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Home My WebLink About1960 KELLOGG AVE; ; CB101188; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-31-2010 Commercial/Industrial Permit Permit No: CB101188 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 1960 KELLOGG AV CBAD Tl Sub Type: INDUST Lot #: 0 Status: Valuation: 2120930100 $745,048.00 Construction Type: NEW Applied: Occupancy Group: Reference #: Entered By: Project Title: FLOR EXPO-12,427 SF FLOWER Plan Approved: PACKING TO SAME-5,851 SF NEW STORAGE MEZZANINE Issued: Applicant: BOSZ ARCHITECTURE 1 DE FOREST IRVINE CA 92620 949-262-1102 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee STD #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 Green Bldg Stands (SB1473)Fee Fire Expedited Plan Review $2;862.07 $0.00 $1,860.35 $0.00 $0.00 $156.46 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $28.00 $182.50 Inspect Area: Plan Check#: Owner: JORKEN LLC 1960 KELLOGG AVE CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFO Payoff Fee PFF (3105540) PFF ( 4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES Total Fees: $12,971;09 Total Payments To Date: $12,971.09 Balance Due: ISSUED 06/28/2010 KG 08/31/2010 08/31/2010 $0.00 $0.00 $0.00 $3,872.19 $106.48 $0.00 $0.00 $0.00 $2,600,72 $0.00 $0.00 $20.00 $0.00 $0.00 $1,282.32 $0.00 $0.00 ?? $12,971.09 $0.00 Inspector: rY\ ~<. FINAL A]PP~OVAL Date: 0 1 ~'-! II 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 'foes/exaction~." You have 90 days from the date this 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 Car~bad 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.protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity 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 oreviouslv been oiven a NOTICE similar fo this or as to which the statute of limitations has nreviciuslv otherwise exoired. JOBADDRESS CT/PROJECT# LOT# j\. ·- PHONE.,; '.-.. -· EMAIL Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 I 2718 / 2719 ZIP Fax 760-602-8558 www.carlsbadca.gov GARAGE (SF) / SUllE#/SPACE#/UNIT# #BAlHROOMS PATIOS(SF) / Est. Value (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct alter, Improve, demolish or repair any structure, prior to Its issuance, also requires the appllcantfor such permitto file a sil!rled statement tliat he Is licensed pursuantto the·P,rovlslons of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or fhat he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: / hereby affltm uooer penaly of pe,jlry one of the follor,jng declarations: ._CJ I have and will maintain a certificate of consent to lllf-in111re for workers' ~sation as provided PY Section 3700 of the Labor Code, for the perfonnance of the work for Which this permit is issued. ~ I have and will main1ain wo~ns· compensation, as re<J,ired ~ Section 3700 d u,_j-!pr Code, for the perfonnance of the work forwlich tlis ~I is issued My workers' co~nsatio~lnsu~ ~rrier and policy ---=1:=--mberare: lns1111nce Co I Ol:)ifr1l n I ry COmrA.0/ &>F(c..;JL . Pdicy No.713 ... OO)./o,33Ci,:;L Expiration Date 4/l>L.f-.4:JJ l ' Ttis section need not be corrpeted if the pernit is for one huncted ddlars ($(00) or less. 1 0 Certillcate of Exemption: I certify that in the performance of thew«kfor\\flch !tis pemit is issued, I shall not errpoy any person in any manner so as to become slilject to the Workers' Compensation Laws of GalifCJnla. WARNING: Failure to secura workers' compensation cova111ge is llllawful, and ah ail llmjact an employer to criminal penalties 111d civil fines up to one hundrad thOIISllld dollars (&100,000), in addition to the cost of compensati , damages as provided for in • on 3706 of !he Labor code, interest 111d attorney's fees. CONTRACTORSIGNATURE \ ~ • OAGENT DATE I ~reby aflitm that I am exempt firm Contractors license Law for the fblloliing reeson: D I, as owner d the property or my errpoyees llith wages as their sae COll1l0nsation, wll cb the work and the structure is not intended or offered for sae (Sec. 7044, Business and Professions Code: The Contractor's License Law does not appy to an <M11er of properly who blids or illl)!CNes thereon, and who does such \',00( timself or ttrough his <MIil errpoyees, IJ()'lided that such irrprovements are not intended or offered for sale. If, however, the blidng CJ ilJllrolement is sad v.ithin one year of corrpetion, the owner .!Juider wll have the burden of proving that he dd not build CJ improve for the purpose of sale). D D I, as owner of the p-q,erty, am exdusively contracting with licensed conlraclols to construct the µtject (Sec. 7044, Business and PrQfessions Code: The Contractor's License Law does not appy to an owner of properly who bu ids CJ improves thereon, and contracts fCJ such p-qects llith conlraclCJ(s) licensed pursuant to the Contractor's License Law). I am ex81ll)t under Section ___ ~Business and Professions Code fCJ this reason: 1.1 personalypan to provide the ~orlaborand1111terias forconstructionoftheprq>05ed properlyillJllOV0ment Oves Do 2 I (have/ have not) signed an a~ication for a buidng pemit fCJ the JJOPOS8d work. 3.1 have conlracted llith the fdl<Ming person (firm) to !J"OVide the JJOPOS8d construction Qndude name adciess I phone/ contractcrs' license number): 4 . .1 pan to ?'l)Vide pcrtions of the v.tl'k, but I have hired the fdlov.ing person to coo!dinate, s14)€11/ise and p-ovide the 1111jCJ wa1c Qnclude name/ acttess I phone/ contract as' license number): 5. t wll provide some of the v.tl'k, but I have contracted (bred) the fdlC7iting pErSOns to p-ovide the wa1c incicated Qnclude name/ acktess / phone/ type of work): NS PROPERTY OWNER SIGNATURE OAGENT DATE Is the iwicant or fut1re buidng occupant reqlired to subnit a business~acutely hazardous materi~s regisfration form or risk management and prevention pr0!Jall1 under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous SUbstanceAccountAct? QYes o ~ Is the ~icant orfu!tre bui<ing occupant reqiired to ootain a pemitfrom eair palution contrd <isbict or~·r ity management dstrict? Des~ No Is the faciity to be conslructed v,ithin 1,000 feet ct the outer bound!ry of a schoo site? DY es No IF ANY OFTHE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the IMlrk this permit is issued (Sec. 3097 (i) Civil Ccxle). Lender's Name Lender's Adcress I certify that I have read the application and state that the abovelnfonnatlon lscomictand that the lnfonnatlon on the plans ls accurate. I ag1ee1n comply with all City ordinances and State Jaws relating ID building construction. I hereby aulhorizerepresentaiwofthe atyof Carlsbadi>ermrupai the alxJw menliooedpropertyb"ilspdon ptJpOSeS. I ALSOAGREETO SAVE. INDEM'llFY AND KEEP HARM.ESSTHE CITY OF CARLSBAD AGAINST ALL LIABILmEs, JUDGMENTS, COSTS AND EXPENSES WHla-! M\Y IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pennit is req.iredbrexcavati:lnsCNer5'0' deep and demoilioo oroonslnx:lion of strucluresCNer3 si>riesin heigit EXPIRATION: Every penrit issood~-g Ofli:ial under the provisioosofthis Code shall expire by initliiJn and become nul and void if thebliking orWJfkauthori:zed by such pennit is not commenced v.ithin 180 days from the ~of such permit i buikilgor . · tlj such penritissuspendedorooooooned Et anytime dErtheWJfkiscommencedb"a ~ of 180days(Seclion 100.4.4 Uniform Buildng Code) . ..«S"APPUCANT'SSIGNATU _, TE (, "tt \-0 CltV·of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lit~ Plan Check·#: Date: 09/01/2010 Permit#: CB101188 Permit Type: Tl Project Name: FLOR EXPO~12,427 SF FLOWER Sub Type: INDUST PACKING TO SAME-5,851 SF NE;W STORAGE MEZZANI Address: 1960 KELLOGG AV Lot: 0 Contact Person: Phone: Sewer Dist: CA Water Dist: CA -t----,,;!'t--:7'~-'<'....~1---7£....,---1n::.cted: ~ Date --------~--'-_Inspected: ____ _ Approved: ___ Disapproved: __ Inspected Date By:-~----~---~ .. lnspecte~: ---~-Approved: ___ Disapproved: __ ••••••••••••••••••••••••••• , •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• , •• 1 Comments: _____________ ---'---------------'------------- Inspection List Permit#: CB101188 Type: Tl INDUST FLOR EXPO-12,427 SF FLOWER PACKING TO SAME-5,851 SF NEW STORA Date l(!~pection Item lnspec~or Act Comments 01/28/2011 14 Frame/Steel/Bolting/Weldin RI 01/28/2011 89 Final Combo MC Fl EGRESS FROM MEZZANINE, PRODUCTION & PACKING AREAS OK 12/03/2010 14 Frame/Steel/Bolting/Weldin MC co 12/03/2010 19 Final Structural MC co SEE NOTICE ATTACHED\ 11/17/201014 Frame/Steel/Bolting/Weldin MC PA NEED STAIR HANDRAIL AT MEZZANINE 11/17/2010 34 Rough Electric MC AP CEILING LIGHTING 11/17/2010 44 Rough/Ducts/Dampers MC AP FAN COILS AT CEILING 11/16/2010 89 Final Combo MC co COMPLETE CORRECTIONS DATED 10/25/2010 AND PROVIDE STAIR HANDRAIL 11/12/2010 89 Final Combo PY CA PER CONTRACTOR ROLL FOR TUES 10/25/2010 14 Frame/Steel/Bolting/Weldin MC AP 2ND STOP, INSULATED WALL PANEL ANCHORAGE 10/25/2010 14 Frame/Steel/Bolting/Weldin MC co 1ST STOP, NO SUPER ON SITE 10/22/2010 13 Shear Panels/HD's MC CA PER CONTRACTOR PHONE CALL 10/20/2010 14 Frame/Steel/Bolting/Weldin MC PA AT BASE OF WALL PANELS ONLY 10/19/2010-84 Rough Combo MC co NOTICE ATTACHED 10/04/2010 84 Rough Combo MC co NE.ED REVISIONS TO PLANS APPROVED 09/28/2010 92 Compliance Investigation MC PA MEZZANINIE LANDING/STAIR QUESTIONS 09/23/2010 14 Frame/Steel/Bolting/Weldin MC PA AT BASE OF WALL PANELS ONLY · 09/21/2010 14 Frame/Steel/Bolting/Weldin MC co NEED APPROVAL F-OR CHANGES TO PLAN 09/20/2010 14 Frame/Steel/Bolting/Weldin MC co NOT PER PLAN 09/16/2010 11 Ftg/Foundation/Piers MC AP SLAB DOWELS PER PLAN 09/16/2010 14 Frame/Steel/Bolting/Weldin MC PA COLUMN BASE PLATE CONNECTION ONLY 09/08/2010 11 ftg/Foundation/Piers MC co COMPLETE DOWELLING & MEZZ. COLUMNS 09/02/2010 11 Ftg/Foundation/Piers MC AP COLUMN FTGS FOR MEZZ 09/01/201011 Ftg/Foundation/Piers MC co 1127 C3, 1ST STOP COMPLETE STEEL AND EXCAVATION DEPTH 09/01/201011 Ftg/Foundation/Piers MC PA 2ND STOP B 'COLUMN FTGS ONLY, SEE SHT SD.3 Monday, January 31, 2011 Page 1 of 1 City of -Carlsbad Bldg Inspection Request For: 01/28/2011 Permit# CB101188 Inspector Assignment: MC --- Title: FLOR EXPO-12,427 SF FLOWER Description: PACKING TO SAME-5,851 SF NEW STORAGE MEZZANINE Type:TI Job Address: Sub Type: INDUST 1960 KELLOGG AV Phone: 760473904~ Suite: Lot: Location: APPLICANT BOSZ ARCHITECTURE Owner: JORKEN LLC Remarks: Total Time: Description ~~t... F.Lame(Steeb'Bolting/Welding 0 Inspector: ----- Requested By: DOUG HANSEN Entered By: CHRISTINE Associated PCRs/CVs/SWPPPs Original PC# CV040164 UNFOUND CV050702 CLOSED CV070258 CLOSED PCR04044 ISSUED PCR04175 ISSUEO Z-UNLA WFUL BIZ IN P-M ZQNE; Z-RETAIL SALE IN COMM ZONING; Z-RETAIL ADVERT IN·COMM ZONE; FLOOR EXPO; REDUCE SIZE OF MEZZANINE FLOREXPO-REVISE CONFIGURATION; OF HANDRAILS PCR10113 ISSUED FLOR EXPO:CEILING COIL; SUPPORT ONLY ·oate 12/03/2010 Inspection History Description 14 Frame/Steel/Bolting/Welding 12/03/2010 19 Final Structural 11 /17/201 O 14 Frame/Steel/Bolting/Welding 11/17/2010 34 Rough Electric 11/17/201 o 44 Rough/Ducts/Dampers 11/16/2010 89 Final Combo 11/12/2010 89 Final Combo 10/25/201 o 14 Frame/Steel/Bolting/Welding 10/25/2010 14 Frame/Steel/Bolting/Welding 10/22/2010 · 13 Shear Panels/HD's 10/20/2010 14 Frame/Steel/Bolting/Welding · 10/19/201 O 84 Rough Combo 10/04/2010 84 Rough Combo Act lnsp _Comments CO MC CO MC SEE NOTICE ATTACHED\ PA MC N!=ED STAIR HANDRAIL AT MEZZANINE AP MC CEILING LIGHTING AP MC FAN COILS AT CEILING CO MC COMPLETE CORRECTIONS DATED 10/25/2010 AND PROVIDE STAIR HANDRAIL CA PY PER CONTRACTOR ROLL FOR TUES CO MC 1ST STOP, NO SUPER ON SITE AP MC · 2ND STOP, INSULATED WALL PANEL ANCHORAGE CA MC PER CONTRACTOR .PHONE CALL PA MC AT BASE OF W/:',LL PANELS ONLY CO MC NOTICE ATTACHED CO MC NEED REVISIONS TO PLANS APPROVED «~ ~ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being perfonned requires special-inspection, structural-observation and construction material testing. Project/Permit:C-6 /b /( lsr Project Address: /vj{Lo ):::@&atj ~-~ CA- A . THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner- Builder CJ. (If you-checked as owner.builder you must also complete Section B of this agreement,) Name: (Please print.,_) _ _.c:;.£_D=...;;;t..::;..t/_~..:.....c=l'--------'T=----------.....J£~u::._;1.'+14-L-____ _ (First) (M.1.) 'if:aJ) Mailing Address: 'ili-1 N. i3e:I-L,fi_ow?9L. 81-11.b, $-21 'f Lag &,r:w/!.(. C/08.1'/- f.Pfl-tt?,..B3" @. M-sN. lotvt Phone:(§tez") zqo-3'7 Ob Email· I am: DProperty Owner ~erty Owner's Agent of Record CJArchitec.t of Record DEngineer of Record State of Califomia Registration Number,.1:l!(!. "'*' _ iOZ.O I '7'2, -~Expiration Date: 7 /J'-1 /t 2.- AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. £,/?'., ,,,,,-:~:::::::=-~ _ Signatur • ~.-A' . . Date: IO/ JS/JO 8. CONTRACTOR'S STATEMENT OF RESPO by the contractor I builder/ owner-builder. ITV (07. CBC, Ch 17, Section 1706). This section must be completed Contractor's Company Name: r=:)Yt...--f¥1c/~ Please check if you are Owner-Builder o Name: (Please print} /!,ucL-~ (Fllll) (M.1.J (Last) MailingAddress:Ge:i'?O ~/4-: ~ /:3U,c-;(;t: Bbe-,,<: CA-~~- Emau~Dck Pijc/'A,-ciSc. , ~ Phone)14-)7av-'9'.i84 State of California Contractor's License Number: ") / 4-3--pj Expiration Date: IO/ 31 / II • 1 acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans: • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place rocedures for exercising control within our (the contractor's) organization, for the method and freq e orting and the distribution of the reports; and • I certify aw,1¥1)111111,,s; a quali ed person within our {the contractor's) organization to exercise such control. ~~~ ~~-,~t-,~/4-s_/4~0 ----- 8-45 Page 1 of 1 Rev, 02/10 ... EDWARD J PUGA STRUCTURAL MASONRY SPECIAL INSPECTOR The individual named hereon is CERTIFIED in the category shown, having been so certified pursuant to successful completion of the prescribed written minations. Expiration date: Ju 19 012 No. 1020178-84 Not valid unless slgne ICC certification attests to competent know! EDWARD J PUGA REINFORCED CONCRETE SPECIAL INSPECTOR The individual named hereon ls CERTIFIED In the category shown, having been so certified pursuant to successful completion of the prescribed written examinations. Expiration date: Jun 19, 12 No.1020178-49 . .' --·· ~ .. -'4 EDWARD J PUGA STRUCTURAL WELDING SPECIAL INSPECTOR The Individual named hereon ls CERTIFIED in the category shown, having been so certified pursuant to successful completion of the prescribed written examinations. Expiration date~ ~4, ~012 No. 1020178-S~ Not valid unless signed y cate holder. ICC certification attests to competent knowledge o codes and standards ;;fJil!i CA.LIFORNIA Clfili OJ=IIVER llCENSE :: CLASS:C ~ ....... : .. · 11. GA it·''·:_ • \.., -.,-.s .. • -.:,_,.,\wj!,',;'."· S£X:M HAIR:BRN EYES:BRN ·HT:5-05 WT: 180 D~: 06-07-69 ~ 84/Zl!/2010 239 1111 FD/ iS Verify at CheckAC:1.'i:iif''"· · ~ Am~~can We~~l•!.1!_~!~! ~ Cenijies That WELDJNG INSPECTOR Edward J Puga Has complied with !he requirements of AWS QC!, Standard for A WS Certification of Welding [nspcclors. wiu1__:_. without X-eye correciion, __ color blind ~~ 97010411 Certificute Number January 1 2012 AWS Clltllficu\ion C~air Expirntioo ~te .. .. 1 • ' 424 N. BELLFLOWER BLVD. #214 LONG BEACH, CA 90814 Cell: {562) 290-3705 Office: (562) 494-4555 Fax: (562) 494-2892 REGISTERED INSPECTOR'S DAILY REPORT · Job No. Date/ • Time i()f/5 I TYPE OF INSPECTION REQUIRED a Reinforced concrete a Post Tensioned Concrete 0 Relnforoed Masonry tructural Steel Assembly a Fire Proofing CJAsphalt Cl Quality Control D Epoxy O0ther INSPECTION SUMMARY -LOC,6;110NS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, P.f!OGRESS, REMARKS, ETC. INCLUDES INFORMATION A.BOUT • AMOUNTS OF MATERIAL PLACED OR WORK PERFOR~ED,' Nl:IMBER, TYPE & !DENT. NO'S OFTEST SAMPLES TAKEN: STRUCT. CONNE.CTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED; ETC. owM~·1N CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTH· ERWISE NOTED. I H E.FOUND THIS WORK TO COMPLY WITH THE APPROVED P ECIFICATIONS AP !CABLE SECTIONS OFTHSGOV. G ·S.PECIALTY CONTINUED ON NEXT PAGE a SAMPLES - A,ll inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum . . Approved by ____ -::---.,..--,-,::,---:-:---:-,--------- ProJect Superintendent ~ t.~~t ~ti>r~~ i-1-~~1. U'1 ~:::~ t:·t ¾ :,I.' '\.ii:~'.?:,~ W~,1iti~~, 'Jfk:,._~;t,.:.f•(: <tf ,. •, ·-~ • , • -~~~. ~'f:/'t:&u,'~~~ A l',t •, -~-~'!¾T#;t.$1tl\,iii$~~~1 ~l(-1,~ '!-,• . ACt :C(i~i~tj~ Field T~tihg Tt~it11idtin. . .. . . Gt4t4t-t . . . . \°50? \~~£-.. LO ~ ~ A>Je-- G-<l? l oti 'B 2> . . -. · .1o·on $J.ffm :~JL?JNG-~S:Pl<m)S t.lBC' _ThfMdiv.xfV\lf~~ h!l($IO!l lS<¢eRtlfll:Oih·tM~~,.s~. ~'Jf~ ~~,®'.OOt~ :P'JMl'\U(I ~futc<xnplietron9t Ill~ ~l':$tlibecl-\~ ... 1tM ~mma . · · · . f!~~date:0 May19 ,2().t, ~ Q$1~®144 . . . . . TOD O.SMrrff ,iTRUCTI)R;AL ,U.SON~Y SPECtAL lN$.PtiOTO~ the:trn1Mdu-afo~-Mt~n ls O~RUF!EO ln-4htt<?~~~ -! . . .. · . . Pl.It *!\HO ~~M · m,:amfo;U¢M, ,. i ' 'l'OlH>·SMllH . iPAAY«AE!PllEbfmEP-1WOPU&SPECtAL IN~P£.CTOR ~f~Md~l~~ heteen it.GiRTIF.lEtl·t~~ CMtSJ9~t~n. ;fta111~·~;1~o~it!W W1$~n», lb suCQCnfuf-~@e~n ~ th!) . presci~wtittair~:<aml!13lk.