing= 49.26 in 91.28 in ·o.K. O.K. O.K. . -. . .....-............. __ ...... ~,------·-·-, . .,_, .. ----------'---····-···-···--··-·-· ... 1-i '\ -{ \ r_,1., •. -: .Cl: :zl((-40 ---.-----I /4 rv-,,o ,-' --~-----------------------·--,,;~~, f~-::-::::'~~:-W:-t:'IA-:E: --;--:or ------0\-llAWA'(. GOLF_ -RUTHERFD!<D BL~ L·.G,;..;:;ffiS Shl: :2.4-. : \ i' ~-1 . l 1 i .... '1 I ! '' . ' j • a .. j ,. > l ' . ; EXISTG GlRDER re:-LINE@ ~------------------- -?-.;_.--. ,- .·~ ... --=:· t-'~ <f·. ~ ~ ---A L"' 6.92r-t21 6 f'3-----_J>~ ~ p~ p=-[0.4251< p p p f p p p Pi i J; J; J ~ :i ~ i (0,25' t -~ . 48' t. EXlS"rG POlNt LOADS F!<OM PURLl N . .Pb :: l4:.4 esf-" 8 1 x 48' v ~, (6Lo"·.-_ff<.OM. LlNe· ® ,(NcArR{rflE--.:END'OF--.EXlST'G-REtNF.) . ' ,~ 22,.65):.. : : SEE: l CDM PU.rER CllTPU 1;. it i i ; j ~1 t. t l .i Ok. W/1 E::}<15.riG 1 f<E!NFORCED i <:it.B; G3/4-f 34½ : 1····1_,. ... ,l,,,,~T-7~-,~T . {'(¾"~5(~$!/~~fqlc~oCTAM r EA.":S"t6f: ; wy ~/4' ~ M,8. 'S~ ~ [~::,i-6,c "MA-;i(J~-:--T·. 1aj .... :-j . .t. ' : d -. -J i . } ~ f-.. f ,. ·4.. 1 -"1 1 . i. 1-: . j j 4 • { .J ~ :;:;;i-.. j ... , 1'-> l . , ~ . ' + )·; j ~ . 1 . l 1 l l . 1 '! 1 j i ~]~1f~4~4'*·~1~~--4, ~~ i'' ·-·: .. ·•f' -·-~~~·~.,~·· .. , r~~ .. , ...... ~~ ~-~-·-'; ~,~ ' -•c-i • ,.,... ~·, _, ~--,.;.,_, -:,.. ·i -i'...,''" r ~ t· ·7! .. • ' 'i ,. •1 . ""1• I ~ 1 r-...... { _ . . Ci . j · 1 .. J . J, . i l , l I 1 . l ' j ' 4 . t , } i l · 0 i J 1 J t ! I ; , .. I A-' Jl. .. j -: ' . l : '. _:1· •.• J -; --.,_, ; ( . ! , '1 l ' . l ; 1· • ',·. '1' --., ·.·_ : • ... . "1 -~ ., ... ;; 1 -g .. -~ ~ ~ ~ ., 1 -7 .. .J t .. ~ '11 -: -~ 4: , '( l ~ : 1 . ·, i ·! ; ' ' ·1 '. , -1 l -~ ~. . i f l !· ! ., ' 1 ·• : ---------· --·· ---_, ·- i• 1} A Pi~IME JOB : :i..K-:u:o 1} ~~ STRU~~~ DAit: 5:;Wo , CHECl( EX IST'G:· G:-[ !<CER (~ LI NE-® Cu.:~ ENG::\:ctlsc~ SHT : 'z1 .L ---------· -. -----p.-,---:-----,-.i-_ ;-:~~-,_-~p-_ --------,--~--_....;;._ ~ ~ ·~r ~ · P!> f'i Pt-----------,----------~ :i ----~-c~ 6,'12... ?r--p,._ -----1'2-·-.-·· p.,---p.,----------Pi--·--------·.:-----···--------·-.--------------------------·------ii ----------~E.'...~~~~1----r-·: :· -r------r------1--_-----1-~-r·-:·:··--i------------------------------------·------------it A. V (t,.'2.E,. i vJp : EX I ST'G.- PP ~ S.S:?> I< • • • • J P_1... ... 4-,6 l f-·. 48·'. GIRDER \/V\_ ::: P, : 1'-JE:1/'J GF-IG : I. l'i4 f.:. P2.. ·· NGW CtF" -11 !. 0 6 ~ . P~ EXISf'G 2-185011>s UN\T P+ Vi:, p~ .. 1'1. Pa-: lbs EXlST"'G 2.60 NEW G:F-G 0.44 I' 730 11,s UNlT ·. E-XIST'<i -----·-. -- 50-0· !kis ., -----... ,. l 80 lbs t .,. 0. 31 \c-. ... 0,48 IC 0.=32F-·---. ·--·-----. - = o, 496-1'. ~6.G p(f -..-. ----------• • • • .:I_ ?, ~; ~ j ,,; ..... -·-· -----. ---------·--·-----------------. j! ·! >', -----·· ·-----------···· ----' . . . . ti ~:, ----------·-· ------------__ , -.. -------------. -----------------------·-·---·------~_.. ----r SEE. coHPU"tER OUTPLlT -. ... -----· -.