\M, ~~~~l&: Marc.bf9,..2,01. ? ~o.'Qt11~r•a ·-;,.,.._>::;I'" . T.bO t> SMrtH asnro~Ca)CQNCBETI: $PSCIAtlHSPaCTO'R 'lbednl1Mdunfna,:r'3d oonxm Is CERTIFtED ih-~eotegO('J ~~-n,.tl~lttS.~o-$O~rt:'fle<i puraannt~o,st.sooeWw com~tion <tHno.prc:sco'bitd_ \Wit«> -~i.Mltior.$. s:~i~;ia~: ·Jar1u.at')'1S.2 · .N'oAl3'1l®1--49 . If' -~'JH/- 10DOS~tl'H PRE$Tru:S$la0 CONCRETE SPeCIAI.. U~PECTOR "mt tr>di\lfdtr.'if named :hereon is CERTIFIED ,l'Mho-eato.J:l~ty s~ha'IJrii·t,(!c,,1t .:$~_eertii}ed pursimnH¢,.J~~ ~6'~-<ift1ta:,ptestt1bei:hidt · ~:<:1mi11stl0l'IS. . ~lrot"lcm, i;fli~ J*"mtry 15r . Z · - N'0.:0811091'-'$1 DATE: AUG. 31, 2010. ·JURISDICTION: CARLSBAD ,PLAN CHECK NO.: 10-1188 EsGil Corpora~ion In <Partnersliip witli government for <:Bui(ain9 Safety SET: III PROJECT ADDRESS: 1960 KELLOG.G AVENUE ~ANT ~ CJ PLAN REVIEWER CJ FILE -PROJECT NAME: FLOREXPO, LLC New Storage/ Packing & Production Rooms ~ 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 deficiei:,iJies ,identified on the enclosed check list and should be corre.cted and resubmitted for a complet(frecheck. -D The check list transmitted herewith is for your informatio"'-The plans are being held at Esgil Corporation unti! corrected plans are submitted for recheik. D The applicant's copy of the check list is enclosed for the jtitlsdiction to forward to the applicant contact person. · D The applicant's copy of the check list has been sent to: ~ 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 :o REMARKS: By: ALI SADRE EsGil Corporation D GA D EJ D PC Enclosures: 8/26 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .. DATE: AUG. 11,2010 JURISDICTION: CARLSBAD PLAN CHECK NQ.: 10-1188 EsGil Corporation In <Partn,ersliip witli (}overnment for 0ui{aing Safety SET: II PROJECT ADDRESS: 1960 KELLOGG AVENUE Cl~~ANT ~-D PLAN REVIEWER D FILE PROJECT NAME: FLOREXPO, LLC New Storage/ Packing & Production Rooms 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: BOSZ 1 DE FOREST, IRVINE, CA 92620 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: .BOSZ AIA Telephone#: 949-262-1102 Date contacted: if, z./,o (by:-~ ) Fax #: 949-559-5084 Mail /Telephone ~~; Fax ,.,-In Person [8J· REMARKS: Please see attached for remaining items from previous list. By: ALI SADRE EsGil Corporation D GA D EJ D PC Enclosures: 8/5 9320 Chesapeake Drive, Suite208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .. NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. • GENERAL A) The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering & Fire Departments until review by EsGil Corporation is complete. • PLANS 1. A reminder that all revised plans shall be signed by the California 'state licensed engineer or architect. Please include the California license number, seal, date of license expiration and date plans are signed. California Business and Professions Code. 6. • EXITS Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1015.2.1. Where a building is equipped throughout with an automatic sprinkler system, the separation distance may be reduced to one-third of the diagonal. This separation shall be maintained until the exiting is accomplished. The exiting as shown for the existing large assembly room is unacceptable since they converge between the single door and double doors on Sheet A-2. City to verify that this existing non-complying condition is ok to remain. • ADDITIONAL 20. Please see attached for P/M/E items. 21. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 23. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE at Esgil Corporation. Thank you. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 1. Include the branch circuit design for the evaporator equipment shown on sheet E2 on the electrical plans. I'm primarily interested in the 38 ampere source, conductor size, and panel loading. The sheet has not been modified. The branch circuit design entails new branch circuit conduit and conductors as well as cord drops, both of which need to be described on the electrical plans. ENERGY CONSERVATION The following items are specific to refrigerated warehouses and do not involve the electrical energy design, which is fine. Please review the following items and references and respond accordingly. 2. Provide plans, calculations and worksheets to show compliance with current energy standards. See Title 24 Energy Standards, Table 1 00A. Please include the RWH-1 C forms. 3. Provide the insulation assembly insulation ratings for compliance check with the aforementioned forms. 4. Include the new refrigeration equipment specifications for compliance check with Title 24; section 126 "Mandatory Requirements". Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen 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. DATE: JULY 07, 2010 JURISDICTION: CARLSBAD PLAN CHECK NO.: 10-1188 Es_Gil Corporation In <Partnersliip witli <jovernment for <.Bui{tfing Safety SET:I PROJECT ADDRESS: 1960 KELLOGG AVENUE ~ ~B-b ANT I..Y JURIS · 0 PLAN REVIEWER 0 FILE PROJECT NAME: FLOREXPO, LLC New Storage/ Packing & Production Rooms 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. 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: BOSZ 1 DE FOREST, IRVINE, CA 92620 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: BOSZ AIA (v, C-/CY) · Telephone#: 949-262-1102 Date contacted: 71 / 8") ID (by: re-) Fax #: 949-559-5084 Mail VTelephone i..-----Fax...,,...--In Person D REMARKS: By: ALI SADRE EsGil Corporation 0 GA 0 EJ O PC 7/1 Enclosures: 9320ChesapeakeDrive,Suite208 + SanDiego,Califomia92123 + (858)560-1468 + Fax(858)560-1576 CARLSBAD 10-1188 JULY 07, 20-10 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 10-1188 JURISDICTION: CARLSBAD OCCUPANCY: B/S1/A3/F1 USE: STORAGE /PRODUCTION/ PACKING TYPE OF CONSTRUCTION: III-B ACTUAL AREA: 12,427(T.I.); STORAGE ADD.: 5,851 ALLOWABLE FLOOR AREA: UNLIMITED srORIES: ONE+ 'MEZZANINE HEIGHT: 32' SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 6/28 DATE INITIAL PLAN REVIEW COMPLETED: JULY 07, 2010 FOREWORD (PLEASE REAO): OCCUPANT LOAD: 130 DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/01 PLAN REVIEWER: ALI SADRE This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws a11d ordinanc~s enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item. has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up. list when you submit the revised plans. • GENERAL 1. The following note should be given with each eorrection list: Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected ·sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635' Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering & Fire Departments until review by EsGil Corporation is complete. · • PLANS 1. A reminder that all revised plans shall be signed by the California state licensed engineer or architect. Please include the California license number, seal, date of license expiration and date plans are signed. California Business and Professions Code. 2. Include the following code information for the proposed remodel on the Title Sheet: Revise the notes on Sheet A-1 accordingly: • Occupancy Classification(s): B (Office)/ S1 (Storage)/F1 (Production Areas)/ A3 (Assembly) -Revise accordingly + Description of Use: As per above • Type of Construction: 111-B -Ok as noted + Sprinklers: Yes -Ok as noted + Stories: One + Mezzanine -Ok as noted + Height: 32' + Floor Area: Remodel Area= 12,427 (Packing/ Production)/ Storage Mezz. Add= 5,851 + Occupant Load: 130 3. Piease· specify the revised occupancy categories on plans. What is noted on plans does not provide any advantage and is difficult to police and creates required fire barriers. See mechanical corrections as well. • SITE PLAN 4. Please note on plans that all site items including parking, curb ramps, walks, etc. are existing accessible subject to field verification. Section A 106.1.1. J 5. Please demonstrate that no additional parking is triggered due to new addition/ conversion on the cover sheet of plans show the necessary revisions as required. · • EXITS 6. Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1015.2.1. Where a building is equipped throughout with an automatic sprinkler system, the separation distance may be reduced to one-third of the diagonal. The exiting as shown for the existing large assembly room is unacceptable since they converge between the single door and double doors on Sheet A-2. See next item as well. 7. Exits shall be so located that the maximum length of exit access travel, measured from the most remote point to the entrance to an exit along the natural path of egress travel, shall not exceed the distances given in Table 1016.1. 8. Note on plans: "All egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort." Section 1008.1.8. In lieu of the above, in a Group B, F or S occupancies ( or Group A having an occupant load of 300 or less), you may note on the plans "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." This signage is only allowed at the main exit. • EXIT SIGNS 9. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1011.1. 10. A tactile sign stating "EXIT" and complying with ICC A 117 .1 shall be provided adjacent to each door to an egress stairway, an exit passageway and the exit discharge. Section 1011.3. 11. Show two sources of power for the lamps at exit signs. Section 1011.5.3. 12. Show that the means of egress path will be.lighted with at least one foot candle at floor level. Section 1006. 13. Show separate sources of power may be reqt1ired for exit illumination. Review Section 1006.3. • . MISCELLANEOUS LIFE/SAFETY 14. Please show new stairs are HC complying on plans (see attached for details). 15. See attached for the required HC accessibility items to be reflected on plans. 16. Provide notes on plans to show suspended ceilings in Seismic Design Category D comply with ASCE 7-05 $ec. 13.5.6.2.1 as follows: a) All ceilings shall use a Heavy Duty Tabar grid system. b) The width of the perimeter supporting closure angle shall be not less than 2". • PLUMBING AND MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: 101188 PLAN REVIEWER: Glen Adamek . DATE: 7/2/10 SET: I • GENERAL AND ARCHITECTURAL PME ITEMS 1. Provide the mechanical design compliance for the required amounts of outside air to be provided in the habitable areas (non-storage) of this improvement. 2. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. 3. The plan notes show the Uniform Building Code (UBC) and the Uniform Fire Code (UFC) being used for design, but the correct current codes are the International Building Code (IBC) and the International Fire Code (IFC). Please correct. The drawings provided show the incorrect Codes were used in the proposed designs. Please correct. .A complete plan review will be done when the project is redesigned using the correct Codes. 4. The plans show F-2 and S-2 occupancies, but flammable materials are not permitted within F-2 an9 S-2 occupancies. Plant material is flammable material. Please correct. (The standard occupancies are F-1 and S-1). • PLUMBING (2006, UNIFORM PLUMBING CODE) 5. Provide a p.lumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, and gas piping. 6. Provide calculations to show compliance with UPC Section 412.0 & Table 4-1, (Minimum Plumbing Facilities). • MECHANICAL (2006 UNIFORM MECHANICAL CODE) 7. Provide the mechanical design compliance for the required amounts of outside air to be provided in the habitable areas (non-storage) of this improvement. 8. Provide plans, details, and calculations to show compliance with CMC Chapter 11 for a "Refrigeration Machinery Room": a) Check the change in the amount of refrigerant in the existing Chiller units for the two new Cold Boxes. Clearly show the refrigerant classification, the amounts of each system refrigerant used, and the A1 system horsepower rating. b) Provide exits as required per CBC 1015.4 & UMC 1107.3. Show the existing complies with current codes for the proposed changes in refrigeration systems. I ', c) "Equipment, piping, ducts, vents or similar devices which are not essential for the refrigeration process, maintenance of equipment or for the illumination, ventilation or fire protection of the room shall not be placed in or pass through a refrigeration machinery room." UMC 1109.1 Show the existing complies with current codes for the proposed changes in refrigeration systems. d) Provide the (4) calculations demonstrating compliance with the exhaust requirements found in UMC 1108.2 Check the change in the amount of refrigerant in the existing Chiller units for the two new Cold Boxes. Show the existing complies with current codes for the proposed changes in .refrigeration systems. e) Show the ventilation discharge clearances as per UMC 1108. 7 Show the existing c~mplies with current codes for the proposed changes in refrigeration systems. f) Show the required emergency controls for the refrigeration machinery room ventilation and equipment. UMC 1108.5 & 1109.4 Show the existing complies with current codes for the proposed changes in refrigeration systems. 9. Please provide calculations to show compliance with UMC, Section 1105.3 for the maximum allowed amount bf refrigerant in the walk-in coolers and walk-in freezer boxes as per UMC, Table, 11-1 or please provide the required refrigerant vapor detection and alarm systems. 10. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. UMC 310.0 & UPC 807.2. Note: If you have any questions regarding this Plumbing and Mechanical 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. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 1. Include the branch circuit design for the evaporator equipment shown on sheet E2 on the electrical plans. I'm primarily interested in the 38 ampere source, conductor size, and panel loading. ENERGY CONSERVATION 2. Provide plans, calculations and worksheets to show compliance with current energy standards. See Title 24 Energy Standards, Table 1 00A. Please include the RWH-1 C forms. 3. Provide the insulation assembly insulation ratings for compliance check with the aforementioned forms. 4. Include the new refrigeration equipment specifications for compliance check with Title 24; section 126 "Mandatory Requirements". Note: If you have any questions regarding this Electrical and Energy plan review list please cohtact Eric Jensen 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. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT -TITLE 24 The following disabled access items are taken from the 2007 edition of California Building Code, Title 24. Per Section 109.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. · Please imprint the following items on plans. • DOORS 1. Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to be S½" lower than the doorway threshold, per Section 1133.2.4.1. 2. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1133B.2.5.2: a) Latching, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars, push-pull activating bars,· or other hardware· designed to provide passage without requiring the ability to grasp the opening hardware. b) Is to be centered ;,,:30" but s44" above floor. 3. Show or note that the maximum effort to operate doors shall not exceed 8-½ pounds for exterior doors and 5 pounds for interior doors, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utilized, the maximum effort to operate the door may be increased to not exceed 15 pounds. Section 1133B.2.5. 4. Show or note that the lower 1 0" of all doors comply with Section 1133B.2.6, as follows: a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. Narrow frame doors may use a 10" high smooth panel on the push side of the door. • CONTROLS AND OPERA TING MECHANISMS 5. Note on the plans that controls and operating mechanisms shall comply with requirements of Section 1117B.6. 6. The highest and lowest operable parts of all controls, dispensers, receptacles and other operable equipment shall be placed within 48" of the floor but not lower than 15" for forward approach (or within 54" but not lower than 9" if side approached). Electrical and communication system receptacles on walls shall be mounted no less than 15" above the floor. Section 1117B.6.3. • STAIRWAYS AND HANDRAILS 7. Show that handrails are provided on each side of the stairs; per Section 1133B.4.1.1. Exception: Private · stairways 30" or less in height may have handrails on one side only. 8. Per Section 1133B.4.2.6.1, provide details, sections or notes to show that handgrip portions of handrails are: a) ;:>:1 ¼" and S1 ½" in cross sectional dimension; ·Change the 2" dimension on 1/SD-2 accordingly. The shape may provide an equivalent gripping surface. b) The handgrip portion shall have a smooth surface, without any sharp corners. 9. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 1133B.4.4, as follows: a) At least 2" wide (but not more than 4" wide). Show the strip on plans. b) Placed parallel to and not more than 1" from the nose of the step or landing. c) The strip shall be as slip resistant as the other treads of the stair. ) . 12'FI.USTF£.•D 'l'l'IDTHMIN. 12' Fl.US 1RE.I\O 2'MIN. T 12'1't11N. T* lli!EID 'IIIDiN *HOYE: EXl"EFU'l:ft St\JRS IU JREA!JS ARE TO M.WE WAANl!l'G STrul'ES PER: SEC.11331!.4.4 . . \ CARLSBAD 10-1188 JULY 07, 2010 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHE:CK FEE JURISDICTION: CARLSBAD PREPARED BY: ALI SADRE PLAN CHECK NO.: 10-1188 DATE: JULY 07, 2010 BUILDING ADDRESS: 1960 KELLOGG AVENUE BUILDING OCCUPANCY: B/Sl/ A3/Fl TYPE OF CONSTRUCTION: 111-B/SPR. BUILDING AREA Valuation . PORTION _ ( Sq. Ft.) Multiplier T.I. 12427 NI;W STORAGE 5851 - .. Air Conditioning Fire Sprinklers TOTAL VALUE· Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance J • J Plan Check Fee by Ordinance I ,.. I Type of Review: 0 Complete Review D Repetitive Fee ~ Repeats Comments: D Other D Hourly EsGil Fee Reg. VALUE ($) Mod. 677,951 $2,651.951 $1,723.771 D Structural Only $1,485.091 Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB /o -/ l ~ 8 DATE ------ ADDREss ____ lS------....rn_a ___ ;3_. ___ c~_UJ ___ ~--~-~"---.. __ _ RESIDENTIAL RESIDENTIAL ADDITION MINOR (<$17,000.00) OTHER TENANT IMPROV /he72~10,r-1l PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING ---~---,------------- PLANNER DATE ---+----+---------- . ENGINEER p --.~-..,__, DATE __ 7__,_/_~_G_~_-/_o_ oocs/Mlsforms/Plannlng Engineering Approvals ENGINEER/NG DEPARTMENT FEE CALCULATION WORKSHEET D tl Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal> c/3JD -/ 1(8~ Address:. --'--l-~_V?_D __ Jd_~ ___ o ...,;~.,__-.,..,~..------Bldg. ·Permit No. Prepared by: _ _,_f,_l{!_ __ Date: 1 / '1--v/ I° Checked by: ____ Date: ____ _ EDU CALCULATIONS: List types and square footages for all uses. Types of Use: /YJ . .t.~ Sq. Ft./Units: J;"° f,!-/ EDU's: __ Z-__ _ Types of Use: ______ _ Sq. Ft./Units: _____ _ Types of Use: -------Sq. Ft./Units: · ------ Types of Use: -------Sq. Ft./Units: ------ ADT CALCULA T/ONS: List types and square footages for all uses. Types of Use: /}·t.t, u JJ I ;J l Types of Use: ------- Types of Use:. ______ _ Types of Use: ______ _ FEES REQUIRED: Sq. Ft./Units: r-f {-J. -----,--- Sq. Ft./Units: ------ Sq. Ft./Units: ------ Sq. Ft./Units: ------ EDU's: ------ EDU's: ------ EDU's: ------ ADT's: -z....9 -----"--- ADT's: ------ ADT's: ------ ADT's: ------ WITHIN CFD: DYES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT FEE/UNIT: ____ _ X NO. UNITS: D 2. TRAFFIC IMPACT FEE ADT's/UNITS: _-;_,_CJ_·. __ X FEE/ADT: ~');(o'3 D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 ) =$ 7 ADT's/UNITS:~. ___ _ X FEE/ADT:. ___ _ D 4. FACILITIES MANAGEMENT FEE ZONE:. ___ _ =$/ UNIT/SQ.FT.: ____ _,_ D 5. SEWER FEE ), 1_;1 __ : . EDU's: ____ _ BENEFIT AREA: ___ _ EDU's: _______ _ D 6. DRAINAGE FEES PLDA'-----,--- . ACRES:-----'----- 0 7. POT ABLE WATER FEES UNITS CODE CONNECTION FEE F:IKATHYIKATHY-IMASTl;RSIFEE CALCULATION WORKSHEET.doc2008.doc X FEE/SQ.FT./UNIT: ___ _ X FEElEDU: ~ 12f2_,3 ~ =$ _____ _ X FEE/EDU: __ _ HIGH ___ /MEDIUM __ ~_LOW X FEE/AC: = $ ~ METER FEE SDCWA FEE IRRIGATION 1 Rev. 7/14/00 00 .--1~ 2 co ro (ll 0 Cl Cl ~·~ ~ >, >, .0 .0 ~ ~ ij -"' .:,!. .:,!. 0 <.) <.) .., .., .., .,:; .s:::. .s:::. (.) (.) (.) C: C: C: (ll "' "' 0:: a: a: ~OD ~DD ~DD ~DD ~DD PLANNING DEPARTMENT E;3UILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB10-1188 Address 1960 Kellogg · Planner Chris Sexton Phone ..._(7-"6"""'0 ..... ) 6"'--0=2=---4"'""'6 ____ 2"""'4 __________ _ APN: 212-093-01 Type of Project & Use: Tl Net Project Density: · · DU/AC Zoning: P-M General Plan: Pl Facilities Management Zone: §. CFO (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 Environmental Review Required: DATE OF COMPLETION: D Item Incomplete -Needs your action YES D NO D TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES D NO D TYPE __ APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO D CA Coastal Commission Authority? YES D NOD If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES D NO D If property has Habitat Type identified in Table 1.1 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO D (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) . H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev4/08 Site Plan: ~-o D ~DD ODD ~DD ~DD ~DD ~DD Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easernents, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D 2, Project complies: YES D NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required ____ Shown __ Required __ · Shown __ Required_-__ Shown __ Required __ Shown __ Required __ -Shown __ 2. Accessory structure setbacks: Front: Required __ Shown __ Interior Side: Required __ Shown __ .Street Side: Required __ . Shown __ Rear: Required __ Shown __ . _ Structure separation: Required __ Shown ___ _ 3. Lot Coverage: Required __ Shown __ 4. Height; Required Shown __ , 11 "' A. · of+rt.Q.. <J..~, oooKJ ~ "JO"?> £)1' IJ'l)Lµ.µ- wtt~hOl!:q.Q.. ru 2>s,mif~b / ·. y -~ ..... <>' 5. P,;irkihg: . Spac\s1tfe~e<P~ Shown __ 'if{) o (breakdown by uses for commercial and industrial projects required) 1 / 1 S J 1 Q . Residential Guest Spaces Required --Shown __ oK per A Ir por+ Q.,om YY1 l S'S l O V'\ Additional Comments 1) -Since the lot is located within Review Area 1 of the Airport Land Use Commission Review the plans will be sent to the commission for airport approval. 2) Will there be any new roof mounted HVAC equipment? If so, please show how it will be screened. Is there an existing parapet that can screen the equipment? Please see attached handout. 3) Please show the ~ \\()?reakdown of parking for. the whole. building since the use is being intensified with the addition of the ~ \°' storage mezzanine .. Please see attached handout. ~-·; OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE"ii)eXJ "rJ'ATfl hJ_ I 0 H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Daryl K. James & Associates, Inc. 205 Colina Terrac-e Vista, CA 92084 Page: 1 of 1 Checked by: An,:ie Marie Bland Rechecked by: Daryl K. James T. (760) 724-7001 Email: kitfire@sbcglobal.net Dat~: Augu~t 6, 2010 BLDG. DEPT COPY . ·. ~~ _ JURISDICTION: Carlsbad Fire Department ~ 0] ~ J~ /' APPLICANT: Bosz Architecture CONTACT: Doug Hanson, Flor Expo PROJECT NAME: Flor Expo, LLC dhanson@kendalfloral.com o,_j_U_ aJ ~ PROJECT ADDRESS: 1960 Kellogg ~ ~-Wtt~ PROJECT DESCRIPTION: CB101188 New Refrigerated· Process Rooms c;1nd New Storage Mezzanine INSTRUCTIONS • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. • The items bel_oW require correction, clarification or additional information before this plan check can be approved for permit issuance. • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. • Please direct any questions regarding this review to: Anne Marie Bland 760-434-7885 or ambland@pacbell.net • CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REViSIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUiLDING DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: - • ANNE MARIE BLAND 4380 CARMEL DRIVE CARLSBAD, CA 92010 COMMENTS Sheet A-1 Project Data . -Y Add 2007 California Fire Code to list of applicable codes Fite Department Notes -Y Amend note 3 from Uniform Fire Code to California Fire Code -Y Amend note 4 ..... closely packed piles shall not exceed 12 feet in height. . ... comply with California Fire Code Chapter 23. -V Amend note 5 -remove reference to USC Standard 38 -Y Add note -plans for modifications or additions to the existing automatic fire sprinkler system must be submitted to the fire department for review prior to making changes to the system Sheet A-2 "4 Note factor per CBC Table 1004.1.1 used to determine occ~pant load in new packing and production rooms -~, _____ ,_, ........ ,w ...... i ,-,9 M ,,.......,..._ , >111 ~ ·~ i•"l:ti-ill\Wl~-r~~~-:tui fr'rlmtrlrlt't"-~ w,wi I If 'fl! ~ :st. ~,,1,,~1o,,,t.,~;1,, .. ,,1,,,:n"'·---------...,,, -----· ·-~-~----·--· ,, ... _, ____ -·--------- !Lfc,'WJW!'. 1, 2.,., N,JOt"'fo N ff Pv'\ .bt?[11-£-1' 'f. 7~" ~/Af)f;?, \ ...... r, ':>,2!!'" r,r,~11. 4;1i;" eW-~11l;Nr-f Ot-,1.1,," eim:r:.1u1r ~.2!," f,/wt;(I, ./~ 4,W' !:,\'ff,D, )Ll);P.1,:11r1y1; 2, 1,.,., @1Cl'$ 1;,iew1 wraie11 ~ ~ i r~ "' ~.2!i" e!/eeO, rr±,{_7,'2$'' fl,\:)1)17, 4,'l!>" ~Ntti:/,\'ft./f-R{ 4,19" f./!J:iWA'f.~-= -,,~ !<,7.tft•lf;~'6f;P:, ~ f;,1,f,Ut://~, i !l< i~ "' ~ 1,;, .... ,\-+ .. ~J--- ,~ "\. ((<'\\V-~ L _____________ T__________ -i ~ .. ::·:.:,.,"..,\<>-'I. MEZZANINE ALTERNATIVE ANOHCJR PLAN I ------·-···-··--··--·-·-· .......... ---__ , ________ , ___ . F'LOREXPO ~r::ta.G,G..:.A).l.E.~==] CARLSBAD, DA 92DDB --~~--J_°-fil~e, __ ___. ________________ ,.,_ ............... "" - f Structural Concepts Engineering, Inc. Material Handling$ Warehouse Specialists Date: 11/3/10 To: Robert Agrecewicz Re: Kendall Floral Platform, SCE Project K-060710-4 -~~6X9t&li~1l~~kffi&) Carlsbad, CA 92008 W14x22 Bea:rr1Adequacy i:~·~; tJ '!.-....' ·-~--:i·L ',)., /,,,,» ~ .. /,~-;~-n::, ,·. ,. -,~ ~ tt To Whom It May Co[~ei:n: .... , ... ·,,.,, •,,,}_~-~.:~'. <~::-\. , _,- ' ' \. , ... ·, "}( ·,.:;:.''. . ;3~~<'\",.. .. .. ·:-:'' ~-·":'..'. The attached analysis ~h~\Vsitre?adequ:,~¢y of the Wl 4x22 be·l;i:m~~-The -~;\;~~s df.::concern ·s:,-:I-··,{,A~· ~. ~:~.l :-.~ -.~.-: · ~ •.\,~"'-/f; have been "bubbled" \~6 indicate 'tl).e cow~onents in questiontfhe beams areJ;rd,equate to \.') '""i., ,/:~ .'. ,,..:,~ 'o/-·?··:,, sustain the imposed l~ids. Please feel ftee t~ call me with arif questions/"'. . I1 ··. ··. "J;,:~l~;,~f,~;~~;;,~·l:~::f ,, ... Respectfully, Ali Abolhassani, P.E. 1,• ,,.,. ;,Z..-f <,:< -~"'!"' 1200 N. Jefferson St, Suite F -Anaheim, CA 92807 Tel: 714.632.7330, Fax: 714.632.7763, E-mail: mail@sceinc.net, Website: www.sceinc.net l of '; L] \J\ .......1 9 ~ ~ ~ .......1 C) u \3 :z ([\ >< ~ l '· L i· @-~---i;'. £ • UJ· I I I I I I I I I I I :t:t: j i ~ ~l . \S\ >< I N' -I I 'l j sj I I I I I I I . ' I I I I I I I ... : I I I I I I I I I I i I I I (j)i I I \\,\\ \J\ I I \ / ! J -·4-. .l " I I : --[. r I I I I I I . I 'XvW I I I iO-,111 I I I I I -+--ti-1-___jl ' 1· ~ 1\. \\,\\ tK)I y !·' / i l r-·· · r ·; __ -: ·i/ :·: . I I I I I . I -I I I I I . 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(ra,. 1 ]!?~AM fO JOISf CONN. :\trudu<'.l Oe.i'I' Pxam<k<', Nole; & 5pee1f1eol.~"" ~\ Co..l:.2C07C;J.r('l11,)M.i,,,1CM: '2.J :fu~idlffifl(r\Wru.. ~ .. IJ71.!'-l .. 0.4~ ... "" i.0'.!:?.f, .. 1'>~!1.4Jt .. l.aod, "Ji" 0.'161lr ~ 1.0 p .. ~.,;, <:,t.,:, CW~. V, ~,~mcr~,i.,,C.t,,q.• I?. Ocov~l:II l'.,!U4 U. fr~ Iii'\: "!,~I OM"f l\r<-'l~u .. o,:;:--13,1\• c-.. 1;'1,2Uli,f."{.111dt,1-<f'1ro-..lt,. ~.) PUlumt'.,. klf'Sf, •1,1 F1Jfu11ot.L·l::?7r5r. ~.> ''\V" & "Wf'1 & "C'' 54~ 5!.n.,,.1..-J $t«l Miki A~·1zr.,..,.l.i ~~o. f4 -~oh,. 6.rC\ll!E'~~tMM,H6 flj,,. ~Ql•~ ·/,l G:L,;,11 1i.c.rMA~.J06<1.kl'J.fij .. '1bh~ 6,i Ms,6-.\.{:<;IJJl,1),Pi.L>l:c:lti;,01.1qlt.jt.fit•<itld..lpli5at1tt,~W:::~ f,',) We-lJ,, 1:7(1\1 tl:drorl• « .. 1ml,, frd,:IYonb ii :111 ,,_.,,,ir~ 1-l'fll!Or,p;UCI', 10.)..wu~ !J/·l" d1. ..... , +~1-1" .:"h-w.e,t.ut.i~llir'ct rzp:r tit~ 111-}111,.,~ • ...i~.,p ..... k.: II.) frdlfl.!Ulra'rlc 2~001'il«l<'llrrt1:'1,:J.bi•, l1.Jl:Cli.r1\?1U.n,;1~ 0-'.-10 I~ -4Gl,1" ~" tl-..J .... ,,....i. I!-.) 'i,:,l!!r!lli~~l'trnire .'.!COOr,1 t-.:r.tl:-uh:Utr M,) \\'11,1 Ill Ii rir lfJxt ~1n.:-1..,~. 11,JI 1:1;, ,l~,l M) ---J?,1 Cc,tsp!aML\J~kf(-.) ./~ilkf('>!,-,lrol1tq,.hlH•l,;J,rq.'ic,•mlc11-tJ.a,:. 1~,,I 5 WAY COlLIMN fO B~AM CONN. \fotr It II 1. 1211 ~ l:i l:i l:i er~ l)lb~rwlAtrtt'.--' l H~',HI ,~ \ .,, ....... ,.,,n;:Fb tt!,/B" r-1"-1 "IT,-] ,._JI .;.Lu_ l :; ! --·~--··· t [•"~,,.,." [ .,_,_,_ r 1-111• -r A 111-1· 0-,- B{--o i -I''. I",;,/ 8" i',q, 10 J4 WAY COl-UMN -ro !?~AM CONN, l~/1.:i"l!I ,b {~ '~J Q 6"~ 01'1. ;)/ 811 f ,I;', 11.111,,•J,Kt<ar Cl,W1'1 mi'JO' -tl:c.ll U~HC1L..1JPfC\ff Pr-tf't-1~ US-f1,J.IA1l(J1I l ~J~ J-+,, .. ~i1\, PW 171'.AI \1Nu 01< INFOR~WION CONfAINl:C' '"1fHN THIS l?OCW&Nf 15 'IH: PROl'Eli:i' t Of A.li.f .I. />NI? Cil'/l'N IN crn1-1ornce. Rf.PROOUCllON fOR U51: IN ,WI WAY INCI.IJOINCi 1/\MIUrACfl.lRIN.'.i, OR i?IVlJ.lilNu lf.l'ORIJ,,.\llON 10 A 1111W f,-IRJ'I 15 PRC1 ,~1reo UNOi:R 1-A\V \\11H'.J!lr \' /P.lffl:N CON:!:Nf fROA I \IJ,.I' ,\. "Mfl America. Mazzaninefallrication& Jns:allado'n CA LICENSE# BOOB4!5 L,A. CITY l"ABRICATCR # 2080 ~ ' I 69-49 eur;11t,;Yc Sn.cln'", CH1HD CA91710 PHDH1:: l•BC6-93D•MEZZ I 0 I .fr KENDALL FLORAL 1960 KELLOGG Ave.. fT 1-,,.....,.,..... _______ _J_:;_.l,_ _______ .1-,~<"T----------+.~<'T-----------l-,.....,.,---------+~.,..,.-----------------lscALE;DNS SD-1 CARLBBAO, CA 92008 'C, II K11ee !?race" 2" ~ 2" x 1/ 4" 12 [;i;-\1A ro COI.U~IN CONN. rthlc 15 J ~LM I fO JJl5f CONN. IXf-111-14 J Knee [3race fab I? J ANCHOR l?~fAI~ DRAWN av: RDDE:RT ADRACEWICZ ( Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, CA 92807 Title: Dsgnr: Job# "--() (o tq \1:>~ Project Desc.: Tel: 714-632-7330 Project Notes : Description:. BEAM DETAIL 4, W14X22(11-3-10) :.·M~W1~Ui'loit~rti~~-::::,, :< ::, :.:'./ :: :: ·.< · . ...:. ,-/: ,i-: . .-._ \ Calculations per IBC 2006, CBC 2007, 13th AISC Analysis Method: Allowable Stress Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Load Combination :2006 IBC & ASCE 7-05 ":)fn~'.ra.~i~,~~ri'gf~ii; ./=--:'. .. _ .-.. _. ·---?';". ·,_': /:<:· First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam= 4.0 ft Span = 15. 750 ft W14X22 ,. ,., -___ .,. ---·· -~ --------··---·-~---. '' -... ., ·----·------·---. ·--··-· . ·-·-·-. --. Fy: Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi . AilPll~~ to~:cJs .: ~ "i---~ .---: :-'· .: . :·::: ·:_-__ _. ·: ··. · ... :' . · . . . ,. Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0180, L = 0.1250 ksf, Tributary Width= 4.30 ft . 'DESJGi{SUMMARY---:_;-, ::-:.-i'::> .. , .: : . . -.M8X.irl1U.ffi ·ser\Clin9 ·stresS-R8tI6. -~ -. _:_-0.230: 1 Maximum Shear Stress Ratio= ... ---·-. 0.077 : 1 Design OK Section used for this span W14X22 Section used for this span W14X22 Mu : Applied 19.067 k4t Vu : Applied 4.842 k Mn/ Omega : Allowable 82.834 k-ft Vn/Omega : Allowable 63.020 k Load Combination +D+L +H Load Combination . .,,__ _ +D+L +H Location of maximum on span 7.875ft Location of maxim~m on sp3~s~~~ 0.000 ft Span # where maximum occurs Span # 1 Span# where maximum o~~~ !4$;;)·~ Span # 1 Maximum Deflection ;/~-:; ~~UL [1 <i ,, r.:~\ Max Downward L+Lr+S Deflection 0.130 ih Ratio= 1454 l/lfr~.:; v~S\'·~~~~\\ Max Upward L+Lr+S Deflection 0.000 in Ratio= O <360 ,, i:,;:; ~ 1:t,;~.~~~--~Jll-. ---- Max Downward Total Deflection 0.149 in Ratio= 1270 ~~I F~ !l ...... ~:~.U~w~:~!~t:~-~e~~-c:io_~----·. ------------------· .. ?·?.?.?_in_ Ratio~--... -_o <240 .• ~--. ,-X,P. r;a~2 \ \_ ,.;;l'10Y _Q __ 3 2010 < :fyi?xiQ14m,_·Fprc~s'& Sfnis~Eis.for 1,.¢~~ ¢i>rt1ol11~fic)ijs, ·~ o?., ·1 "•'!. -+:Mt+--,:;,'--:,,,;:-t.f---o-=,--~,---Load Combination Max Stress Ratios Summary of Moment Values . ary of Shear Values Segment Length Span# M V Mmax + Mmax -Ma -Max Mnx Mm<!Ome Vnx Vnx/Omega Overall MAXimum Envelope +D Dsgn. L = 3.94 ft 1 Dsgn. L = 4.02 ft 1 Dsgn. L = 4.02 ft 1 Dsgn. L = 3.78 ft 1 Dsgn. L = 3.94 ft Dsgn. L = 4.02 ft Dsgn. L = 4.02 ft Dsgn. L = 3.78 ft +D+L+H Dsgn. L = 3,94 ft 1 Dsgn. L = 4.02 ft 1 Dsgn. L = 4.02 ft 1 Dsgn. L = 3.78 ft 1 +D+0.750Lr+0.750L +H Dsgn. L = 3.94 ft 1 Dsgn. L = 4.02 ft 1 Dsgn. L = 4.02 ft 1 Dsgn. L = 3.78 ft 1 +D+0.750L +0.750S+H Dsgn. L = 3.94 ft Dsgn. L = 4.02 it Dsgn. L = 4.02 ft Dsgn. L = 3.78 ft +D+0.750Lr+0.750L +0.750W+H 0.173 0.230 0.230 0.168 0.022 0.029 0.029 0.021 0.173 0.230 0.230 0.168 0.135 0.180 0.180 0.131 0.135 0.180 0.180 0.131 0.077 14.30 14.30 0.038 19.07 14.30 19.07 0.040 19.06 13.91 19.06 0.077 13.91 13.91 0.010 1.80 1.80 0.005 2.40 1.80 2.40 0.005 2.40 1.75 2.40 0.010 1.75 1.75 0.077 14.30 14.30 0.038 19.07 14.30 19.07 0.040 19.06 13.91 19.06 0.077 13.91 13.91 0.060 11.18 11.18 0.030 14.90 11.18 14.90 0.031 14.90 10.87 14.90 0.060 10.87 10.87 0.060 11.18 11.18 0.030 14.90 11.18 14.90 0.031 14.90 10.87 14.90 0.060 10.87 hof l 10.87 138.33 82.83 1.53 1.00 4.84 94.53 63.02 138.33 82.83 1.06 1.00 2.42 94.53 63.02 138.33 82.83 1.07 1.00 2.52 94.53 63.02 138.33 82.83 1.53 1.00 4.84 94.53 63.02 138.33 82.83 1.53 1.00 0.61 94.53 63.02 138.33 82.83 1.06 1.00 0.30 94.53 63.02 138.33 82.83 1.07 1.00 0.32 · 94.53 63.02 138.33 82.83 1.53 1.00 0.61 94.53 63.02 138.33 82.83 1.53 1.00 4.84 94.53 63.02 138.33 82.83 1.06 1.00 2.42 94.53 63.02 138.33 82.83 1.07 1.00 2.52 94.53 63.02 138.33 82.83 1.53 1.00 4.84 94.53 63.02 138.33 82.83 1.53 1.00 3.78 94.53 63.02 138.33 82.83 1.06 1.00 1.89 94.53 63.02 138.33 82.83 1.07 1.00 1.97 94.53 63.02 138.33 82.83 1.53 1.00 3.78 94.53 63.02 138.33 82.83 1.53 1.00 3.78 94.53 63.02 138.33 82.83 1.06 1.00 1.89 94.53 63.-02 138.33 82.83 1.07 1.00 1.97 94.53 63.02 138.33 82.83 1.53 1.00 3.78 94.53 63.02 Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 Title: Dsgnr: Project Desc.: Project Notes : 1: ~~~~~)\~~'~fu'.'