-···-· ---.... __ .. . . : ' . ' . -· ---~-----·-· ---------------- PROVIDE. .\¼' >< 5½. -. -------- ... ~ ·o·--· -;-_ (·-r · ____ .. __ · __ -_------ Lv L ~ l'ev IS'-eo--._ ----------··---. ---·--.. -··-·-------·-· ·--·-------------·· -·----· '"--~-rilCROLLAlv\ ::-: t ~ ~ , .. h W/ .3/4" cp H.8.'S BEL6W ~: -----------....... ·--: ---.--------·----- 34);,. ' ------·---------. r· -.21.+---.-. -------;-·----···-·-----------·----- ·--:--------------. ---·--' . ' .. \0,$ -------------··----... ---·---. . . . . -, .... :· --,. ___ _ 8' B' ff' --,.-+.....,a-1--+--8-,-+-e-.-+--8-, ---+----+-----.,....--;r--,· V: - 2,G. --.... _ ---...... ·--~---·- (6,"\-___ . -.. ---:--.·--., . -4....,, ____ _;_ __ _ . ' i . '. : . . . ---,---·------:--: -----=---,·--·-------· i ---.--· -1------0----~' .. :-------' (~. 2 . -· ~ . .,.--~-' t- ' ___ ......... 1.,-- • i --- • l ~- . : . i. · .. -'{ ,-_8: :_ ;. . i : ' ! . i . ; . s3B EXIST16 GIRDER@ LINE 2 BET~. D & E s0B03/21/01 -----------------------------------2K-200 s1p12v1?0~414BTBEAM ANALYSIS PRD6RM1s1p9v1s0b4148T (6. ti:1) s0p10. C:Oh12v0s0c3T SPAN LENGTH= 48.00 ft LEFT CANT= 10.25 ft RI6HT CANT = 0. 00 it UNIFORM LOADS Ck/ft & ft) .~d \Jl X1 0. {157 0. (H)(l -10.25 48.:J(l POINT LOADS (k & ftl r,,1 Pl X 'i., i0.425 5. '320 -10. 25 7.7(l(J 4.f1(J -8,00 7.7'30 41 51{} (l,(l(l 7,350 4.610 8. (l(l 6.752 4,610 16,(lO r -;e.•, Cia i ,Ji.. 4,610 24.0(l 5.530 4.61{! rs,; t.t! .J._:\fV 6.030 4.610 40.00 0.500 0.000 48.(H) REACTIONS f-l,\ \hi UMD LEFT RIGHT Dead 48.276 13. 85{} Max . Live 2'3, 911 11.525 . Total 78.187 25.375 !'if n ' Live 0.(100 -2r24b ' Total 48.270 11.604 MAXIMUM FORCES V max = 35. 55 k @ O. OO+ft 11 max = 329.35 kft @ 24.00 ft M min = -279.24 kft @ l),(l(l ft M = 0 kft t 13.53 ft DEFLECT IONS (ET = ki n-:..2) LOAD Defl t: \ \£111 X l l~ ·1 \ii-I TGtal 125825576/EI 24.92 -566812'32/EI L.C. Live 67297445/EI 24, (H) -45725301/EI L.C. Dead 58287665/El miilsjBn -10955'336/E I LG. Main Span Cant. .(local) TOT-AL Defl EI EI ..... ---.~.-.. ,..,.,..,. -=~----Li 180 ... ~ 393204.92,.~--1lZ48138 L / 240 ·52427324 15664184 L / 360 · 78640984-23496276 LIVE Defl EI ~ --,~ ~:.-. -L / 240 ----28040604 .. . · · ·:::·;.::.~ ·. -L / 360 42060904 ·· · -·! '1-f--"--,...,.-. l / 480 . 56081208 EI 6073661 . 9H(l491· 12147321' • f -----------~---~- s3B , . EXIST'G GIRDER-@ LINE 2 BETW. D & E s1p12vi s(:b4 i 48TBEAM DE Si 13N t'RDSRAMs1p9v! ;(ih414Bi Left Cant Lu= 8,00 ft Brace Bµacing = 8,00 ft Bec.:il Brated @ Supports Pos. Noae~t Lu= 1.00 ft STRESStS l~siJ Max: Shear Fv = 20E: fv = ~29 i1 % <-- Spoil lb' = 2E.f8 Fb' = 2668 fb = fb :: DEFLECTIONS (in) CE= l~OO k;i) 2502 I iC:(1 I .t .JV Left Cant= -1~36 = L / 637t Li v2 Main Sp,an = 1: 62 = L / 356 Left Cant= -1.10 = L /1643£ Dead Midspan = 1.40 Left Cant= -0.26 t local 1! k {-- ,-..: ., jl.; ;, 1' ... , ., ,-.: ........ ~ .... -~~-~ --.. --.. ___ ,_. -_ -------... _., _ M 2K-2(H) TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTQM ~ EXIST'G GIRDER & MICR9LLAM @ LINE 2 BET D & E BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 in dia. Span= 48 ft. Fast. Cap= 1.463 -kips L.D.F. = 1.25 (for timber) Bl;INEQBQING QBITl;BIA b= 6.75 in. bs= 1.75 in d= 34.5 in. ds= 5.5 in E=· 1800 ksi. Es= 1900 ksi. A= 232.875 in"2 As= 19.25 in"2 S= 1339.03 in"3 d1= 0 in I= 23098.29 in"4 Is= 48.53 1-------- Fb= 2400 psi. Fbs= 2e91 I Fv= 165 psi. Fvs= 285 I bs 91.NDS = 0 (1 =yes,0=91 UBC) ds I DESIGN LOADS !_--_. Uniform or special (uniform=0, special=1)= 1 b "C .... "C Uniform DL= 0 k/ft. SECTION PROPERTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar = VTL= 0 VDL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL = 22.65 kips ( at end of reinf. location) M TL = 329.35 ft-kips Total Load deflection= 2·.80 in Udefl 0.00 in Udefl 1.06 18.41 27078.82 270.99 205.55 #DIV/0! Live Load deflection= CQMPOS_ITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=DL w/Pbi reduction factor Area Req'd= 164.73 in"2 Full Length Composite not req'd Vallow= V comp. Allow= 32,02 kips 36.59 kips 0.00 iri"2 Shear Stress O.K. -------1 I bs I I ---1 in. from top. in"4 in"3 CQMPOSlfE SECTION BENDING STRESSES: M max= 329.35 ft-kips Case 1 =DL + LL Fb top = 2.69 ksi. Fb bot = 2.35 ksi. F rnf = 2.48 ksi. REINFORCING ATTACHMENT: V= VQ/1= Spacing= At ends 22.65 kips · 0.11 -· kip~/in 12.90 in Case 2=DL wLPbi 0.00 ksi. O.K. 0.00 ksi. O.K. 0.00 ksi. O.K. At 1 /4 pointfrom end 22.65 kips 0.11 ~ . '' kips/in 12.90 in ~ 04/07/2004 07;13 7634711645 ;,.' ,;A' \-..J..,,. GOOD&ROBERTS: PAGE 01 ,._ • .... t T£i.£FAX TO.: 1/.~-~P.---# ____________ _ FROM: -------.=="'---'--~,._,__,,_,"-'--==--FAX:,.,.._-""-~-'-"-=-'------- tfi;z.:r. . 4.,)A T;se>A) . ..(7 4b) So I"'" .-z.-. 2. E. DAT.ElfJME.: __________ PAGESJNCLUDlNG COVER: ~;::2__· __ -NOTES _.£--;:i_;r:;,. __ 'A'!.-'-. _.__ .......... a ..... ~-~-c.,.--~----~....;A ..... 7+.V _ _...&,""" __ , o~~_...,_F_...._..,/;".--';..e_o_el"f_·_/3_e-;_~~=........--~-"L~7. ________ ,,...,,.,. ___ ,. ________ ~--------~-.........,-·-------- _____________ .......... ;.__,,.., ____ ~------------- ---------------~--------'---------·-- .,~ 04(~7/2004 07-: 13 7604711645 v..-/Oii~DlN XDN U'a;~D r.AX "'IlHlNlHJIW ' < ' ,,, ' i\:l L ~ ..., s.. ~ t ' ~ "f'-.., t ~ Mc~ OS 01 10:lSp l"ay-10-01 09:45A SmithConsultiM~Architects 858-793-4787 4-JJO. --~1ppe::;] TO P!ii:OYtOE LSVEL 'iOP El'X:11; T'rP, ( P.03 APRIMEJo:>: ~ SlROCTURAl Date·~ ENGiNEERS s11t: ~ :,1!& 'et l.AGSC~~ • 24" C.C. I-It MIN 21r, i=>efl!H. INTO G-LP T'rP. p.6 ~ . -~ \.-· . ,, . __ ,,,_ __ _ \~ ,· \ CE~TlflCATE OF COMPLIANCE (Part 1 of 2) MECH-1 ;· PROJECT NAME DATE ClA-.1...-\...ibu..::IAo.-( Go\....P -~u \'-,-C>,~G. ""*= S ~C'DeL =:,·2.