.;~~~t~i~::·:::r' :'.6 : :._~:1~=:i~}:;~:;: ~ __ :_~~:;< ,.:J~~}; :-:~~7~)c·-~~~r~~~~~-q~::~~2~~~~~~1;~~r~~~A~r:-~~;~r~i~fu~~~~tt~t5; I• I I: • : • Description: BEAM-DETAIL 4, W14X22 (11-3-10) Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Dsgn. L = 3.94 ft Dsgn. L = 4.02 ft Dsgn. L = 4.02 ft Dsgn. L = 3.78 ft Span# +D+0.750L+0.750S+0.750W+H Dsgn. L = 3.94 ft Dsgn. L = 4.02 ft Dsgn. L = 4.02 ft Dsgn. L = 3.78 ft +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 3.94 ft 1 Dsgn. L = 4.02 ft 1 Dsgn. L = 4.02 ft 1 Dsgn. L = 3.78 ft 1 +D+0.750L+0.750S+0.5250E+H M V 0.135 0.180 0.180 0.131 0.135 0.180 0.180 Q.131 0.135 0.180 0.180 0.131 0.060 0.030 0.031 0.060 0.060 0.030 0.031 0.060 O.Q60 0.030 0.031 0.060 Mmax+ 11.18 14.90 14.90 10.87 11.18 14.90 14.90 10.87 11.18 14.90 14.90 10.87 Dsgn.L= 3.94ft 1 0.135 0.060 11.18 Dsgn. L = 4.02 ft 1 0.180 0.030 14.90 Dsgn. L = 4.02 ft 1 0.180 6.031 14.90 Dsgn. L = 3.78 ft 1 0.131 0.060 10.87 Mmax- 11.18 10.87 11.18 10;87 11.18 10.87 11,18 10.87 :-.ov~i~n:r.1a~fmumt>et1~~tfon$ ~:un,~cto_re_d'-Loadj ._/: ,·;~,--_ ~:::t Load Combination Span Max.'-" Deft ~ocation in Span D+L 1 Load Combination Support 1 Overall MAXimum 4.842 D Only 0:610 L Only 4.233 D+L 4.842 . ·::.$j·e~l~ec~fon-;P,r15p~fii~s ;,. _, Wt4X2f ._ - Depth = 13.700 in Web Thick = 0.230 in Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg ·19 15 I 10 ~ "' E 0 ::.: 5 = = = = = = 1,50 5.000 in 0.335 in 6.490 inA2 22.092 plf 0.735 in 0.750 in 1.270 in 6.850 in 3,07 Q.1487 -· .. - > '' ., ":,,,,: -~ Support2 4.842 0.610 4.233 4.842 I xx - Sxx Rxx = Zx = I yy = Syy = Ryy = Zy = rT = 4.65 Ma-Max Mnx 11.18 138.33 14.90 138.33 14.90 138.33 10.87 138:33 11.18 138.33 14.90 138.33 14.90 138.33 10.87 138.33 11.18 138.33 14.90 138.33 14.90 138.33 10.87 138.33 11.18 138.33 14.90 138.33 14.90 138.33 10.87 138.33 Load Combination 2.800 inA3 1.040 in 4.390 inA3 1.250 in 7,80 Distance (ft) II. Ovc1,:,II HA.'X;n,un, En'lle!ape a +D • +t>+L+H a +D+D.75DLi+D.7SDL+H ~ +D+D.7SOL+0.7SDS+D.7SDW+H W +D+0.7SDL•+0.7SDL+D.S.Z.SOE+H W +0+0.7S.DL+0.7SDS+O.S.Z.SDE+H Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 82.83 1.53 1.00 3.78 94.53 63.02 82.83 1.06 1.00 1.89 94.53 63.02 82.83 1.07 1.00 1.97 94.53 63.02 82.83 1.53 1.00 3.78 94.53 63.02 82.83 1.53 1.00 3.78 94.53 63.02 82.83 1.06 1.00 1.89 94.53 63.02 82.83 1.07 1.00 1.97 94.53 63.02 82.83 1.53 1.00 3.78 94.53 63.02 82.83 1.53 1.00 3.78 94.53 63.02 82.83 1.06 1.00 1.89 94.53 63.02 82.83 1.07 1.00 1.97 94.53 63.02 82.83 1.53 1.00 3.78 94.53 63.02 82.83 1.53 1.00 3.78 94.53 63.02 82.83 1.06 1.00 1.89 94.53 63.02 82.83 1.07 1.00 1.97 94.53 63.02 82.83 1.53 1.00 3.78 94.53 63.02 Max."+" Deft Location in Span 0.0000 0.000 Values in KIPS Wno Sw Qf Qw tt +D+0.7S.Ol+0.7SD5+H = = = 0.208 inA4 314.00 inA6 16.700 inA2 7.000 inA4 5.340 inA3 16.100 inA3 D" +D+D.750L1+0.7SOL+0.7SDW+ Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 Description : BEAM DETAIL 4; W14X22 (11-3-10) 4,9 2,5 g BEAM•n>> "' ., _,:; 111 •2,5 .4,,9 ~ .... __ r--........ - 1.50 3,07 4.65 6,22 Title: Dsgnr: Project Desc.: Project Notes : 7,80 Distance (ft) 937 • Ovc:tdll MA'Xin,um Envelapc: • +D • +D+L+H a +D+0.7S1iL•+D.7SDL+H fl +O+D.7SDL+D.7SDS+D.7SDW+H • +D+D.7SDL•+D.7SDL+D.S2.SOl!:+H a +D+0.7SDL+0.7SOS+l).S2,SDf+H -0,04 ~ -0.08 'ti 0 -0,11 -0,15 1.50 3.07 4.65 6,22 . 7,80 Distance (ft) 9,37 • <Jvc:141J MA'X:"1u"1 fnyc:J<:1pe a DOnly a LOnly • O+L :,::;)ENJ=.{{Cf.\~C,:IN.C.:198}2.0)0;V,er.·6:t;!i1. ,tJ:89023 -i . . -------.._____: ---== ::::::-- 10.95 12.52 14.10 15,67 ll1 +o+D.7SDl.+D 7SDS+H m +D+D.7SDL•+D.7SDL+D.7S.OW+ 10,95 12,52 14,10 15,67 NOV o 3 2010 St~ural Voncepts ~i~ Engineering ~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Prqject: KENDALL FLORAL Framing Connection Configuration: Platform 65x90 jcheck Single Angle Connection See AISI ASD 4-83 Angle= L7x4x3/8 x 6"Long Pallow= C * rv n= 2 C= 1.02 W14x22 (11/3/10) rv= 9,278 lb P= 4,842 lb (allowable capacity per bolt) p 7x4x3/8 x 6"Long Pallow= 9;463 lb OK e= 5.00 in P*e= 24,210 in-lb (2) Bolt Joist Connection Sangle= [tp*dA2/6] -(bA2*n*(nA2-1)*(tp*(bolt diam+ 0.125)]/(6d) ' = 1.758 inA3 Mcap= Splate * 0.6 * 36 ksi = 37,969 in-lb OK Bolt Diam= 0.750 in tp=Angle Thickness= 0.375 in d=Angle Vert. Dim= 6.00 in b=Fastener Vert Spcg= 3.00 in n=# fasteners= 2 Project#: K-060710-4 NOV O 3 2010 --~-~-.-.~. . .. ·--·--·----· ......... -.. ·-· ·····--·--.... --···· ... . -· .... ·····. -·· .... ........ . . -· - Prqject Name: Kendall Floral Prqject Number: K-060710-4 Date : 06/21/10 I I ng1neer1ng 1200 N. Jefferson St, Suite F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 e-mail: mail@sceinc.net Street Address : 1960 Kellog Ave City/State : Carlsbad, CA 92008 Scope of Work: Platform $. Stairs JUL 2 7 2010 C6101t<ff' __ St~ural ~voncepts ~--Engineering 1200 N. Jefferson. Ste, Ste F Anaheim, CA 92807 Tel: 714.6.32.7.3.30 Fax: 714.632.7763 By: AA. Project: KENDALL FLORAL Design Specifications Configuration: Platform 65x90 l)The analysis presented herein conforms to the requirements of the 2007 CBC 2)Column steel minimum yield Fy= 46000 psi ---Be-a-rrrst&.l-minilt!UrrryreltJ-F}7=50000---p-s Brace steel minimum yield Fy= 36000 psi Other st~el minimum yield Fy= 36000 psi 3) Bolts shall conform to Grade 5 unless noted otherwise on the plans or calculations. 4) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. Installer must provide any special inspection as called out on plans or calculations, or as required by the ICC report indicated herein. 5) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 6) The slab is ·5.5" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Design Loads· Occupancy Load LL= 125.0 psf Framing Dead Load Flooring= 6.0 psf Joist= 3.0 psf Beam= 3.0 psf Misc= 6.0 psf bL= 18.0 psf Ss= 1.177 S1= 0.445 Fa= 1.029 Fv= 1.555 Sos= 0.808 So1= 0.461 Seismic Design Criteria R= 3.500 Importance factor, Ip= 1.000 Site Class= D Seismic Design Category= D Seismic Design Method= ASD Frame Type= Steel OMRF Page ~ of · 42\ Project #: K-060710-4 ,_St~-fural ··vancepfs Engineering 1200 N. Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By. AA . Project: KENDALL FLOML . ..:;.. 1---------\_----r- \ (U ,._ ___________ ~.;;;,-4:.oc ____________ _. Project #: K-060710-4 ,St~tural •voncepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.6.32,7.3.30 Fax: 714.6.32.776.3 __ By: _AA. ·$/ -eN>· l;t.:{1'!i~-t:~ ~1;tf 14_l:rit 11-.r;:.~~- Project: KENDALL FLOR-AL Project 1:1: K-060710-4 By. AA Summary of Components Specifi~ations Connection Beam to Column Connection Live Load= 125 psf Dead Load= 18 psf Top of Deck= 239.3 in Column Fy= 46,000 psi Beam Fy= 50,000 psi Brace Fy= 36,00() psi Base Plate Fy= 36,000 psi It~m Column Interior Base Piate Perimeter Base Plate Corne·r Base Plate . Project: KENDALL FLORAL Configuration: Platform 65x90 36.0in 45 deg. KB Joist Knee Brace Column ~ Beam T 239.3 In Conceptual Elevation Seismic Design Criteria Ss= 1.177 51= 0.445 Fa= 1.029 Fv= 1.555 Sos= 0.808 501= 0.461 R= 3.500 Importance factor, Ip= 1.000 Site Class= D Seismic Design Category= D Seismic Design Method= ASD Frame Type= Steel OMRF .summary of-Coinponents Component TS12x1:2x5/16 Interior Column, TS12x12x3/16 Perim & Corner Columns 40 in x 20 in x 0.75 in thick (Centered Column) 20 in x 20 i.n x 0.75 in thick (Centered Column) 20 in x 20 in x 0.75 in thick (Centered Column) Anchor (4) 0.75 in diam x 4.75 in embedment HILT! !(WIKBOLTTZ wedge anchors per base with inspection Knee Brace Dbl L2.5x2.5x3/16 (Rise/Run=36 in min) Knee Brace Conn (2) 0,75 in diam Grade 5 Bolts per end Joist to Beam Conn L7x4x3/8 x 6"Long with (2) Q.75 in diam Grade 5 bolt Beam to Column Conn wr7x11 with (8) 0.75 in diam Grade 5 bolt (2 BOLTS WIDE, 4 BOLTS TALL) Joist see attached Beam ~ee attached Floor Deck 1-1/2" x 20 ga B deck w/ 3/4" Plywood attach w/#12 Tek@ 6" & 12" o.c. Interior Footing, Fl 9'-0" Sqr x 24" Thick w/ (8) #5 each way at bottom (2000 psf soil or better) Perimeter Footing 6'-6" Sqr x 24" Thick w/(8) #5 each way at bottom (2000 psf soil or better) Corner Footing 4'-6" Sqr x 24" Thick w/(8) #5 each way at bottom (2000 psf soil or better) Page 5 of~ Project #: K-060710-4 · ,st~tiral •-Uoncepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim. CA 928Q7 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: KENDALL FLORAL Projec;t #: K-060710-4 Seismic Forces Configuration: Platform 65x9o' Per ASCE 7-05 "Sec 12.8.1 Ss= 1.177 Sl= 0.445 V= Cs*W/1.4 Fa= 1.029 ---------·cs·=--Sos*-ZjR----------------------------------.J'e'Y=-1.S.Sa------ Sos= Fa * Ss * (2/3) = 0.8074 ASD Level Base Shear=Cs= [Sos * I/R]/1.4 = 0.1648 ASD = 0.2307 Strength Design V= 0.1648 * 49.25 psf = 8.12 psf Frame Loads Column Tributary Area Column Area-perim=Ap= 369 ft"2 Column Area-corner=Ac= 184 ft"2 Base Fixity= Pinned Base Vcol-i= Ai * V = 6,020 lb Vcol-p= 2,994 lb Vcol-c= 1,497 lb H (TOD)= 239.3 in hl= 185.0 in M= Veal* hl Vcol Summary of <;:olumn Loads Column type Trib Area Veal DL phi=LL Reduction= Interior 741 ft"2 6,020 lb 13,346Jb 1.0 Perimeter 369 ft"2 2,994 lb 6,638 lb 1.0 Corner 184 ft"2 1,497 lb 3,319 lb 1.0 Page lo of 42\ Sos= 0.808 So1= 0.461 Importance factor, Ip= 1.000 R= 3.500 Ip= 1.0 DL= 18 psf LL= 125 psf LL seismic contribution, phi= 0.25 Seismic Wgt=W= (DL +LL *phi) = 49.25 psf Elevation (Pinned Basel LL*phi M 92,678 lb 1,113,700 in-lb 46,097 lb 553,890 in-lb 23,048 lb 276,945 in-lb Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim;CA 92807 Tel: 714-632-7330 ' Title: Dsgnr: Project Desc.: Project Notes : ~1~]!:;§~~~fiiD~i(ij~iI,'.~:~r::tt:;~Wt1!~{~1~!/~ii~i~il¥k1:!Lt:{~if11i00' I, 11: • Description : JOIST J1, 25 FTBAY Job# Calculations per IBC 2006, CBC 2007, 13th AISC Analysis-Methe~ :-Allowable Stress Design· Fy :-Steel Yield; 50.0 ksi Beam Bracing : Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 -----iFst-BFase-starts-at-4.Q-ft-fr0m-beft-Most-Suppor.t-------------~-------------------- Regular spacing of lateral supports on lemgth of beam= 4.0 ft Span= 25.0 ft W14X22 Service loads entered. Load Factors will be applied for calculations. Lc;,ad for Span Number 1 Uniform Load: D = 0.0180, t = 0.1250 ksf, Tributary Width= 4.0 ft "<WJ.g~fglv$.fJ.MMtifiV:. ~~5-:; :0)l~i[l'~.·:;p;~::~~~\1,~\~:~;:;~:-'t~ Maximum Bending Stress Ratio = 0.542: 1 Section used for this span W14X22 Mu : Applied · 44.688 k-ft Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Mn/ Omega: Allowable 82.477 k-ft Load Combination +D+L +H Location of maximum on span 12.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+l,.r+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection '·------------- 0.768 in 0.000 in 0.878 in 0.000 in :.°" }M11Hlhu · "}Fore'es:i (sfr~~~-~rtofE6:iifeottt6i'ffiltfoWs! --. ·-·. -m. ~,. ... ,. .. __ ---··· --.. "·-· -..... " .. ,, ,,. "«". load Combination Max Stress Ratios Segment Length Span# M V Mmax+ Overall MAXimum Envelope Dsgn. L = 4.00ft 1 0.290 0.113 24.02 Dsgn. L = 4.00ft 1 0.470 0.077 38.90 Dsgn. L = 4.00ft 1 0.539 0.041 44.62 Dsgn. L= 4.00ft 1 0.542 0.032 44.69 Dsgn. L = 4:00ft 1 0.497 0,068 41.18 Dsgn. L= 4.00 ft 1 0.345 0.104 28.60 Dsgn. L= 1.00 ft 1 0.083 0.113 6.86 +D Dsgn. L= 4.00ft 1 0.037 0.014 3.02 Dsgn. L = 4.00ft 1 0.059 0.010 4.90 Dsgn. L = 400ft 1 0.068 0.005 5.62 Dsgn. L = 4.00ft 1 0,0€)8 0.004 5.63 Dsgn. L= 4.00ft 1 0.063 0.009 5.18 Dsgn. L= 4.00ft 1 0.043 0.013 3.60 Dsgn. L = 1.00ft 1 0.010 0.014 0.86 +D+L+H Dsgn. L = 4.00ft 1 0.290 0.113 24.02 Dsg;i. L = 4.00ft 1 0.470 0.077 38.90 Dsgn. L = 4.00ft 1 0.539 0.041 44.62 Dsgn. L = 4.00ft 1 0.542 0.032 44,69 Dsgn. L = 4.00ft 1 0.497 0.068 41.18 Dsgn. L = 4.00ft 1 0.345 0.104 28.60 Dsgn. L = 1.00 fl 1 0.083 0.113 6.86 +D+Lr+H Ratio= Ratio= Ratio= Ratio= Mmax- 24.02 38.90 41.18 28.60 6.86 302 4.90 5,18 3.60 0,86 24.02 38.90 41.18 28.60 6.86 Location of maximum on span Span # where maximum occurs 390 0 <360 341 0 <240 Summary of Moment Values Ma-Max Mnx Mnx/Omega Cb Rm 24.02 138.33 82.83 1.58 1.00 38.90 138,33 82.83 1.15 1.00 44.62 138.33 82.83 1.04 1.00 44.69 137.74 82.48 1.02 1.00 41.18 138.33 82.83 1.12 1.00 28.60 138.33 82.83 1.38 1.00 6.86 138:33 82.83 1.65 1.00 3.02 138.33 82.83 1.58 1.00 4.90 138.33 8283 1.15 1.00 5.62 138.33 82.83 1.04 1.00 5.63 137.74 82.48 1.02 1.00 5.18 138.33 82.83 1.12 1.00 3.60 138.33 82.83 1.38 1.00 0.86 138.33 82.83 1.65 1.00 24.02 138.33 82.83 1.58 1.00 38.90 138.33 82.83 1.15 1.00 44.62 138.33 82.83 1.04 1.00 44:69 137.74 82.48 1.02 1.00 41.18 138.33 82.83 1.12 1.00 28.60 138.33 82.83 1.38 1.00 7 of64'\ 138.33 82.83 1.65 1.00 Desi n OK 0.113: 1 W14X22 7.150 k 63.020 k +D+L+H 25.000 ft Span# 1 ----------------------------_______ ; Summary of Shear Values Va Max Vnx Vnx/Omega 7.15 94.53 63.02 4.86 94.53 63.02 2.57 94.53 63.02 2.00 94.53 63.02 4.29 94.53 63.02 6.58 94.53 63.02 7.15 94.53 63.02 0.90 94.53 63.02 0.61 94.53 63.02 0.32 94.53 63.02 025 94.53 63.02 0.54 94.53 63.02 0.83 94.53 63.02 0.90 94.53 63.02 7,15 94.53 63.02 4.86 94.53 63.02 2.57 94.53 63.02 2,00 94.53 63.02 4.29 94.53 63.02 6.58 94.53 63.02 715 94.53 63.02 Structural Concepts Engineering Inc 1200 N. ~efferson St, Ste F Anaheim, CA 92807 T~I: 714°632-7330 Title: Dsgnr: Project Desc.: Project Notes : [§t.)~lFij:~ifil'.·R,~!~:Qrf~d:;;~1:\:It~ti{f~JJ~l\l{i:i'?; I, II: ' Description : JOIST J1, 25 FT BAY -----------~ ----- Job# Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment-Length· · -· Span# M V Mmax+ ·· Mmax-·· Ma--Max · Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.00 ft 1 0.037 0.014 3.02 3.02 138.33 82.83 1 58 1.00 0.90 94.53 63.02 Dsgn. L = 4.00 ft 1 0.059 0:010 4.90 3.02 4.90 138.33 82.83 1.15 1.00 0.61 94.53 63.02 Dsgn. L = 4.00 ft 1 0.068 0.005 5.62 4.90 5.62 138.33 82.83 1.04 1.00 0.32 94.53 63.02 Dsgn. L= 4.00ft 1 0.068 0.004 5.63 5.18 5.63 137.74 82.48 1.02 1.00 0.25 94.53 63.02 Dsgn. L= 4.00ft 1 0.063 0.009 5.18 3.60 5.18 138.33 82.83 1.12 1.00 0.54 94.53 63.02 ----r,•sgn. L = •ttJ0-,._fl ___ ,_I --....... 0.0-43-0:01~'.,_ _ _,,,3:6fl------{J:86---S:6(')-1B8:33--82:83-1-:38-+.00--0:83-94:5-3--63,02-- Dsgn. L = 1.00 ft 1 0:010 0.014 0.86 0.86 138.33 82.83 1.65 1.00 0.90 94.53 63.02 +D+0.750Lr+0.750L +H Dsgn. L = 4.00 ft 1 0.227 0.089 18.77 Dsgn. L = 4.60 ft 1 0.367 0.060 30.40 Dsgn. L = 4.00 ft 1 0.421 0.032 34.87 Dsgn. L = 4.00 ft 1 0:423 0.025 34.92 Dsgn. L = 4.00 ft 1 0.389 0.053 32.18 Dsgn. L = 4.00 ft 1 0.270 0.082 22.35 Dsgn. L = 1.00 ft 1 0.065 0.089 5.36 ,t;t&v~tif@1~1ro0:6Io~r1tijf6nii;1JJraciji)iec1;:(1d~lS'.Zi¥~~;f~ 18.77 30.40 32.18 22.35 5.36 Load.Combination Span Max."-" Deft Location in Span D+L +Lr 1 0.8781 12.625 18.77 30.40 34.87 34.92 32.18 '22.35 5.36 138.33 138.33 138.33 137.74 138.33 138.33 138.33 Load Combination ?}V~Ht?~.i~!l~lictj~~n'i~U~(~~tQrid~~jit}t::;t.:i1??11~l81 Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAX1mum 7.150 7.150 D Only 0.900 0.900 L Only 6.250 6.250 D+L +S 7.150 7.150 D+L+l.r 7.150 7.150 ~::~siijell$~ctl6i{P.r~fi~.fti~'?,~t::w:i !ix~l~:IJ{Ji;?~It~:ff.?(-:1t~i Depth = 13.700 in · I xx -199.00 in•4 Web Thick 0.230 in S xx 29.00 in•3 Flange Width 5.000 in R xx 5.540 in Flange Thick 0.335 in ZX = 33.200 in•3 Area 6.490 in•2 I yy 7.000 in•4 Weight 22.092 plf S yy 2.800 in•3 Kdesign 0.735 in R yy 1040 in K 1 0.750 in Zy 4.390 in•3 rts 1.270 in rT 1.250 in Ycg 6.850 in 82.83 1.58 1.00 5.59 94.53 63.02 82.83 1.15 1.00 3.80 94.53 63.02 82.83 1.04 1.00 2.01 94.53 63.02 82.48 1.02 1.00 1.56 94.53 63.02 82.83 1.12 1 00 3.35 94.53 63.02 82.83 1.38 1.00 5.14 94.53 63.02 82.83 1.65 1.00 5.59 94.53 63.02 Max "+" Deft Location in Span J Cw Wno Sw Qf Qw 0.0000 Values in KIPS 0.208 in•4 314.00 in•6 16.700 in•2 7.000 in'4 5.340 in'3 16.100 in'3 0.000 ·:.··,:,:.··:· .. Structural Concepts Engineering Inc 12G0 N. J,efferson St, Ste F Anaheim, CA 92807 Tel: 7~4-632-7330 \~!i~t§,~:~hY:~~§li;Jittt1~E~:j~:Yi~·~ttt{[;flf~l. I, 11: ' De~gjpji~on~: __ J_O_IS_T_J~1,_~_F_T_B_A_Y_ Title: Job# Dsgnr: Project Desc.: Project Notes : i,r~:S:;~=#, '"'"''' '*"X'*' "'"°:""' """'.' "'"""": on<"' ,,c, C' ,,,; ,, . c,c,c o,.' 'V '. ,, ',,. '·'' ' . ' ,i,1::I;?AAir:jgf: .. 1ll~~fff:Tu1tf~'~!t!ii~iVl!Jlii!~~~iii"ff'.!,!ll~'~~· :'t /f ~f.1f /~{ :: :" :· .,.,: '.':_:-··· ·.·.·.:.;:_;' :·· .··., ::: •:·'..' :,:····.: :. ,:.: ,::··, :,:: :;:::;:.::· ::;·,·:::.:,::,·:·<':·:· :,:·:·:,::: ·-.. r,,::;:·, :-:·:·,:::-: ::·,•:_:,:-.;::"'':,:-::··:-::::::,,:·;::.:.:.;--·:·: :-,:•, ::: .. ,--:,:··:·::::;.::':::, ;':-·:: .. :,,: ·::,:•:::;.':: :,:.-::,:-;:::._ :··'·· : .. ,,,.:.:.:,:.: :,·.; ·,.,·.:-:-;: :· .. •.· ·.:: : . :; .. ·.: ·:: ;:·· . . . :-: .Q;$I1-----"1-~:-----lr----+-----t----t-------+----1----+-----+----!----+---c,;,&<!:_.---j {/i/W\J L-2~ Structural Concepts Engineering Inc 12QO N. Jefferson St, Ste F Anaheim,' CA 92807 Tfll: 714-632-7330 Description : JOIST J2, 15 FT BAY Title: Job# Dsgnr: Project Desc.: Project Notes : -----·---·---·-------~------.i...---------------·---------------··-·-··----··--· -----~----·-· --------·----· -· Calculations per IBC 2006, CBC 2007, 13th AISC Analysi~fMetliod·: Allowable Stress Design Fy·:·Steel Yield: ·-50.0 ksi Baam Bracing : Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 ·irst-Brace-starts-at-4:0ftfrom~l:eft=Mostst1ppo Regular spacing of lateral supports on length of beam = 4.0 ft Span·= 15.0 ft w1ox12 Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D =0.0,180, L = 0.1250 ksf, Tributary Width =4.0 ft Desi n OK ·,;·15~'$1<:li•rstJMM~RY.tt(>~l\?/,,:T~j':;::-':i}J,{?~:}~it -~~~------~------------~-------~ MBximum Benqing Stress Ratio = 0.538: 1 Maximum Shear Stress Ratio = Section used for this span W10X12 Section used for this span Mu: Applied 16.088 k-ft Vu: Applied Mn/ Omega: Allowable 29.899 k-ft Vn/Omega: Allowable Load Combination +D+L +H Load Combination Location of maximum on span 7 .500ft Location of maximum on span Span # where maximum occurs Span # 1 Span # wliere maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection 0.368 in Ratio·= 489 Max Upward L+Lr+S Deflection 0.000 in Ratio-= 0 <360 Max Downward Total Deflection 0.421 in Ratio= 427 Max Upward Total Deflection 0.000 in Ratio= 0 <240 t,MixfiflJ.,,::I=-ir~~r,tsir.es~;t)tot·t.oici'c6wre~~,wi11i: <• _, ._ M' ' '"" C ,_ •' _._, ' ,, .. > '<'< •, ><' , " '._ ' •o, ,,J,JI: _. < o, Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mfnax -Ma-Max Mnx MmdOmega Cb Rm Overall MAXimum Envelope [)sgn. L = 3.98ft 0.402 0.114 12.53 12.53 52.12 31.21 1.53 1.00 Dsgn. L = 3.98ft 0.538 0.054 16.09 12.53 16.09 49.93 29.90 1.05 1.00 Dsgn. L= 4.05ft 0,514 0.069 16.03 10.30 16.03 52.12 31.21 1.10 1.00 Dsgn. L = 3.00ft 0,330 0.114 10.30 10.30 52.12 31.21 1.56 1.00 +D Dsgn. L = 3.98 ft 0.051 0.014 1.58 1.58 52.12 3121 1.53 1.00 Dsgn. L = 3.98ft 0.068 0.007 2.03 1.58 2.03 49.93 29.90 1.05 1.00 Dsgn. L = 4.05ft 0.065 0.009 2.02 1.30 2.02 52.12 31.21 1.10 1.00 Dsgn. L= 3.00ft 0.042 0.014 1.30 1.30 52.12 31.21 1.56 1.00 +D+L+H Dsgn. L = 3.98 ft 0.402 0.114 12.53 12.53 52.12 31.21 1.53 1.00 Dsgn. l = · 3.98 ft 0.538 0.054 ' 16.09 12.53 16.09 49.93 29.90 1.05 1.00 Dsgn. L = 4.05ft 0.514 0.069 16.03 10.30 16.03 52.12 31.21 1.10 1.00 Dsgn. L = 3.00 ft 0.330 0.114 10.30 10.30 52.12 31.21 1.56 1.00 +O+Lr+H Dsgn. L = 3.98ft 0.051 0.014 1.58 1.58 52.12 31.21 1.53 1.00 Dsgn. L = 3.98ft 0.068 0:007 2.03 1.58 2.03 49.93 29.90 1.05 1.00 Dsgn. L= 4.05ft 0.065 0.009 2.02 1.30 2.02 52.12 31.21 1.10 1.00 Dsgn. L= 3.00ft 0.042 0.014 1.30 1.30 52.12 31.21 1.56 1.00 +0+0.750Lr+0.750L +H [)sgn. L = 3.98ft 0.314 0.089 9.79 9.79 52.12 31.21 1.53 1.00 Dsgn. L= 3.98ft 0.420 0.042 12.57 9.79 12.57 49.93 29.90 1.05 1.00 Dsgn. L = 4.05ft 0.401 0.054 12.53 8.05 12.53 52.12 31.21 1.10 1.00 Dsgn. L= 3.00ft 0.258 0.089 8.05 8.05 52.12 31.21 1.56 1.00 10 04:44 0.114: 1 W10X12 4.290 k 37.506 k +D+L+H 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 429 56.26 37.51 2.02 56.26 37.51 2.57 56.26 37.51 4.29 56.26 3751 0.54 56.26 37.51 0.25 56.26 37.51 0.32 56.26 37.51 0.54 56.26 37.51 4.29 5626 37.51 2.02 56.26 3751 257 56.26 37.51 4.29 56.26 37.51 0.54 56.26 37.51 0.25 56.26 37.51 0.32 56.26 37.51 0.54 56.26 37.51 3.35 56.26 37.51 1.58 56.26 37.51 2.01 56.26 37.51 3.35 56.26 37.51 Structurf,li'<'.:oncepts Engineering Inc 1200 M. Jefferson St, Ste F Anaheim; CA 92807 T@l: 714-632-7330 • IJescription : Title: Job# Dsgnr: Project Desc.: Project Notes : ·-·--------··----- Loaa·combinatioff -· .. · · Span · Max:":" Deft ·· · Location-in ·span Load Combination Max: "+" Deft · Location in Span D+L +Lr 1 0.4209 7.575 Load Combination · Support 1 Support 2 Overall MAXimum 4:290 4.290 D Only 0.540 0.540 L Only 3.750 3. 750 D+L +S 4.290 4.290 D+L +Lr 4.290 4.290 ./)$~~~j~$:~9t@f1P,f9p6"iii~~:~.~i~;;j@1_[itl1:~Js;\~c~:~~Y:~~~-J;;:f~'.fi Dept!> 9 870 in I xx Web Thick 0.190 in S xx Flange Width 3.960 in R xx Flange Thick 0.210 in Z:t. Area 3.540 inA2 I yy Weight 12.050 plf S yy Kdesign 0.510 in R yy K1 0.563 in Zy rts 0.983 in rT Ycg 4.935 in Support notation : Far left is #1 53.80 inA4 10.90 inA3 3.900 in 12.600 inA3 2.180 inA4 1.100 inA3 0 785 in 1.740 inA3 0.960 in J Cw Wno Sw Qf Qw 0.0000 0.000 Values in KIPS 0 055 mA4 50.90 inA6 9.560 inA2 1.990 inA4 1.910 jnA3 6.140 inA3 ::-;~s·.-:.: -:: ·. . =.; ·-: .. : . .: ... : ·-: > := .. ·: ·: ·:·:-· ·-=-.--::::: = · .. ·:=::·=:.:-,. .-::.~ ·:: :· .. :· t:; :. :~-:::=::-::=-::.-:.: ::-:::·: · .. :-::: .. ::._:::=-·:::.::~:=: : . .--:::: .. :·:-::.-=·:._.; =·: ::-·:-=:::=: .-. -:= :·:·.-·. -=·.: :;:-::-.:·: -·=:= ::~. :-:.::.::_.::_::.=:: :::·::.-=·:· =·: == =.:. :=· -=· : = ;=·. =. : .. -. . . ··-· ·-·. = .. -· = · .... ··:: :-/::.::·}/};,:, ·::·., ,• ~hl&':1----+----::;::,..f==--='"""'9------,------,f-----l----+---+----t-----f::::..""-'.::--~-.;::----lf-----l ··1 · ~-: ·::·:::?Jt:~:-/ _;_.-: .. · •-.:-· _ .. ·: .. -:\a~A~i:!;:·~ · .. :-:::· :,.: :-: : ,. '· .: ,.: :, :.-, ... :.,.: :-:_.::--..-,·::-'" ·. :·::. ·::,,-:' :. : ·:::':-::.-::·· · ,:,: ,::: -::,·::-:.: ·: :·:··.;: :.:::"::·> ::,:;.,.-:·-:, '·· ·:'"!·-" :'"-·:.:::·,:<:. ·::, .·:.,:::.:,,:. :-··:·:.:;,:-·. ·;-:, •. :.,;,: ,.-:,-.. ,;::·:,. _: :, ... , :;:· .. : .,·, .• ·:·;. ·,_.. :···-: :, .. ·. :-: .. :-: · ... :: •. ;ltii~f-------+----jC::,,,,._c:::,,.....,,--j-----+----+---'-+------+----i----i----+----:;:;..C::,,,.."F-----+----1 ~~;~~~?~.-~-~· Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim,'cA 92807 Tel: 714-632-7330 Title: Job# Dsgnr: Project Desc.: Project Notes : l;)escri""pt'-"io=n..,_: __ B_E_A_M_D_E_TA_IL_3_B..,_, I_N_TE_R_IO_R_B_E_A_M_C_3-_D3 _____________________________ -----------_____________ _. _________ ---------_ Calculations per !BC 2006, CBC 2007, 13th AISC Ar.alysiifiMernoa :·A11owa51e·stressDesign -·-----· - Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Load Combination 2006 I BC & ASCE 7-05 "V,}._ '!&f"'".-,,.~' ':,.'>."'"f:>.'"'...,... "''~N,)' cr\:" ~ w,:-..,~~ ~"'1Sr~N'..-'""~'">").."'','._t'' •""~ -t,-.-""".!:'l!'Y"f'.i'.<':1{0-,.,.,.... ~ ~:~{,-Q_gf~t~Q~i~~IT9~,i~·:;(~~~;::/t;):*fl~/i~1~?f~~f1~fit~:;1¾ F 1rst Brace starts at <rcnnrom teft=Mo""shmpp Regular spacing of lateral supports on length of beam = 4.0 ft Span= 29.0ft W21X83 ·Fy :·steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0180, L = 0.1250 ksf, Tributary Width= 25.0 ft -iJJesttiflJu1wlr1)f#.}L,::·.Ji-:-=r:~ :~;;:\-\~?:;;~ 2:;{\~;:]~Ii1m Maximum Bending Stress Ratio = 0.769: 1 Section used for this span W21X83 Mu : Applied 375.$22 k-ft Mn/ Omega : Allowable 489. 022 k-ft Load Combination +D+L +H Location-of maximum on span 14.500ft Span # where maximum occurs Span # 1 Maximum Deflection Maximum Shear Stress Ratio = Section used for this span Vu :Applied Vn/Omega : Allowable Load Combination Location-of maximum on span Span# where maximum occurs 0.945 in Ratio= 368 Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio= 1.081 in Ratio= 0.000 in Ratio= 0 <360 322 0 <240 Desi n OK 0.235: 1 W21X83 51.838 k 220.42 k +D+L+H 29.000 ft Span# 1 I -----·-------------------------------•• J :;:~ili~Iinf'UntFor.E.~i:&'."tl~isenortoa,FtorKai~~6tli: "·,, > ,., ~' -~------" ,_ • <.: _.,.,, -""' ,.:,, "'" ',. -., .,_ <' ,,........ ~ ,,, ) Load Combination Max Stress Ratios I Summary of Moment Values Summary of Shear Values Segment Length Span# M i/ Mmax+ Minax-Ma-Max Mnx MmdOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsg~. L= 3.92ft 1 0.359 0.235 175.55 175.55 816 67 489.02 1.64 1.00 51.84 330.63 220.42 Dsgn. L = 4.06 ft 1 0.613 0.172 299.72 175.55 299.72 816.67 489.02 1.18 1.00 Dsgn. L= 3.92ft 1 0.744 0.106 363.65 299.72 363.65 816.67 489.02 1.06 1.00 37 84 330.63 220.42 23.33 330.63 220.42 Dsgn. L = 4.06ft 1 0.769 0.042 375.82 363.65 375.82 816.67 489.02 1.00 1.00 Dsgn, L = 3,92ft 1 0.761 0.087 372.06 324.37 372.06 816.67 489.02 1.04 1.00 Dsgn. L = 4.06ft 1 0.663 0.153 324.37 217.04 324.37 816.67 489.02 1.13 1.00 9.33 330.63 220.42 19.18 33063 220.42 33.69 330.63 220.42 Dsgn. L= 4.06ft 1 0:444 0.219 217.04 50.77 217.04 816.67 489.02 1.40 1.00 48.21 330.63 220.42 Dsgn. L = 1.02 ft 1 0.104 0.235 50.77 50.77 816.67 489.02 1.51 1.00 5184 330.63 220.42 +D Dsgn. L = 3.92ft 1 0.045 0.030 22.10 22.10 816.67 489.02 1,64 1.00 6.53 330.63 220.42 Dsgn. L = 4.06ft 1 0.077 0.022 37.73 22.10 37.73 816.67 489,02 1.18 1.00 4.76 330.63 220.42 Dsgn. L = 3.92 ft 1 0,094 0.013 45.77 37.73 45.77 816.67 489.02 1,06 1.00 2.94 330.63 220.42 Dsgn. L = 4.06 ft 1 0.097 0.005 47.31 45.77 47.31 816.67 489.02 1.00 1.00 1.17 330.63 220.42 Dsgn. L= 3.92ft 1 0.096 0.011 46.83 40.83 46.83 816.67 489.02 1.04 1.00 2.41 330.63 220.42 Dsgn. L = 4.06ft 1 0.083 0.019 40.83 27.32 40.83 816.67 489.02 1.13 1 00 4.24 33063 220.42 Dsgn. L = 4.06ft 1 b.056 0.028 27.32 6.39 27.32 816.67 489.02 1.40 1.00 6.07 330.63 220.42 Dsgn. L= 1.02 ft 1 0.013 0.030 6.39 6.39 816.67 489 02 1.51 1.00 6.53 330.63 220 42 +D+L+H Dsgn. L= 3.92ft 1 0.359 0.235 175.55 175.55 816.67 489.02 1.64 1.00 51.84 330.63 220.42 Dsgn. L= 4.06ft 1 0.613 0.172 299.72 175-.55 299.72 816.67 489.02 1.18 1.00 37.84 330.63 220.42 Dsgn. L = 3.92 ft 1 0.744 0.106 363.65 299.72 363.65 816.67 489.02 1.06 1.00 Dsgn. L = 4.06 ft 1 0.769 0.042 375.82 363.65 375.82 816.67 489.02 1.00 1.00 23.33 330.63 220.42 9.33 330.63 220.42 Dsgn. L = 3.92 ft 1 0.761 0:087 372.06 324.37 372.06 816.67 489.02 1.04 1.00 19.18 330.63 220.42 Dsgn. L = 4.06ft 1 0.663 0.153 324.37 217.04 12. ~ ~ 816.67 489.02 1.13 1.00 33.69 330.63 220.42 Structural Concepts Engineering Inc 1200 N: Jefferson St, Ste f Anaheim,°CA 92807 Tel: 714-632-7330 Title: Job# Dsgnr: Project Desc.: Project Notes : Description: BEAM DETAIL 3B, INTERIOR BEAM C3-D3 __ _ -------------------------·-------------· ----------· ·----·-------------· --------------- Load Combination Max Stress Ratios. Summary of Momeni Values Summary of Shear Values · Segmenttength · · Span# · M V---·Mniax+ -Mmax -.. Ma -Max----Mnx -Mnx/Omega Cb . Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.06 fl Dsgn. L = 1.02 fl +D+Lr+H 0.444 0.219 0.104 0.235 217.04 50.77 50.77 217.04 816.67 489.02 1.40 1.00 50.77 816.67 489.02 1 51 1.00 48.21 51.84 330.63 220.42 330.63 220.42 Dsgn. L= 3.92ft 1 0.045 0.030 22.10 22.10 816.67 489.02 1.64 1.00 6.53 330.63 220.42 Dsgn. L = 4.06 fl 1 0.077 0.022 37.73 22.10 37.73 816.67 489.02 1.18 1.00 4.76 330.63 220.42 Dsgn. L = 3.9:!ffcr----'-.· 1-1 --.o:09it-o:01~45-:-,7----'3r.73--45:'l=r---816.& 489.02 1.06 1.00 2:94---B30:63--4-20:42-- Dsgn. L = 4.06 fl 1 0.097 0.005 47.31 45.77 47.31 816.67 489.02 1.00 1.00 1.17 330.63 220.42 Dsgn. L = 3.92 fl 1 0.096 0.011 46.83 40.83 46.83 816.67 489.02 1.04 1.00 2.41 330.63 220.42 Dsgn. L = 4.06 fl 1 0.083 0.019 40.83 27.32 40:83 816.67 489.02 1.13 1.00 4.24 330.63 220.42 Dsgn. L = 4.06 fl 1 0.056 6.028 27.32 6.39 27.32 816.67 489.02 1.40 1.00 6 07 330.63 220.42 Dsgn. L = 1.02 fl 1 0.013 0.030 6'39 6.39 816.67 489.02 1.51 1.00 6.53 330.63 220.42 +D+0.750Lr+0.750L +H Dsgn. L = 3.92 fl 1 0.281 0.184 137.18 Dsgn. L= 4.06ft 1 0.479 0.134 234.22 Dsgn. L = 3.94 fl 1 0.581 0.083 284.18 Dsgn. L = 4.06 fl 1 0.601 0.033 293.69 Dsgn. L = 3.92 fl 1 0.595 0.068 290.76 Dsgn. L= 4.06ft 1 0.518 0.119 253.49 Dsgn. L = 4.06 fl 1 0.347 0.171 169.61 Dsgn. L = 1.02 fl 1 0.081 0.184 39.68 137.18 234.22 284.18 253.49 169.61 39.68 -~1'.Q~~-~m_0faWn.mm:·~-,~~11~J.~'~,!U-61W.~t9.t~1t:!f:i~a~'1~i\\~~1i~~rt 137.18 816.67 234.22 816.67 284.18 816.67 293.69 816.67 290.76 816.67 253.49 816.67 169.61 816.67 39.68 816.67 Load Combination Span Max."." Deft Location in Span Load Combination D+L+Lr 1 1.0806 14;645 -~_,;v~'.r\i~aJ.1R~~~tic:>t)~'t!-R(fA~~-o:~~'.;~,T:;J,,:l'·:···,·~.,~:;.,.::::=:J/i;;~-~ Support notation: Far left is #1 Loc:id Combination Support 1 Support 2 Overall MAXimum 51.838 51.838 D Only 6.525 6.q25 L Only 45.313 45.313 D+L +S 51.838 51.838 ~~ ~D ~D J-:ts1~1E~~~ti.9JJ>roI,i'f{t~~ ~ ·t;::Il~Wj~~~l~i i§t~ rilt0:;~-r1~}1 Deptn 21. 400 in I xx - Web Thick 0.515 in S xx Flange Width 8.360 in R xx ~~fud Qe~ ~ Area 24.300 inA2 I yy Weight 82.717 plf S yy Kdesign 1.340 in R yy K1 0.875 in Zy rts 2.210 in rT Ycg = 10.700 in 1,830.00 inA4 171:00 inA3 8.670 in 196.000 inA3 81.400 inA4 19.500 inA3 1.830 in 30.500 inA3 2.150 in \? of t.\4 489.02 489.02 489.02 489.02 489.02 489.02 489.02 489.02 J Cw Wno Sw Qf CNi 1.64 1.00 40.51 330.63 220.42 1.18 1.00 29.57 330.63 220.42 1.06 1.00 18.23 33063 220 42 1.00 1.00 7.29 330.63 220.42 1.04 1.00 14.99 330.63 220.42 1.13 1.00 26.33 330.63 220.42 1.40 1.00 37.67 330.63 220.42 1.51 1.00 40.51 330.63 220.42 Max.-"+" Deft Location in Span 0.0000 Values in KIPS 4.340 inA4 8.630.QO inA6 43.000 inA2 75.000 inA4 33 700 inA3 96 800 inA3 0.000 ---~.-::-::,;:;·:-·:--:-:-:-::-.-:_.. .,: -.. :._ ::::-··• . . ··-... Structural Concepts Engineering Inc 12(')0 N. J,efferson St, Ste F Anaheim, CA 92807 T~I: 714-632-7330 ,:,:§1~\~f:l~ImJ1~iit[tJ::\{;_::)'.?{~::}::~~}::i~,~~~JJi}~t111:t~W&t 1,11: ' Title: Job# Dsgnr: Project Desc.: Project Notes : . D.es.cripJLQn.: BEAM DETAIL 3B, INTERIOR BEAM C3-D3 -------------------------_ -----·----------· _ ....... ~~if~~==~'•: '"'"'"'' '"'**"'""''" '"'""''"°"'""'sw,c,~ '"''"' '~"''' " ',,,, .· ·. · ... ·. .. ,,, C· BEAM;.::-?.·;; ·)}_::: ·:;:-;}\JZ: ll1iil11Mltlli1!~@,fliillBfiilfJi&iil~t~ii~~: Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anahe:ni, CA 92807 Tel: 714-632-7330 1\t?fi~Ji§.itm1t?~!g_nt~~1;~\!t)1i:;~~~1iif1:;i~11u1r I , II: • Title: Job# Dsgnr: Project Desc.: Project Notes : . . -------. ~-------------------· --- · Analysts Method :Allowable Stress Design ------· --· · Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 First Brace starts at 4.0 ft from Left-Mosf-support Regular spacing of lateral supports on length of beam= 4.0 ft .- Calculations per lBC 2006, CBC 2007, 13th AlSC Fy:Steel'Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Span= 29.0ft W21X48 Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0180, L = 0.1250 ksf, Tributary Width= 12.380 ft ::12ftJ.L<1FfsJJ:'MMAeYF;Z;{f~1f -~:srJ:(:r{1t{~f?Jt/~r?1 Oesi n OK I Maximum Bending Stress Ratio = 0.703: 1 Maximum Shear Stress Ratio = 0.178:1 1 Section used for this span W21X48 Mu : Applied 186.107 k-ft Mn/ Omega : Allowable 264. 771 k-ft Load Combination +D+L +H Location of maximum on span 14.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.893 in Ratio= Max Upward L +Lr+S Deflection 0.000 in Ratio= Max Downward Total Deflection 1.021 in Ratio= Max Upward Total Deflection 0.000 in Ratio= ·-· iiJJl~ltrtui'rt:Jfiirces1&':'sfreiie~ibr rloiif eoftl'bi'ii~librt~~ , "" -, "" Y ·~-~, • ,,,, , • •, , « , -'•< '•" ,• , ,,. • ~-~-, , • '•'"''~ ,>.v> .,, >~ Load Combination Max Stress R9tios Segment Length Span# M V Mmax+ Mmax- Overall-MAXimum Envelope Dsgn. L = 3.92ft 0.328 0.178 86.93 Dsgn. L= 4.06ft 0.561 0.130 148.42 86.93 Dsgn. L= 3.92ft 0.680 0.080 180.08 148.42 Dsgn. L = 4.06ft 0.703 0.032 186.11 180.08 Dsgn. L= 3.92ft 0.696 0:066 184.25 160.63 Dsgn. L= 4.06ft 0:607 0.116 160.63 107.48 Dsgn. L= 4.06-ft 0.406 0.166 107.48 25.14 Dsgn. L = 1.02 ft 0.095 0.178 25.14 +D Dsgn. L = 392ft 1 0.041 0.022 10.94 Dsgn. !..= 4.06.ft 1 0.071 0.016 18.68 10.94 Dsgn. L = 3.92ft 1 0.086 0.010 22.67 18.68 Dsgn, L= 4.06ft 1 0.088 0.004 23.43 22.67 Dsgn. L = 3.92ft 1 0.088 0.008 23.19 20.22 Dsgn. L = 4.06ft 1 0.076 0.015 20.22 13.53 Dsgn. L = 4.06ft 1 0.051 0.021 13.53 3.16 Dsgn. L = 1.02 ft 1 0.012 0.022 3.16 +D+L+H Dsgn. L = 3.92fl 0.328 0.178 86.93 Dsgn. L = 4.06 ft 0.561 0.130 148.42 86.93 Dsgn. L = 3.92 fl 0.680 0.080 180.08 148.42 Dsgn. L = 4.06 fl 0.703 0.032 186.11 180.08. Dsgn. L = 3.92ft 0.696 0.066 184.25 160.63 Dsgn. L= 4.06 fl 0.607 0.116 160.63 107.48 Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 389 0 <360 340 0 <240 Summary of Moment Values Ma-Max Mnx Mnx/Omega Cb Rm 86.93 442.17 264.77 1.64 1.00 148.42 442.17 264.77 1.18 1.00 180.08 442.17 264.77 1.06 1.00 186.11 442.17 264.77 1.00 1.00 184.25 442.17 264.77 1 04 1.00 160.63 442.17 264.77 1.13 1.00 107.48 44217 264.77 1.40 1.00 25.14 442.17 264.77 1.51 1.00 10.94 442.17 264.77 1.64 1.00 18.68 442.17 264.77 1.18 1.00 22.67 442.17 264.77 1.06 1.00 23.43 442.17 264.77 1.00 1.00 23.19 442.17 264.77 1.04 1.00 20.22 442.17 264.77 1.13 1.00 13.53 442.17 264.77 1.40 1.00 3.16 442.17 264.77 1.51 1.00 86.93 442.17 264.77 1.64 1.00 148.42 442.17 264.77 1.18 1.00 180.08 442.17 264.77 1.06 1.00 186.11 442.17 264.77 1.00 1.00 184.25 442.17 264.77 1.04 1.00 160.63 "\4442.17 264.77 1.13 1.00 ,~ o-t: W21X48 25.670 k 144.20 k +D+L+H 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 25.67 216 30 144 20 18.74 216.30 144.20 11.55 216.30 144.20 4.62 216 30 144.20 9.50 216.30 144.20 16.69 216.30 144.20 23 87 216.30 144.20 25 67 216.30 144.20 3.23 216.30 144.20 2.36 216.30 144.20 1.45 216.30 144.20 0 58 216.30 144.20 1.20 216.30 144.20 2.10 216.30 144.20 3.00 216.30 144 20 3.23 216.30 144.20 25.67 216.30 144.20 18 74 216.30 144.20 11.55 216.30 144.20 4.62 216.30 144.20 9.50 216.30 144.20 16.69 216.30 14420 Structural Concepts Engineering Inc 1200 N. J{:)fferson St, Ste F Anaheim, CA 92807 T~l: 714-632-7330 Title: Dsgnr: Project Desc.: Project Note$ : i:$t.ii1iijJt~fil:Rf~t~rf/.jf }1j;;.:{;~{(:\;Ilti:if!i::iJlli~~~f~~~~~~~i I, II: ' Load Combination -SegmenfLength • · Dsgn. L = 4.06 ft Dsgn. L = 1.02 ft +D+Lr+H Span-# 1 1. Max Stress Ratios · M · V ... 0.406 0.166 0.095 Q.178 Mmax+--·· 107.48 25.14 Summary of Moment Va!ues Mrilax -· Ma --Max --Mnx · · Mrn<!Omega Cb Rm 25.14 107.48 442.17 264.77 1.40 1.00 25.14 442:17 264.77 1.51 1.00 Job# Summary of Shear Values Va Max 23.87 25.67 Vnx Vnx/Omega . 216.30 144.20 216 30 144.20 Dsgn. L= 3.92ft 0.041 0.022 10:94 10.94 442.17 264.77 1.64 1.00 3.23 216.30 144.20 Dsgn. L= 4.06ft 0.071 0.016 18.68 10.94 18.68 442.17 264.77 1.18 1.00 2.36 216.30 144.20 Dsgn. L= 3_9z-u-----...