\-~0\ PROJECT ADDRESS :22-~S l<oTrt'=:~FoJZ.P '"R-o...o...o, C-~\.~e,.,A,.0, CA · PRINCIPAL DESIGNER-MECHANICAL TELEPHONE Building Permit # Mc:. P~L..bi-l-e ,tl ;:::,...~~. \ ,A,.."T"'E; c:;. 65B.-'2..77-97-Z.I . DOCUMENTATION AUTHOR TELEPHONE Checked by/Date t-'\c,.,.p....,,..{a,._~ Ji A~~c:::,c:..\ ...-......-es ese,. z.-n _ .. \1 -z.. , Enforcement Agency Use GENERAL INFORMATION DATE OF PLANS 'Z> .. :z..:z ... -2..~ \ I BUILDING CONDITIONED FLOOR AREA z. 400 ~ .r-r-. · BUILDING TYPE .E(NONRESIDENTIAL 0 HIGH RISE RESIDENTIAL 0 HOTEUMOTEL GUEST ROOM PHASE OF CONSTRUCTION 0 NEW CONSTRUCTION OADDITION MAL TERATION 0 UNCONDITIONED (file affidavit) . METHOD OF-MECHANICAL COMPLIANCE 18( PRESCRIPTIVE 0 PERFORMANCE PROOF OF ENVELOPE COMPLIANCE ~ PREVIOUS ENVELOPE PERMIT 0 ENVELOPE COMPLIANCE A TT ACHED STATEMENT OF COMPLIANCE I-Jo 6~VE.t..oPE C-t-lN-lG.G S .. This Certificate of Compltance lists the building features and performance spec1ficat1ons need to comply with Title 24. Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building mechanical requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR DATE -=b· 2. )-2.<X:) I The Principal Mechanical Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets. with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the mechanic~ req1.Jirements contained in the applicable parts of Sections 110 through 115, 120 through 124, 140 through 142, 144 and 14~-" Please check one: Jg' I hereby affirm that I am eligible under the provisions of Division 3 of tlie Business and Professions Code to sign t~ document as the person responsible for it's preparation; ahd that I am licensed in the State of California as a civil engineer or mechanical engineer. or I am a licensed architect. 0 I affirm that I am eligible under the .exemption to Division 3 of the Business and Professions Code by Section 5537 2 or 6737.3 to sign this document as the person responsible for its preparation: and that I am a licensed contractor performing this work. D I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described pursuant to Business and Professions Code sections 5537, 5538, and 6737.1. (The$e sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) MECHANICAL MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures M-\ INSTRUCTIONS TO APPLICANT For Detailed instructions on the use of this and all Energy Efficiency Standards compliance forms. please refer to the Nonresidential Manual published by the California Energy Commission. MECH-t: Required on plans for al/ submittals. Part 2 may be incorporated in schedules on plans MECH-2: Required for al/ submittals. but may be incorporated in schedules on plans MECH-3: Reqwred for all submittals unless reqwred ventifalton rates and airflows are shown on plans. See 4 3 4 MECH-4. 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