----.o:om,--0:01o-22:6/--18:68-:22:6'7 442:1'!'----:264.H 1.06-1.00 1.45 216:30---144:-20-- Dsgn. L= 4.06ft 0.088 0.004 23.43 22.67 23.43 442.17 264.77 1.00 1.00 0.58 216.30 144.20 Dsgn.L= 3.92ft 0.088 0.008 23.19 20.22 23.19 442.17 264.77 1.04 1.00 1.20 216.30 144.20 Dsgn.L= 4.06ft 0.076 O.G15 20.22 13.53 20.22 442.17 264.77 1.13 1.00 2.10 216.30 144.20 Dsgn. L = 4.06 ft 0.051 0.021 13.53 3.16 13.53 442.17 264.77 1.40 1.00 3.00 216.30 144.20 Dsgn. L= 1.02ft 0.012 0.022 3.16 3.16 442.17 264.77 1.51 1.00 3.23 216.30 144.20 +D+0.750Lr+0.750L +H Dsgn. L = 3.92 ft 1 0.257 0.139 67.93 Dsgn. L= 406ft: 1 0.438 0.102 115.99 Dsgn. L = 3,92 ft 1 · 0.531 0.063 140.72 Dsgn. L = 4.06 ft 1 0.549 0.025 145.44 Dsgn. L = 3 92 ft 1 0.544 0.051 143.98 Dscj~. L = 4.06 ft 1 0.474 0.090 125.53 Dsgn. L = 4.06 ft 1 0.317 0.129 83.99 Dsgn. L = 1.02 ft 1 0.074 0.139 19.65 67.93 115.99 140.72 125.53 83.99 19.65 t<'.b~er~.ll'!M)tiJoo~fiiJi~,t~gtj9.ni·~uot~-at.&.tiltQ~dir;;(f:~~'it~?J1 67.93 442.17 115.99 442.17 140.72 442.17 145.44 442.17 143.98 442.17 12p.53 442.17 83.99 442.17 19.65 442.17 Load Combination Span Max. "." Defl Location in Span Load Combination D+L+Lr 1 1.0211 14.645 :;\V.~rtl~~l'J~Jj~f,~b:~-fOrtt~atc,'ri<C}'f?;'::\ '?'.rr1-:-x,~~f."{! Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 25.670 25.670 D Only 3.231 3.231 L Only 22.439 22.439 D+L +S 25.670 25.670 D+L +Lr 25.670 25.670 f;;:$}[~(Seqtil?b:Pfop~_rtie:~'.:r~ ~;)Wilt1f{St:'it\t;~::;tJf?~~t Depth 20.600 in I xx -959.00 inA4 Web Thick 0.350 in Sxx 93 00 inA3 Flange Width 8.140 in R xx 8.240 in Flange Thick 0.430 in Zx = 107.000 inA3 Area 14.100 inA2 I yy 38.700 inA4 Weigbt 47.996 plf S yy = 9.520 inA3 Kdesign 0.930 in R yy 1.660 in K1 =-0.813 in Zy 14.900 inA3 rts 2.050 in rT 1.580 in Ycg 10.300 in· . \lo of 44 264.77 1.64 1.00 20.06 216.30 144.20 264.77 1.18 1.00 14.64 216.30 144.20 264.77 1.06 1.00 9.03 216.30 144.20 264.77 1.00 1.00 3.61 216.30 144.20 264.77 1.04 1.00 7.42 216.30 144.20 264.77 1.13 1.00 13.04 216.30 144.20 264.77 1.40 1.00 18.66 216.30 144.20 264.77 1.51 1.00 20.06 216.30 144.20 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS J 0.803 inA4 Cw 3.950.00 inA6 Wno 41.000 inA2 Sw 35.900 inA4 Qf 16.900 inA3 Qw 52,300 inA3 Structl!ral Concepts Engineering Inc 1200 N. J~fferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 ;;:~W~jI~i!1f jr-6{R~!ia'.ttt'}t;}~jliJ1;fi,'itt~~Ji\t:i1Jit~r!I: I, t I: ' Title: Dsgnr: Project Desc.: Project Notes : Job# .. · .... ' .. ··. '20.a •. . :-· .···. : .· •. :2a,es. •. ·. ··:.·, ... ,St~tt:Jral ·Voncepts . . Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: KENDALL FLORAL Framing Connection Configuration: Platform 65x90 Joist to Beam Connection Check typical attachment of joist to beam per 9th Edition AISI ASD Manual, pg 4-1 to 4-6 Joist Lengt=L= 25.00 ft Trib Width=T= 4.00 ft Bolt Diam= 0.750 in # Bolt=N= 2 FY= 21,000 psi Fu-steel= 58,000 psi t-min= 0.188 in lcheckSingle Angle Connection See AISI ASD 4-83 Angle= L7x4x3/8 x 6"Long Pallow= C * rv n= 2 DL= 18 psf LL= 125,psf w= (DL+LL)*T = 572 lb/ft Shear Capacity= Bolt Area * N * FY = 18,555 lb 39% OK Bearing Capacity= Bolt Diam * t-min * Fu * 1.2 * N = 19,575 lb 37% OK p Shear= w*L/2 = 7,150 lb 7x4x3/8 x 6"Long C= 1.02 rv= 9,278 lb P= 7,150 lb (allowable capacity per bolt) Pallow= 9,463 lb e= 5.00 in P*e= 35,750 in-lb OK (2) Bolt Joist Connection Sangle= [tp*dA2/6] -[bA2*n*(nA2-l)*(tp*(bolt diam+ 0.125)]/(6d) = 1.758 inA3 Bolt Diam= 0.750 in tp=Angle Thickness= 0.375 in d=Angle Vert. Dim= 6.00 in b=Fastener Vert Spcg= 3.00 in Mcap= Splate * 0.6 * 36 ksi = 37,969 in-lb OK Beam to Column Connection . . . n=# fasteners= 2 Check typical attachment of beam to column per 9th Edition AISI ASD Manual, pg 4-1 to 4-6 Beam Lengt=L= 30.00 ft -Trib Width=T= 25.00 ft Bolt Diam= 0.750 in # Bcilt=N= 8 FY= 21,000 psi Fu-steel= 58,000 psi t-min= 0.188 in DL= 18 psf LL= 125 psf w= (DL+LL)*T = 3,575 lb/ft Shear Capacity= Bolt Area * N * FY = 74,220 lb 72% OK Bearing Capacity= Bolt Diam * t-min * Fu * 1.2 * N = 78,300 lb 68% OK Shear= w*L/2 = 53,625 lb Project J:i: K-060710-4 Structural ·Concepts ~--- ngineering 1200 N. Jefferson Ste, Ste f Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 --------------------·-------·------------·--------------------·-···------By: Project: KENDALL FLOl<.AL Project #: K--060710--4 "B" Deck a-Diapnragm capacity · · ~ · · Static Loads Double span condition, 1' wide trib width typical beck Type= 20 ga B Deck Deck Span=Ld= 4.0 ft Fy= 38,000 psi DL= 18.0 psf LL= 125.0 psf Bending Capacity Mpos= Mneg= Deflection Capacity 0.07 * w * LdA2= 0.125 * w * LdA2= Defl= 0.0092 * w * (Ld)A4/(E*I) = 0.09 in Diaphragm Forces Deck Type= 20 ga B Deck Diaphragm Fp= 0.4 * Sds * Ip * 41.25 psf/1.4 = 9.52 psf Rn= Fp * B * L/2 = 3,571 lb Vn= Re/B = 142.8 lb/ft Max Diaph Shear= 142.8 lb/ft Trib Width= 1.0 ft W={DL+LL)*Trib width= 143.0 lb/ft Ix= 0.220 inA4 Spos= 0.235 inA3 Sneg= 0.246 inA3 l;;::,,~~ll=iilllllllllllllll:11~111111111111111 2S 1,922 in-lb 3,432 in-lb Mallow=0.6*Fy*Spos= 5,358 in-lb Mallow=0.6*Fy*Sneg= 5,609 in-lb OK OK Span=L= 30.00 ft B= 25.00 ft Sds= 0.808 Defl-allow= Ld/360 = 0.14 in I= 1.000 W=(LL/4+DL) 41.25 psf Re= Fp * B * L/2 = 3,'571 lb Ve= Re/L = 119.0 lb/ft AllowableShear= 341.0 lb/ft OK ICC ER3056 Page \1of 4L\ OK Vn t. L-•t+ Rn Diaphragm Forces ,s"'t"ral · oncepts Engineering 1200 .N . .Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA Project: KENDALL FLORAL Column Section Loads Configuration: Platfor.m. 65:x90 Section= TS12x12x5/16 Area= 14.40Trr2----------------------cc.y= <lo,O0O-ps1 Ix= 324.00 inl'4 Iy= 324.00 inA4 Kx= 1.2 Sx= 54.00 inA3 Sy= 54.00 inA3 Ky= 1.2 rx= 4.75 in ry= 4.75 in Lx= 239 in Stress Increase= 1.33 Pmax= 106,024 lb Mmax= 1,113,700 in-lb Ly= 239 in Cm= 1.00 Project #: K-060710-4 D (kl/r)x = (1.2*239.25 in/ 4.75 in) = 60.44 (kl/r)y = (1.2*239.25 in/4.75 in) = 60.44 (kl/r)max= 60.44 Cc= (2nA2E/Fy)A0.5 = 111.6 (KL/r)max < Cc, Eqtn E2-1 Applies Fa = [1-((kl/r)A2/2CcA2)]Fy 5/3 + 3(kl/r)/8Cc -(kl/r)A3/8CcA3 = 21,215 PSI fbx= M/S = 20,624psi F'ex= (12*nA2*E)/(23*(KL/r)A2) = 40,876 psi (1-fa/F'e)= 0.82 Fbx= 0.6*Fy = 27,600 psi fb/Fb= 0.75 (Hl-1): (Hl-,2): fa/Fa + Cm*fbx/[Fbx * (1-fa/F'ex)] = fa/0.6Fy + fb/Fb = Page 1.. U of 4£\ 1.26 1.01 fa= P/ARE.A = 7,363 psi fa/Fa= 0.35 <= 1.33 OK <= 1.33 OK > 0.15 ,St~tural ·Voncepts -'Engineering 1200 N . .Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 _ Project; KEND~L.L .fl,,QJ<t':,L _ Br~c~ __ ______ Conf_igurati?!1:_ ~l~tfoi:_m 6~~?0 _ V= 3,010 lb/Brace Knee Brace= Dbl L2.5x2.5x3/16 Area =Agross= 1.430 inA2 r = 0.840 in x= 36;0 in V -. y Project #: K-060710-4 y= 36.0 in tmin= 0.1875 in Fy= 36,000 psi Fu= 58,000 psi K= 1.0 W=Omega= 3.0 Diag Length=z= 50.9 in JI Knee Brace Check Brace Compression P= V*z/x = 4,256 lb (K * L/r) = (1 *36 in/0.84 in) = 60.60 Cc= (2nA2E/Fy)A0.5 = 126.1 Fa= [1-((kl/r)A2/2CcA2)]Fy * 1.33 5/3 + 3(kl/r)/8Cc -(kl/r)A3/8CcA3 = 16,826 psi fa= P/Agross = 2,976 psi fa/Fa= 0.177 Check Brace Connection OK Bolt Shear Cap= Bolt Area * Fv * 1.33 * N/W = 8,226 lb OK Bolt Bearing Cap= Bolt Diam* tmin * 1.2 *Fu* 1.33 * N/W = 8,678 lb OK Stress= 0.520 OK Check Brace Tension Tallow!= Agross * 0.6 * Fy * 1.33 = 41,081 lb OK Anet= Agross -Hole Area = 1.278 inA2 Tallow2= 0.5 * Fu * Anet* 1.33 = 49,2921b OK Bolt Diam= 0.750 in # Bolts=N= 2 Fv= 21,000 psi Page ,z..\ of if'\ Elevation St~ttiral .voncepts Engineering 1200 N . ..Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA Project: KENDALL FLORAL Project 1:1: K-060710-4 Base Plate (Interior Column) Configuration: Platform 65x90 Section Width=W = 20.00 in -pth=D=:20:00in Column Width=b = 12.00 in L = 4.00 in Plate Thickness=t = 0.750 in Bolt Edge Dist=e= 1.0071in.,----------------,l----a/'--l--\c,~P"+--------= 9:00 In Anchor c.c. =2*a=d = 18.00 in Mb N=# Anchor/Base= 4 Down Aisle Loads P = 106,024 lb Axial Bearing stress=fa = P/ A= P/(D*W) = 265 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = o.o psi Moment Stress=fbl = fb-fb2 = 0.0 psi Anchor M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L "2 = O in-lb S-plate = (1)(tA2)/6 = 0.094 in"3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0,84 OK Tanchor = (Mb-(P*0.9)(a))/[(cl)*N/2] = -23,855 lb No Tension Check ( 4) HILTI KWIKBOLT TZ anchor(s) per base plate, Special inspection is required per I.C.C. #ESR 1917. Phi= 1 Pullout Capacity=Tcap= 3;900 lb Shear Capacjty=Vcap= 6,313 lb Tcap*Phi*Spcg= 3,900 lb Vcap*Phi*Spcg= 6,313 lb Fy = 36,000 psi Mb= 0 in-lb Ml= wL"2/2= fa*LA2/2 = 2,120 in-lb Moment Stress=fb2 = 2 * fb * L/W = o.o psi M2= fbl *LA2)/2 = O in-lb Mtotal = M1+M2+M3 = 2,120 in-lb/in Fb = 0.75*Fy*l.0 = 27,000 psi Tallow= 3,900 lb Anchor Diameter= 0.750 in Anchor Embed= 4.75 in Spcg Reduction= 1.00 Veal= 6,020 lb Shear per Bolt= 1,505 lb Anchor Tension= O lb (0 lb/3900 lb)"l + (1505 lb/6313 lb)Al = 0.238 Page 7-Z.. of ,¥\ OK <= 1.0 OK b J+-L w ,S+~~ra, -Voncepts . Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. PrpJect: KENDAL,.L FLORAL Project 1:1: K-060710-4. Base Plate (Perimeter Column) Configuration: Platforrii Ei5x90 Section Width=W = 20.00 in Depth=D = 20.00 in Columo Width=b = 12.00 in L = 4.00 in Platt? Thickness=t = 0.750 in Bolt Edge Dist=e= 1.00.-,i=-n-------------+-~--ca.,_,=,_P,,.,_M_b _____ _ a= g;-oo m Anchor c.c. =2*a=d = 18.00·in N=# Anchor/Base= 4 Fy = 36,000 psi Down Aisle Loads P = 52,735 lb Mb = 0 in-lb Axial Bearing stress=fa = P/A = P/(D*W) Ml= wLA2/2= fa*LA2/2 = 132 psi = 1,055 in-lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi = 0.0 psi Moment Stress=fbl = fb-fb2 M2= fbl *L A2)/2 = o.o psi = o in-lb M3 = (l/2)*fb2*L*(2/3)*L = (l/3)*fb2*LA2 Mtotal = Ml+M2+M3 = 0 in-lb = 1,055 in-lb/in S-plate = (1)(tA2)/6 Fb = 0.75*Fy*l.0 = 0.094 inA3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.42 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] Tallow= 3,900 lb = -11,865 lb No Tension Anchor Check (4) HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per I.C.C. #ESR 1917. Anchor Diameter= 0.750 in Anchor Embed= 4.75 in Sptg Reduction= 1.00 Vcol= 2,994 lb Shear per Bolt= 749 lb Anchor Tension= 0 lb Phi= 1 Pullout Capacity=Tcap= 3,900 lb Shear Capacity=Vcap= 6,313 lb tcap*Phi*Spcg= 3,900 lb Vcap*Phi*Spcg= 6,313 lb (0 lb/3900 lb)Al + (749 lb/6313 lb)Al = Page 7..? of 1'\ 0.119 OK <= 1.0 OK ,St~tural ·Voncepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 928/07 Tel: 714.632.7330 Fax: 714.632.7763 .. B.y:. AA. Project: KENDALL FLORAL __ B~~-e Plate_ (Corner Column) Configuration: Platform 65x90 Section Width=W = 20.00 in Depth=D = 20.00 in Column Width=b = 12.00 in L = 4.00 in Plate Thickness=t = 0.750 in Bolt Edge Dist=e= 1.00 in a=9:1l in Anchor c.c. =2*a=d = ~8.00 in N=# Anchor/Base= 4 Down Aisle Loads P = 26,367 lb Axial Bearlng stress=fa = P/A = P/(D*W) = 66 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = 0.0 psi Moment Stress=fb1 = fb-fb2 = 0.0 psi Anchor M3 = (1/2)*fb2*L *(2/3~*L = (1/3)*fb2*L" 2 = o in-lb S-plate = (1)(t"2)/6 = 0.094 in"3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0.21 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -5,933 lb No Tension Check (4) HILTI KWIKBOLT TZ anchor(s) per base plate: Special inspection is required per I.C.C. #ESR 1917. Phi= 1 Pullout Capacity=Tcap= 3,900 lb Shear Capacity=Vcap= 6,313 lb Tcap*Phi*Spcg= 3,900 lb Vcap*Phi*Spcg= 6,313 lb Fy = 36,000 psi Mb= 0 in-lb Ml= wL"2/2= fa*L"2/2 = 527 in-lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fb 1 *L" 2)/2 = 0 in-lb Mtotal = M1+M2+M3 = 527 in-lb/in Fb = 0.75*Fy*l.0 = 27,000 psi Tallow= 3,900 lb Anchor Diameter= 0.750 in Anchor Embed= 4.75 in Spcg Reduction= 1.00 Vcol= 1,497 lb Shear per Bolt= 374 lb Anchor Tension= 0 lb (0 lb/3900 lb)"1 + (374 lb/6313 lb)"l = 0.059 Page '2.4 of 4t\ Project #: K-060710-'1- OK <= 1.0 OK Structur:11 Concepts Engineering Inc ~ 200 N. Jefferson St, Ste F Anaheir'n, CA 92807 Tel: 714-632"7330 Material Properties fc: Concrete 28 day strength = 2.50 ksi Fy: Rebar Yield = 60.0 ksi Ee: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf Title: Job# Dsgnr: Project Desc.: Project Notes : Calculations per IBC 2006, CBC 2007, ACI 318-05 ~ " ---" . , -~ --- Soil Design Values Allowable Soil Bearing = 2.0 ksf Increase Bearing By Footing Weight = No SoilPassive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 -----mer, Values-FlexurP.-e---;.-----G,-91;1------------- Shear = 0.850 Analysis Settingi Min Steel% Bending Reinf. = 0.00140 Min Allow% TempReinf. = 0.00180 Min. Overturning Safety Factor = 1.50 : 1 !viin. Sliding Safety Factor = 1.50 : 1 AutoCalc Footing Weight as DL Yes AutoCalc Pedestal Weight as DL No ;i:otof ~IJitP n~t~ f {\::_-~~_:j}:-;-~~~:~ ~;~ --: :~~; \ ~;'_~{~-1~:~: /~\~~,;~~~;J~.~~i~ Width along X-X Axis = 9.0 ft Length along Z-Z Axi = 9.0 ft Footing Thicknes = 24.0 in Load location offset from footing center ... ex : Along X-X Axis O in ez: Along Z-Z Axis = 0 in Pedestal dimensions ... px : Along X-X Axis = in pz: Along Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Bars along X-X Axii = Number of Ban 8.0 Reinforcing Bar Size = # 5 Bars along Z-Z Axis ~!umber of Bari = 8.0 -Reinforcing Bar Siz, = # 5 Bandwidth Distribution Check {ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a l~~!AAPJf ij_~\Lf PtqiJ~·~~\:-rt~~}r:~;?J{_;{ t-:~~1<_.~{:::i'~~i;t:I£½ D P : Column Load = 13.350 OB : Overburden = M-xx = M-zz = V-x = V-z = Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than f I I I J_ --,. Lr L s w 92.680 = = = = = E 6.020 ft ksf ft ksf ft H k ksf k-ft k-ft k k Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 Title: Dsgnr: Project Desc.: Project Notes : \~ij~_,!f it~~~Jiit8~:lf>~~Jgij:);:Yl[;/,;t!i:~2~I~~~t{~~l~Ii1tf -.. .. - I, 11; ' Job# -------~--··------·. -------·--------·· ------------------·- Mjn. Ratio Item Applied Capacity Governing Load Combination PASS 0.7995 SoiLBearing 1.599 ksf 2.0 ksf +D+L+H PASS n/a Overturning -X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 11.802 Overturning -Z-Z 8.428 k-ft 99.468 k-ft 0.6D+0.7E ____ _.,p=ASS-1-.S-74-Sliding---X~X------"T4,2-14-,.__ ______ .,,_,63L,,__ _____ 0_6D±Q-,...__ _______ _ PASS n/a Sliding -Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.9384 Z Flexure (+X) 24.058 k-ft 25.638 k-ft +1.20D+0.50Lr+1.60L + PASS 0.9384 Z Flexure (-X) 24.058 k-ft 25.638 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.9384 X Flexure (+Z) 24.058 k-ft 25.638 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.9384 X Flexure (-Z) 24.058 k-ft 25.638 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.3062 1-way Shear (+X) 26.028 psi 85.0 psi +1.20D+0.50Lr+1.60L + PASS 0.3062 1-way Shear (-X) 26.028 psi . 85.0 psi +1.20D+0.50Lr+1.60L+ PASS 0.3062 1-way Shear (+Z) 26.028 psi 85.0 psi +1.20D+0.50Lr+1.60L + PASS 0.3062 1-way Shear (-Z) 26.028 psi 85.0 psi +1.20D+0.50Lr+1.60L+ PASS 0.6162 2-way Punching 104.76 psi 170.0 psi +1.20D+0.50Lr+1.60L+ Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable boad Combination ... Gross Allowable X-X, +D X-X. +D+L+H X-X, +D+Lr+H X-X, +O+0.750Lr+0.750L +H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.5250E+H X-X, +O+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.70E+H z~z. +D Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L +0.5250E+H Z-Z, +D+0.750L +0.750S+0,5250E+H ,,-~&?:Jt~2~t,il96~1,H,_ -~-".,,;;;::-r:-o·. (,, ){.e,,;JJ,VV,[Q.9,."·-.<¼.J !.~t:.\ _;;:,;:-: --';,,; Rotation Axis & Load Combination ... X-X, D X-X, D+L X-X. 0,oD+L+0.7E X-X, 0.6D+0.7E Z-Z. D - Z-Z. D+L Z-Z, 0.6D+L+0.7E 2.0 2.0 2.0 2.0 2.0 2:0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 Xecc n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 2.745 0.7132 0.7132 4.575 Zecc 0.0 o:o 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment None None None None None None ~;jif ~iia:ii~~tWfo~-~:?*iI'.f'>.1r:?{\/}t:'.~T :':{~~ \&1ifi)~¥{Ji".\;} 8A28 k-ft 8.428 k-ft Force Application Axis Load Combination ... X-X, D X-X. D+L X-X. 0.6D+L+0.7E X-X, 0.6D+0.7E Z-Z, D Z-Z, D+L Z-Z, 0.6D+L+0.7E Sliding Fqrce 0,0 k 0.0 k 4.214 k 4.214 k 0,0 k O.Ok 0,0 k +Z 0.4548 1.599 0.4548 1.313 0.4548 1.313 1.313 0.2729 n/a n/a n/a n/a n/a n/a n/a n/a +Z 0.4548 1.599 0.4548 1.313 0.4548 1.313 1.313 0.2729 n/a n/a n/a n/a n/a n/a n/a n/a Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 516.53 k-ft 99.468 k-ft Resisting Force 11.052 k 38.856 k 34.435 k 6.631 k 11.052 k 38.856 k 34.435 k -X -X n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.4548 0.4548 1.599 1.599 0.4548 0.4548 1.313 1.313 0.3864 0.5233 1.262 1.364 1.262 1.364 0.2044 0.3413 Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity 61.287 11.802 Sliding SafetyRatio No Slidinq No Slidina 8.172 1.574 No Slidinq No Slidinq No Slidino Ratio 0.227 0.800 0.227 0.657 0.227 0.657 0,657 0.137 0.227 0.800 0.227 0.657 0.262 0.682 0.682 0.171 Status OK OK OK OK OK OK OK OK Status OK OK OK OK OK OK OK Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 ~!~:~\1~,~~)l·l7~~~~g_~:.QJ:~f9ilK~~;it)g{i,:,~ilvt~Jtliif'1. I, II: ' Title: Job# Dsgnr: Project Desc.: Project Notes : -------. -------------~--··------------------· --~ ------. -----. -------··-·-··-----·· . Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status 6.631 k No Slidin_q Footing Flexure Which Tension@ Bot. Load Combination... Mu S@e? orTop·?--ASReq•a Gvrn. 'As ActuarAs Pn1*Mn Z-Z, 'l-()_90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft · Bendin.a 0.28 in2/ft 25.638 k-ft Z-Z, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Z-Z, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin.a 0.28 in2/ft 25.638 k-ft Bendin_q 0.28 in2/ft 25.638 k-ft Z-Z, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Z-Z. +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Z-Z, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin.a 0.28 in2/ft 25.638 k-ft Bendin.a b.28 in2/ft 25.638 k-ft Bendin.a 0.28 in2/ft 25.638 k-ft Z-Z. +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin_q 0.28 in2/ft · 25.638 k-ft Z-2, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Z-Z, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin.a 0.28 in2/ft 25.638 k-ft Bendin_q 0.28 in2/ft 25.638 k-ft Z-Z, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft ZsZ, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Z-Z. +0.90D+E+HOH 4.813 k-ft +X Bottom 0.05 in2/ft Bendin.a 0.28 in2/ft 25.638 k-ft Bendin.a 0.28 in2/ft 25.638 k-ft Bendin.a 0.28 in2/ft 25.638 k-ft Z-2, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin_q 0.28 in2/ft 25.638 k-ft Z-Z, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Z-Z, +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin.a 0.28 in2/ft 25.638 k-ft Bendin.a 0.28 in2/ft 25.638 k-ft Z-Z. +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin.a 0.28 in2/ft 25.638 k-ft Z-Z, +0.900'1-E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin.a 0.28 in2/ft 25.638 k-ft z~z. +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Z-Z, +0.90D+E+1,60H 4.813 k-ft +X Bottom 0.05 in2/ft Z-Z. +0.90D+E+1.60H 4.813 k-ft +X Bottom 0.05 in2/ft Bendin_q 0.28 in2/ft 25.638 k-ft Bendin.a 0.28 in2/ft 25.638 k-ft Bendin_q 0.28 in2/ft 25.638 k-ft Z-Z. +0.90D+E+MOH · 4.813 k-ft +X -Bottom 0.05 in2/ft Bendin_q 0.28 in2/ft 25.638 k-ft , ,Z-4\:i;Q~~QP.:t~t,\6,i~ ... ,,.,.,, ,.,. -.:' ,u"'·" 1,~1~tTI,.:,.?~T;:.+:0.,.~" Bottom 0.05 in2/ft \~ ·~~qn~.,WPY:~§!i~~~~~~:1 t~~·::}~,s\~ :-t_r~J~t\:: !'~z~t:/ t\\ }:~~i:?f~~1:=~i~'s.t~ 1 Bendin.a 0.28 in2/ft 25.638 k-ft Load Combination... Vu@ -X Vu@ +X Vu@-2 Vu@+Z Vu:Max Phi Vn Phi*Vn / Vu Load Combination ... +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H Vu 18.044 psi 18.044 psi 18.044 psi 18.044 psi 18.044 psi 4.483 psi 4.483 psi 4:483 psi 4.483 psi 4.483 psi 4.483 psi 4.483 psi 4.483 psi 4.483 psi 4.483 psi Phi*Vn 170.0psi 170.0psi 170.0psi 170.0psi 170.0psi 4.483psi 4.483psi 4.483psi 4.483psi 4.483psi Vu/ Phi*Vn 0.1061 0.1061 0.1061 0.1061 0.1061 85.0 psi 0.05274 85.0 psi 0.05274 85.0 psi 0.05274 85.0 psi 0.05274 85.0 psi 0.05274 OK Status-- OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Status OK OK OK OK OK Status OK OK OK OK OK Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 Title: Job# Dsgnr: Projectoesc.: Project Notes : ::~:~9l~¥i1,,~~9:q\intt Q~~fg_n?.t}1'.a;.1};;ffji\!;{:t?:~t~ir~li~~Jtiit· I, II: ' Material Properties 2.50 ksi re : Concrete 28 day strength = Fv : Rebar Yield = 60.0 ksi Ee : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf q:,Values--Flexure o~g- Shear = 0.850 Analysis Setting! 0.00140 Min Steel % Bending Reinf. = Min Allow% Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 AutoCaJc Footing Weight as DL Yes AutoCalc Pedestai Weight as DL No Width along X-X Axis = 6.50 ft Length along Z-Z Axi = 6.50 ft Footir.g Thicknes = 24.0 in Load location offset from footing center ... ex : Along X-X Axis = 0 in r:oz: Along Z-Z Axis = 0 in Pedestal dimensions ... px : Along X-X Axis = in pz: Along Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete. at Bottom offooting = 3.0 in Bars along X-X Axi: = Number ofBar: 4.0 Reinforcing Bar Size = # 5 Bars along Z-Z Axis Number of Bar: = 4.0 Reinforcing Bar Siz1 = # 5 Bandwidth Distribution Check (AC! 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # 13ars required on each side-of zone n/a ·;;:~APlil!~§fJi:9~~:~l:i~?-:~?tfJ{{~~~t!i/~t~i ~~;~~f :fi~~t~:t~~ D P : Column Load = 6.640 OB : Overburden = M-xx M-zz = V-x = V-z = Lr Calculations per IBC 2006, CBC 2007, ACI 318-05 --' . ' -~ -. ·-~ Soil. Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than L s w 46.090 = = = = = = = = = X E 2.990 2.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft H k ksf k-ft k-ft k k Structural Concepts Engineering Inc 1200 N. J~fferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 De$cription-: -. -F-OQTING F-.2-(SQL!ARE) --- Min. Ratio Item PASS 0.7690 Soil Bearing PASS n/a Overturning -X-X PASS 8.801 Overturning -Z-Z ASS-------J:62S--Slrding-=--X-=X PASS n/a Sliding-Z-Z PASS n/a Uplift PASS 0.6756 Z Flexure (+X} PASS 0.6756 Z Flexure (-X) PASS 0.6756 X Flexure (+Z} PASS 0:6756 X Flexure (-Z} PASS 0.1570 1-way Shear (+X} PASS 0.1570 1-way Shear (-X) PASS 0.1570 1-way Shear (+Z) PASS 0.1570 1-way Shear (-Z} PASS 0.2963 2-way Punching Applied 1.538 ksf 0.0 k-ft 4.186 k-ft .093- 0.0 k 0.0 k 12.050 k-ft 12:050 k-ft 12.050 k-ft 12.050 k-ft 13.342 psi 13.342 psi 13.342 psi 13.342 psi 50.372 psi :(t!P~Ui(Wcl~RiitUft~~~J1i\¾l~~i~i1~~i:1~T:~;;f(?f;;,i111~t1 Soil Be;:iring Rotation Axis & Load Combination ... Gross Allowable X-X, +D X-X, +D+L+H X-X, +D+Lr+H X-X, +D+0.750Lr+0.750L +H X-X, +D+0.70E+H X-X, +D+O. 750Lr+O. 750L +0.5250E+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.70E+H Z-Z, +D Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.5250E+H Z-Z. +D+0.750L +0.750S+0.5250E+H }:;6fli~r,~,R~fa%1tt.~r:r\:-:,1) ,n .. ·,v_,,-,,,,.,.-._g_,v-, •, Jf ... ,.X»,, ,:[..,,,,, Rotation Axis & Load Combination ... X-X, D X-X, D+L X-X, 0,6D+L+0.7E X-X, 0.6D+O]E Z-Z, D Z-Z, D+L Z-Z, 0.6D+L+0.7E 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Xecc n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0:0 0.0 0.0 2.659 0.7047 0.7047 4.431 Zecc 0.0 0.0 0.0 o.d 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment None None None None None None ;tjj~,li,~1~!l!Yi?:2('f; :!;/;;;ff·: .. } 1t:: ~ ~t~{I'.:,t~[fff { "§1 4.186 k-ft 4.186 k-ft Force Application Axis Load Combination ... X-X, D X-X, D+L X-X, Q .. 6D+L+0.7E X-X, 0.60+0.7E Z-Z, 0 Z-Z, D+L Z-Z, 0.6D+L+0.7E Sliding Force 0.0 k 0:0 k 2.093 k 2.093 k 0.0 k 0.0 k 0,0 k Title: Job# Dsgnr: Project Desc.: Project Notes : Capacity Governing Load Com~ination 2.0 ksf +D+L+H 0.0 k-ft No Overturning 36.840 k-ft 0.6D+0.7E :401:-k ;60+0:-1 0.0 k No Sliding 0.0 k No Uplift 17.835 k-ft +1.20D+0.50Lr+1.60L + 17.835 k-ft +1.20D+0.50Lr+1.60L + 17.835 k-ft +1.20D+0.50Lr+1.60L + 17.835 k-ft +1.20D+0.50Lr+1.60L + 85.0 psi +1.20D+0.50Lr+1.60L+ 85.0 psi +1.20D+0.50Lr+1.60L + 85.0 psi +1.20D+0.50Lr+1.60L + 85.0 psi +1.20D+0.50Lr+1.60L + 170.0 psi +1.20D+0.50Lr+1.60L + Actual Soil Bearing Stress Actual I Allowable +Z 0.4472 1.538 0.4472 1.265 0.4472 1.265 1.265 0.2683 n/a n/a n/a n/a n/a n/a n/a n/a +Z 0.4472 1.538 0.4472 1.265 0.4472 1.265 1.265 0.2683 n/a n/a n/a n/a n/a n/a n/a n/a Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 186.63 k-ft 36.840 k-ft Resisting Force 5.668 k 19.495 k 17.228 k 3.401 k 5.668 k 19.495 k 17.228 k -X -X n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a nfa n/a n/a n/a n/a 0.4472 0.4472 1.538 1.538 0.4472 0.4472 1.265 1.265 0.3569 0.5374 1.198 1.333 1.198 1.333 0.1781 0.3585 Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity 44.585 8.801 Sliding SafetyRatio No Slidina No SlidinQ 8.231 1.625 No Slidin_q No Slidin.a No Slidin_q Ratio 0.224 0.769 0.224 0.633 0.224 0.633 0.633 0.134 0.224 0.769 0.224 0.633 0.269 0.667 0.667 0.179 Status OK OK OK OK OK OK OK OK Status OK OK OK OK OK OK OK Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, 'CA 92807 Tel: 714-632-7330 i;~sfQ~~1Ji-iRR~i~ritiiJa~~t~.o .. ¢i?J0~:\::~J~tif~~~t;~~tf I, II: ' . Description : FOOTING F2 (SQUARE) Title: Job# Dsgnr: Project Desc.: Project Notes : Force Application Axis Load Combination ... Sliding Force Resisting Force Sliding SafetyRatio Status 0.0 k 3.401 k No Slidina Footing Flexure ______ Which Tension@ Bot. -----1:0-a-ct-c-ombirratinn.... Mu-Sider-or-ropr--As-Req•d--Gvrn~As Actual-As Phi*M11 Z-Z. +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft Z-Z. +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendinq 0.19 in2/ft 17.835 k-ft Z-Z, +0:90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft · Bendina 0.19 in2/ft 17.835 k-ft ZsZ, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendinq 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft Z0Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendinq 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft Z-Z. +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina Z-Z. +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03in2/ft Bendina 0.19 in2/ft 17.835 k-ft 0.19 in2/ft 17.835 k-ft ZsZ, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft BendinQ 0.19 in2/ft 17.835 k-ft Z-Z. +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendinq 0.19 in2/ft 17.835 k-ft Z-Z. +0.90D+E+1 :60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendinq Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.6QH 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendinq 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft Z-Z, +0.90D+E+1.60H 2.585 k-ft +X Bottom 0.03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft ~~l~~~~~i9~J!ir;~l&~:i?. ~::~~:D:~-~~~[~l~ y;~I-{S~~,i;,~})~i~:J1l Bottom 0:03 in2/ft Bendina 0.19 in2/ft 17.835 k-ft Load Combination... Vu @ -X Vu @ +X Vu @-Z . Vu @ +Z Vu:Max Phi Vn Phi*Vn / Vu +0.90D+E+1.60H 2.353 psi 2.353 psi 2.353 psi 2.353 psi 2.353 psi 85.0 psi 0.02768 +0.90D+E+t.60H 2.353 psi 2:353 psi 2.353 psi 2.353 psi 2.353 psi 85.0 psi 0.02768 +0.90D+E+1.60H 2.353 psi 2.353 psi 2.353 psi 2.353 psi 2.353 psi 85.0 psi 0.02768 +0.90D+E+1.60H 2.353psi 2.353 psi 2.353 psi 2.353psi 2.353 psi 85.0 psi 0.02768 I~i-&i~~~tif~1;~:;{I,::/;{I\~fjf;~~£lt;,:dfli!Jf:'.;f~@'fi:lli·353 psi 2.353 psi 2.353 psi 2.353 psi 85.0 psi 0.02768 Load Combination: .. Vu Phi*Vn Vu/ Phi*Vn +0.90D+E+1.60H 8.883 psi 170.0psi 0.05226 +0.90D+i::+1.60H 8.883 psi 170.0psi 0.05226 +0.90D+E+1.60H 8.883 psi 170.0psi 0.05226 +0.90D+E+1.60H 8.883 psi 170.0psi 0.05226 +0.90D+E+1.60H 8.883 psi 170.0psi 0.05226 OK Statu OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Status OK OK OK OK OK Status OK OK OK OK OK Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim,' CA 92807 T~I: 714-632-7330 Title: Job# Dsgnr: Project Desc.: Project Notes : Des~ription_:--EOP.Il~LG_E_2_(RE.CJAN~_l,JMB) _____________ --:--------------__ _:__ _______________ . ______________ _ Material Properties 2.50 ksi fc : Concrete 28 day strength = Fy : Rebar Yield = 60.0 ksi Ee : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf <D Values-Flexure 0.9- Shear -0.850 Analysis Setting! Min Steel % Bending Reinf. = 0.00140 Min Allow% Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 A:.itoCalc Footing Weight as DL Yes AutoCalc Pedestal Weight as DL No / ~;.~)lQliilS~l9:flj::{;]~j:~?:?{ftf:;;~~~;l:i;:~~{:f::~:)?i~i1~i~h;ii Width along X-X Axis = 4.0 ft Length along Z-Z Axi = 8.50 ft Footing Thicknes = 30.0 in Load location offset from footing center ... ex : Along X-X Axis = O in ez : Along Z-Z Axis = 0 in Pedestal dimensions ... px : Along X-X Axis = in pz: Along Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Bars along X-X Axi~ Mumber of Bar! = 6.0 Reinforcing Bar Size = # 5 Bars along Z-Z Axis Number of Bar! = 6.0 Reinforcing Bar Siz, = # 5 Bandwidth Distribution Check {ACI 15.4.4.2} Direction Requiring Closer Separationg X-X Axis # Bars.required within zone 64.0 % # Bars required on each side ofzone 36. 0 % -\)AppU~g,~;,9~~f~\:r "'·}f,:;~t\~0,};;i/J";:Si~\},_~;:!t:)~t D R : Column Load = 6.640 013 : Overburden = M-xx = M-zz = V-x = V-z = Lr Calculations per IBC 2006, CBC 2007, ACI 318-05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than L s w 46.090 = = = = = = = = = E 2.990 2.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft H k ksf k-ft k-ft k k Structural Concepts Engineering Inc 1200 N. Jefferson St; Ste F Anaheim,' CA 92807 Tel: 714°632-7330 Title: Job# Dsgnr: Project Desc.: Proj~ct Notes : ~:~-~'.i\it~tF:~9t~:fij:it>·~~!9~\:::,~\/t,:Jsf)1lt)~;;i:N~i~;;:ti~1~;l::it~1ti;: I, 11: ' ,...·.....,a· _., ..._...,.....,..,_..ill,.....a.la Pe_§_,;rigtio~: FC,OTINGF~ (RECTANGULA_BL --' --·-------------·----------------· ---------------- ----.__ -.. Min. Ratio Item PASS 0:9565 Soil Bearing PASS n/a Overturning -X-X -PASS 4.349 Overturning -Z-Z PAS5-L63j-Sliding..:&X PASS n/a Sliding -Z-Z PASS n/a Uplift PASS 0.2155 Z Flexure (+X) PASS 0.2155 Z Flexure (-X) PASS 0.4630 X Flexure (+Z) PASS 0.4630 X Flexure (-Z) PASS n/a 1-way Shear (+X) PASS 0.0 1-way Shear (-X) PASS 0.2102 1-way Shear (+Z) PASS 0.2102 1-way Shear (-Z) PAS$ n/a 2-way Punching Sqil Bearing Rotation Axis & Load Combination ... Gross Allowable X-X, +D X-X. +D+L+H X-X, +D+Lr+H X-X. +D+0.750Lr+0.750L+H X-X, +D+0.70E+H X-X. +D+0.750Lr+0.750L +0.5250E+H X-X. +D+0.750L+0.750S+0.5250E+H X-X. +ci.60D+0.70E+H Z-Z, +D Z-Z. +D+L+H Z:Z, +D+Lr+H Z-Z, +D+0.750Lr+0.750L +H Z-Z. +D+0.70E+H Z-Z, +D+O .750Lr+O .750L +O .5250E+H Z-Z. +D+0.750L +0.750S+0.5250E+H , )'.~~iv+,0,,<~PQ,-+;Q.?,QEiJ/.,,_ . •"·' ,. ,•x .·,:.:,0verturnfng;·Stabiftl',,. .-,,~t? f..·. ,v '<:: 1J,.,...,."','X,"-_,.,,-;, ,,.,•;,,-,,;:'+1;.,v,'.,.,.•,, .,~., '> Rotation Axis & Load Combination ... X-X. D X-X. D+L X-X, 0.6D+L+0.7E X-X, 0.6D+0.7E Z-Z. D Z-Z, D+L Z-Z, 0:6D+L+0.7E 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Applied 1.913 ksf 0.0 k-ft 5.233 ksft 2.09.3. k 0.0 k 0.0 k 5.676 k-ft 5,676 k-ft 25.629 k-ft 25.629 k-ft O.Q psi 0.0 psi 17.871 psi 17.871 psi 28.287 psi Xecc Zecc n/a n/a nla n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 3.311 0.8797 0.8797 5.518 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a nia n/a n/a n/a n/a Overturning Moment . None None None None None None '..i~If4.1wi~R,iltY:}t;:~JI*)TJi.:iif/'.f't~.-t :~:'.t'}~~~tfrI~: 5.233 k-ft 5.233 k-ft Force Application Axis Load Combination ... X-X. D X-X, D+L X-X, 0.6D+L+0.7E X-X. 0.6D+0.7E Z-Z, D Z-Z. D+L Z-Z, 0.6D+L+0.7E Sliding Force 0.0 k 0.0 k 2.093 k 2.093 k 0.0 k 0.0 k 0.0 k -· ---capacify Governing Coad Combination .. 2.0 ksf +D+L+H 0.0 k-ft No Overturning 22.758 k-ft 0.6D+0.7E 3.414 k 0.6D+0.7E 0.0 k No Sliding 0.0 k No Uplift 26.334 k-ft +1.20D+0.50Lr+1.60L + 26.334 k-ft +1.20D+0.50Lr+1.60L + 55.353 k-ft +1.20D+0.50Lr+1.60L + 55.353 k-ft +1.20D+0.50Lr+1.60L + 85.0 psi n/a 0.0 psi n/a 85.0 psi +1.20D+0.50Lr+1.60L + 85.0 psi +1.20D+0.50Lr+1.60L + 85.0 psi +1.20D+0.50Lr+1.60L+ Actual Soil Bearing Stress Actual I Allowable +Z +Z -X -X Ratio 0.5578 0.5578 n/a n/a 0.279 1.913 1.913 n/a n/a 0.957 0.5578 0.5578 n/a n/a 0.279 1.574 1.574 n/a n/a 0.787 0.5578 0.5578 n/a n/a 0.279 1.574 1.574 n/a n/a 0.787 1.574 1.574 n/a n/a 0.787 0.3347 0.3347 n/a n/a 0.167 n/a n/a 0.5578 0.5578 0.279 n/a n/a 1.913 1.913 0.957 n/a n/a 0.5578 0.5578 0.279 n/a n/a 1.574 1.574 0.787 n/a n/a 0.330 0.7856 0.393 n/a n/a 1.404 1.745 0.873 n/a n/a 1.404 1.745 0.873 n/a n/a 0.1069 0.5624 0.281 Resisting Moment Stability Ratio Status 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 114.94 k-ft 21.966 OK 22.758 k-ft 4.349 OK Resisting Force Sliding SafetyRatio Status 5.690 k No Slidini:t OK 19.517 k No Slidini:t OK 17.241 k 8.237 OK 3.414 k 1.631 OK 5.690 k No Slidini:t OK 19.517 k NoSlidini:t OK 17.241 k No Slidini:t OK Structural Concepts Engineering Inc 12'00 N. Jefferson St, Ste F Anahe:m, 'cA 92807 TEJI: 714-632-7330 Title: Dsgnr: Project Desc.: Project Notes : Descriptio~ _: . FOQTING F2 (RECTANGULAl3)_ __________________ --·-· --------·---------------. -----.. .. .... ---.... Force Application Axis Job# _Load Combination... Sliding Force . Resisting Force Sliding SafetyRatio Status 3.414 k No SlidinQ Footing Flexure Which Tension@ Bot. Load Com_bination... _ !Yiu Side ? or Top ? As Req'd Gvrn. As Actual As Ph1*Mn Z-Z. +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Bendina 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Bendina 0.22 in2/ft 26.334 k-ft Bendina 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Bendina 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft Bendina 0.22 in2/ft 26.334 k-ft BendinQ 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft Bendina 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft BendinQ 0.22 in2/ft 26.334 k-ft · Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft -BendinQ 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Bendina 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft Bendina 0.22 in2/ft 26.334 k-ft Z-Z, +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft Z-Z. +0.90D+E+1.60H 1.443 k-ft +X Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft {;:ij~~fW~~~~til~::~~.~ 1°?f(,;\/;::i(:{:f~~J~i_{0J;k}~\~[J, Bottom 0.01 in2/ft BendinQ 0.22 in2/ft 26.334 k-ft Loaa Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi*Vn / Vu +0.9~D+E+1.60H O.Opsi O.Opsi 3.161 psi 3.161 psi 3.161 psi +0.90D+E+1.60H O.Opsi O.Opsi 3.161 psi 3.161 psi 3.161 psi 85.0 psi 0.03719 85.0 psi 0.03719 +0.90D+E+1.60H O.Opsi O.Opsi' 3.161 psi 3.161 psi 3.161 psi 85.0 psi 0.03719 +0.90D+E+1.60H O.Opsi O:Opsi 3.161 psi 3.161 psi 3.161 psi 85.0 psi 0.03719 23~i!i©1itibf~t\,~ti'f;~:FJ}.'.~-;·\·,?{:;}f-ff&L~~fi~stf,':t;; O.Opsi 3.161 psi 3.161 psi 3.161 psi 85.0 psi 0.03719 Load Combination ... Vu Phi*Vn Vu/ Phi*Vn +0.90D+E+1.60H 5.003 psi 170.0psi 0.02943 +b.90D+E+1.60H 5.003 psi 170.0psi 0.02943 +0:90D+E+1.60H 5.003 psi 170.0psi 0.02943 +0.90D+E+1.60H 5.003 psi 170.0psi 0.02943 +0.90D+E+1.60H 5.003 psi 170.0psi 0.02943 OK status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Status OK OK OK OK OK Status OK OK OK OK OK Structural·Concepts Engineering Inc ,1200 N. Jefferson St Ste F Anaheim; 'CA 92807 Tel: 714-632-7330 t~iti~'ti~}is_g~J~ntl~~.~igij;1ii~::~l$ft~}f(}~}i£1~il~~l)~tl{! I, II ; ' Title: Job# Dsgnr: Project Desc.: Project Notes : Calculations per IBC 2006, CBC 2007, ACI 318-05 _, ' .. ---~ . . ~. . . -·-.. ---. Material Properties re: Concrete 28day strength = 2.50 ksi Fy: Rebar Yield = 60.0 ksi Ee: Concrete Elastic Modulus = 3,122.0 ksi ConcreteDensity = 145.0 pcf Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistc1ni;;e (for Sliding) Soil/Concrete Friction Coeff. -----,cp---Values-Flexur·,..e---...----<Oc91ct-------------- Shear = 0.850 Analysis SettingE Min Steel% BendingReinf. = 0.00140 Min Allow% TempReinf. = 0.00180 Min. Overturning Safety·Factor = 1.50 : 1 Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Min. Sliding Safety Factor = 1. 50 : 1 AutoCalc Footing Weight as DL Yes AutoCalc PedestalWeight as DL No Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than Dt.itr#t~~Jr:>'11i~\:I}t?/:i?}:·:;f/:;'.,?:i\\;,,,,1;';;-.g~7~;_;,7 Width along X-X Axis = 4.50 ft Length along Z-Z Axi = 4.50 ft Footing Thicknes = 24.0 in Load location offset from footing center ... ex : Along X-X Axis = o in ez : Along Z-Z Axis = 0 in Pedestal dimensions ... px : Along X-X Axis = in pz : Along Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete. c1t Bottom of footing = 3.0 in Bars along X-X Axi~ Number of Bar~ = 4.0 Reinforcing Bar Size = # 5 Bars along Z-Z Axis Number of Bar~ = 4.0 Reinforcing Bar Siz, = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # 8ars required on each side of zone n/a ·;,:,.·;fi;rli?TI~:q;J.?&Jii':1-,;_;~ ~::fi:.)f }1'.'.i.'.~/.::'r{lJ~,i~~ff·: D Lr L s w P : Column Load = 3,320 23.050 OB : Overburden = M-xx = M-zz = V-x = V-z = = = = = = = = = = E 1.497 2.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft H k ksf k-ft k-ft k k Structural Concepts Engineering Inc 1200 M. Jefferson St, Ste F Anaheim; CA 92807 Tel: 714-632-7330 Title: Job# Dsgnr: Project Desc.: Project Notes : f~~li~t~rn~,g9JJii9t\~~~J99'1\~:{.?b;ct{!l~1]t~itttijtr{t~~t{ I, II: ' ~-·-----·-----------------·-------·--·-----··-------------·--·----------·- Min. Ratio Item -·. ·-" ··-Applied Capacity Governing Load Combination - PASS 0.7960 Soil Bearing 1.592 ksf 2.0 ksf +D+L+H PASS n/~ Overturning -X-X 0,0 k-ft 0.0 k-ft No Overturning P.0:SS 5.921 Overturning -Z-Z 2.096 k-ft 12.410 k-ft 0.6D+0.7E !2ASS 1.57-9-Sliding---X-X ------l.048...1\--------1~655-k _____ _,,,O RD±0.Z~-------- PASS n/a Sliding· Z-Z PASS n/a Uplift PASS 0.2336 z Flexure (+X) PASS 0.2336 Z Flexure (-X) PASS 0.2336 X Flexure (+Z) PASS 0.2336 X Flexure (-Z) PASS 0.05302 1-way Shear (+X) PASS 0.05302 1-way Shear (-X) PASS 0.05302 1-way Shear (+Z) PASS 0:05302 1-way Shear (-Z) PASS 0.1359 2-way Punching Soil Bearing Rotation Axis & Load Comb.ination ... Gross Allowable X-X. +D X-X. +D+L+H X-X. +O+Lr+H X-X. +D+0.750Lr+0.750L +H X-X. +D+0.70E+H X-X. +D+0.750Lr+0.750L +0.5250E+H X-X. +D:i-0.750L +0.750S+0.5250E+H X-X. +0.60D+0.70E+H Z-Z, +D Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.70E+H Z-Z, +D+O .750Lr+O .750L +O .5250E+H Z-Z, +D+0. 750L +O. 750S+0.5250E+H ,;-,:_~~t·-J-Jt~QP.N+.ilP~ j:~-,,.,c::_-::~-t:i"",'t ,,\.':; ,x~=Yfl;!Jl}Q,_:.~,~a .. , 1• Jfy·., . ::·i'.:,-.,:,:~'.j Rotation Axis & Load Combination ... X-X, D X-X, D+L XsX, 0.6D+L+0.7E X-X. 0.6D+0.7E Z-Z, D Z-Z. O+L Z-Z, 0.6D+L+0.7E 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2:0 2.0 2.0 2.0 ~.0 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Uplift 5.988 k-ft 25.638 k-ft +1.20D+0.50Lr+1.60L + 5.988 k-ft 25.638 k-ft +1.20D+0.50Lr+1.60L + 5.988 k-ft 25.638 K-ft +1.20D+0.50Lr+1.60L + 5:988 k-ft 25.638 k-ft +1.20D+0.50Lr+1.60L + 4.507 psi 85.0 psi +1.20D+0.50Lr+1.60L + 4.507 psi 85.0 psi +1.20D+0.50Lr+1.60L+ 4.507 psi 85.0 psi +1.20D+0.50Lr+1.60L + 4.507 psi 85.0 psi +1.20D+0.50Lr+1.60L + 23.10psi 170.0psi +1.20D+0.50Lr+1.60L+ Actual Soil Bearing Stress Actual / Allowable Xecc _nla n/a n/a n/a n/a n/a nla nla 0.0 0.0 0.0 0:0 2.736 0.7123 0.7123 4.560 Zecc 0.0 0.0 0.0 0.0 0;0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment None None None None None None +Z 0.4540 1.592 0.4540 1.308 0.4540 1.308 1.308 0.2724 n/a n/a n/a n/a n/a n/a nta n/a +Z 0.4540 1.592 0.4540 1.308 0.4540 1.308 1.308 0.2724 n/a n/a n/a n/a n/a n/a n/a n/a Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 64.272 k-ft -X -X Ratio n/a n/a 0.227 n/a n/a 0.796 n/a n/a 0.227 n/a n/a 0.654 n/a n/a 0.227 n/a n/a 0.654 n/a n/a 0.654 n/a n/a 0.136 0.4540 0.4540 0.227 1.592 1.592 0.796 0.4540 0.4540 0.227 1.308 1.308 0.654 0.3178 0.5901 0.295 1.206 1.410 0.705 1.206 1.410 0.705 0.1362 0.4085 0.204 Stability Ratio Status Infinity OK Infinity OK Infinity OK Infinity OK Infinity OK Infinity OK 30.667 OK f}iif~Jit::fuibiifty;;'jj';5·:~;:;'~-:t\·~':?7{'i}f;i\\:1fl-,~~:~f~"fi 2.096 k-ft 2.096 k-ft 12.410 k-ft 5.921 OK Fdrc~ Application Axis _Load Combination ... X-X. 0 X-X, D+L X-X. 0.6D+L+0.7E X-X. 0.6D+0.7E Z-Z, D Z-Z, D+L Z-Z. 0.6D+L+0.7E _ Sliding Force 0.0 k 0.0 k 1.048 k 1.048 k 0.0k 0.0 k 0.0 k Resisting Force 2.758 k 9.673 k 8.570 k 1.655 k 2.758 k 9.673 k 8.570 k Sliding SafetyRatio No SlidinQ No SlidinQ 8.178 1.579 No SlidinQ No SlidinQ No Slidinq Status OK OK OK OK OK OK OK Structural Concepts Engineering lhc 1'.200 N. Jefferson St, Ste F Anaheim; CA 92807 Tel: 714-632-7330 Title: Dsgnr: Project Desc.: Project Notes : ;i~~Pllf it;~1~11it.It;>P~~~rj))·''tt?~\j~:~J:~~Jf 0!~~~i~t~Ji~5!i~.i'.~J;~ir~i. I, 11: • Job# ~~t-~Q,P~(~,Ff,~~~~n,cta,11:!~.rat,ijc~\ _9M-2Q0.9re.Ve,;,.~J.9~.Jt34~) 6, .• .J I --------~-----·-----·---------------------------~------------· Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status 1.655 k No Slidini:i OK Footing Flexure Which Tension_@ Bot. Load Combination... Mu S@e? or Top?~. -~A-s~R.-eq~,a~-Gvrn. As Actual As Pni*rv1n Status Z-Z, +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft BendinQ 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft BendinQ 0.28 in2/ft 25.638 k-ft OK Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Bendinq 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft BendinQ 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Bendini:i 0.28 in2/ft 25.638· k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z, +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Z-Z, +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z, +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z, +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z. +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft Bendini:i 0.28 in2/ft 25.638 k-ft OK Z-Z +0.90D+E+1.60H 1.367 k-ft +X Bottom 0.01 in2/ft :\~WP.~¥11Y1$fj~}f:::~:J;1\t?%":>1\;:J~:,f:}~:tf~.-JY:It,ti~~\~;::?~?i~¾~~!\11 Bendini:i 0.28 in2/ft 25.638 k-ft OK Load Combination... Vu @ -X Vu @ +X Vu@-Z Vu@+Z Vu:Max PhiVn Phi*Vn /Vu Status +0.90D+E+1.60H 0.7782psi 0.7782 psi 0.7782 psi 0.7782 psi 0.7782psi 85.0 psi 0.009155 OK +0.90D+E+1.60H 0.7782 psi 0.7782 psi 0.7782 psi 0.7782 psi 0.7782 psi 85.0 psi 0.009155 OK +0.90D+E+1.60H 0.7782 psi 0.7782 psi 0.7782 psi 0.7782 psi 0.7782psi 85.0 psi 0.009155 OK +0.90D+E+1.60H 0.7782 psi 0.7782 psi 0.7782 psi 0.7782 psi 0.7782psi 85.0 psi 0.009155 OK :i?~biiisit~lti~,t;;;;;,?.;.~D:l~;,\]?;J\~.:.K1I~t.;f;~ltt~t;i?82 psi 0.7782 psi 0.7782 psi 0.7782psi 85.0 psi 0.009155 OK Load Compination... Vu Phi*Vn Vu/ Phi*Vn Status +0.90D+E+1.60H 3.989 psi 170.0psi 0.02346 OK +0.90D+E+1.60H 3.989 psi 170.0psi 0.02346 OK +0.90D+E+1.60H 3.989 psi 170.0psi 0.02346 OK +0.90D+E+1.60H 3.989 psi 170.0psi 0.02346 OK +0.90D+E+1.60H 3.989 psi 170.0psi 0.02346 OK Structt1ral Concepts Engineering Inc -1200 N. Jefferson St, Ste F Anaheim,'CA92807 Tel: 714-632-7330 Title: Job# Dsgnr: Project Desc.: Project Notes : Qe_§crigtion : FOOTING F3 (RECTANGULAR)_______________________ _______________ __________ __ _ ________ ___________ _______ ____ ______ _ ... __ __ Material Properties 2.50 ksi fc : Concrete 28 day strength = Fy : Rebar Yield = 60.0 ksi Ee : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf ¢, -Values--Flexure 0,.9- Shear = 0.850 Analysis Settingi Min Steel % Bending Reinf. = 0.00140 Min Allow% Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 AutoCalc Footing Weight as DL Yes AutoCalc Pedestal Weight as DL No ;}EPrm~:r1.$rcioj:;:;}}2J~st~;/(:};_~ \A>~ir/~:·f ~~< t:-;~i~:~~J~t~:~i Width along X-X Axis = 3.0 ft Length along Z-Z Axi = 6.0 ft Footing Thicknes = 30.0 in -Load location offset from footing center ... ex : Along X-X Axis = 0 in ez: Along Z-Z Axis = 0 in Pedestal dlmensions ... px : Along X-X Axis = in pz: Along Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Bars along X-X Axii = Number.of Bari 4.0 Reinforcing Bar Size = # 5 Bars along Z-Z Axis Number of Bar: = 4.0 Reinforcing Bar Siz, = # 5 Bandwidth Distribution Check (AC! 15.4.4.2) Direction Requiring Closer Separationg X-X Axis # Bars required within zone 66. 7 % # Bars required on each side of zone 33. 3 % :~;;f\;ppiJ,u~1iji~_f;}i.IEtf ;y~~t ~/:_/_,1r:it,~1~~i~,:1 . D P : Column Load = 3.320 Ol;l · Overburden = M-xx = M-zz = V-x = V-z = Lr Calculations per IBC 2006, CBC 2007, ACI 318-05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase ~er foot of width when footing is wider t an L s w 23.050 = = = = = = = = = E 1.497 2.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft H k ksf k-ft k-ft k k Structural Concepts Engineering Inc .1200 N. Jefferson St, Ste F Anaheim,•CA 92807 Tel: 714-632-7330. ~escription : FOOTING F3 (RECTANGULAR) · -~in.:·Ratio --· .. · Item PASS 0.9140 Soil Bearing PASS n/a Overturning -X-X PASS 3.382 Overturning -Z-Z PASS 1.691 Sliding-X-X PASS n/a Sliding -Z-Z PASS n/a Uplift PASS 0.1223 Z Flexure (+X) PASS 0.1223 Z Flexure (-X) PASS 0.2468 X Flexure (+Z) PASS 0.2468 X Flexure (-Z) PASS n/a 1-way Shear (+X) PASS 0.0 1-way Shear (-X) PASS 0.07073 1-way Shear (+Z) PASS 0.07073 1-way Shear (-Z) PASS n/a 2-way Punching Applied··· 1.828 ksf 0,0 k-ft 2.620 k-ft 1.048 k 0.0 k 0.0 k 3.043 k-ft 3.043 k-ft 12.171 k-ft 12.171 k-ft 0.0 psi 0.0 psi 6.012 psi 6.012 psi 11.792 psi ~~;:p}~diij: R~~tiitS:\~~::'.~lZ?t~/·~§\~f~~:1:1~:~?~~J~~~iff~A}i:ft;ft~ Soil Bearing Rotation Axis & Lo.ad Combination ... Gross Allowable X-X, +D X-X, +D+L+H X-X, +D+Lr+H X-X, +D+0.750Lr+0.750L +H X-X, +D+0.70E+H X-X, +0+0.750Lr+0.750L +0.5250E+H X-X, +D+0.750L +0.750S+0.5250E+H X-X. +0.600+0.?0E+H Z-Z, +D Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+0.750Lr+0.750L +H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L +0.5250E+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z +0.600+0.?0E+H .:-,o·i€furn ·"'"g·" staH11·0 ·.'f..'--t~t~:r; -'f .~:. ,·'Y:, -·s.; :--,,.~, J.~-~-''"~:-~~ -!~ -~;, ... z:,t:~---.:'< ,.", -,~ Rotation Axis & Load Combination ... X-X, D X-X, D+L X-X, 0.6D+L+0.7E X-X, 0.60+0.?E Z-Z, D Z-Z, D+L Z-Z, 0.6D+L+O.?E 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Xecc n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 3.193 0.8690 0.8690 5.322 Zecc 0.0 0.0 0.0 0.0 0.0 0:0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment None None None None None None _;_{,ijj~Ja:~i~~n~:f;J;:;f'.LiiJTf't;~};}V:J;~{itlt~,1if::if1r 2.620 k-ft 2.620 k-ft Force Application Axis Load Combination ... X-X, D X-X, D+L X-X, 0.6D+L+0.7E X-X. 0.6D+0.?E Z-Z, D Z-Z. D+L Z-Z. 0.6D+L+0.7E Sliding For<;e 0.0 k 0.0 k 1.048 k 1.048 k 0.0 k 0.0 k 0.0·k Title: Dsgnr: Project Desc.: Project Notes : ·· Capacity 2.0 .ksf 0.0 k-ft 8.861 k-ft 1.772 k 0.0 k 0.0 k 24.884 k-ft 24.884 k-ft 49.316 k-ft 49.316 k-ft 85.0 psi 0.0 psi 85.0 psi 85.0 psi 85.0 psi Job# , .\iRP.tnfQ!'.~J~fl[;~~tsQPi~~t N_!:;RG~G!-lNCA9.~q1~P,Q9,-.. Governing Load Combination +D+L+H No Overturning 0.60+0.?E 0.6D+0.7E No Sliding No Uplift +1.20D+0.50Lr+1.60L + +1.200+0.50Lr+1.60L + +1.200+0.50Lr+1.60L + +1.200+0.50Lr+1.60L + n/a n/a + 1.200+0 .50Lr+ 1.60L + +1.20D+0.50Lr+1.60L + +1.200+0.50Lr+1.60L + Actual Soil Bearing Stress Actual I Allowable +Z . +Z -X -X Ratio 0.5469 0.5469 n/a n/a 0.274 1.828 1.828 n/a n/a 0.914 0.5469 0.5469 n/a n/a 0.274 1.507 1.507 n/a n/a 0.754 0.5469 0.5469 n/a n/a 0.274 1.507 1.507 n/a n/a 0.754 1.507 1.507 n/a n/a 0.754 0;3282 0.3282 n/a n/a 0.164 n/a n/a 0.5469 0.5469 0.274 n/a n/a 1.828 1.828 0.914 n/a n/a 0.5469 0.5469 0.274 n/a n/a 1.507 1.507 0.754 n/a n/a 0.2597 0.8341 0.417 n/a n/a 1.292 1.723 0.862 n/a n/a 1.292 1.723 0.862 n/a n/a 0.04096 0.6154 0.308 Resisting Moment Stability Ratio Status 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 43.436 k-ft 16.580 OK 8.861 k-ft 3.382 OK Resisting Force Sliding SafetyRatio Status 2.954 k No Slidina OK 9.869 k No Slidina OK 8.687 k 8.290 OK 1.772 k 1.691 OK 2.954 k No Slidina OK 9.869 k No SlidinQ OK 8.687 k No SlidinQ OK Structural Conc!;!pts Engineering Inc 1200 N. Jefferson St, Ste F AnaheimtCA 92807 Tel: 714-632-7330 Title: Job# Osgnr: Project Desc.: Project Notes : _De-'-s-'cr__,_ip __ tio_n_: __ F_O_O_TI __ NG_F3....,.(R_E_C_TA_N_G_ULA_____,R) _______________________________ -----------··--_ ... ··--_., _________ -·-- Force Application Axis Load Combination ... Sliding Force 0:0 k Resisting Force 1.772 k Sliding SafetyRatio Status No Slidinq OK Footing Flexure Load·Corn,llination... _ -Which Tension @ Bot. Ma--Si-cle?-orTop~-s-Re-q'd-Gvrn:-As--Actaal-A·~s --<Phi*Mn---<Statas--- Z-Z, +0:90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK Z-Z. +0.90D+E;+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK Z-Z, +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK Z-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK Z-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft Z,-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK 24.884 k-ft OK Z-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendjnq 0.21 in2/ft 24.884 k-ft OK Z-Z. +0;90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK Z-Z, +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendina 0.21 in2/ft Z-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottoni 0.01 in2/ft Bendina 0.21 in2/ft 24.884 k-ft OK 24.884 k-ft OK Z-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK l-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft Z-Z. +0.90D+E+1.60H 0.8651:i k-ft +X Bottom 0.01-in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK 24.884 k-ft OK Z-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendina 0.21 in2/ft 24.884 k-ft OK Z-Z. +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft Z-Z, +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK 24.884 k-ft OK Z-Z, +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK Z-Z, +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK Z-Z, +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendina 0.21 in2/ft Z-Z, +0.90D+E+1.60H 0.8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK 24.884 k-ft OK ZsZ, +0.90D+E+1.60H 0:8655 k-ft +X Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK JSa~~;~~~~~;~~;;~~~~~::,·,;,,1F2':i~:.;~t·~f~~:~~~;t;i~_~t:*½.Jl~~;~,\j Bottom 0.01 in2/ft Bendinq 0.21 in2/ft 24.884 k-ft OK Load Combination... Vu @ -X Vu @ +X Vu@:Z Vu@+Z Vu:Max PhiVn Phi*Vn /Vu Status +0.90D+E+1.60H 0.0 psi 0.0 psi 1.094 psi 1.094 psi 1.094psi 85.0 psi 0.01287 OK +0.90D+E+1.60H 0:0 psi 0.0 psi 1.094 psi 1.094 psi 1.094psi 85.0 psi 0.01287 OK +0.90D+E+1.60H 0.0 psi 0.0 psi 1.094 psi 1.094 psi 1.094psi 85.0 psi 0.01287 OK +0.90D+E+1.60H 0.0 psi 0.0 psi 1.094 psi 1.094 psi 1.094psi 85.0 psi 0.01287 OK }'."~bjfil~~~-~1~·::~:~~L~ ~-~ ;-~· r:·c:~:-:·:,·:~ ~i5:' ~~;Jl1:i:~:x-~ ~~:~ ~-o psi 1.094psi 1.094 psi 1.094psi 85.0 psi 0,01287 OK Load Combination ... Vu Phi*Vn Vu/ Phi*Vn Status +0.90D+E+1.60H 2.146 psi 170.0psi 0.01262 OK +0.90D+E+1.60H 2.146 psi 170.0psi 0.01262 OK +0:90D+E+1.60H 2.146 psi 170.0psi 0.01262 OK +0:90D+E+1.60H 2.146 psi 170.0psi 0.01262 OK +0.90D+E+1.60H 2.146 psi 170.0psi 0.01262 OK , ,St~t[.Jral ~oncepts ~-, -Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 .Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: KENDALL FLO!<.,AL Design Specifications Configuration: Typical Stair System 1) The analys~ presented herein conforms to the requirements 9fthe 2007 CBC 2) Stringer steel Fy= 36000 psi Project J:I: K-060710-"1 ---t--read-steel-Fy=---36000-psi-· ------------------------------------------- Post steel Fy= 50000 psi Handrail steel f=y= 50000 psi 3) Bolts shall conform to A307 unless noted otherwise on the plans or calculations. 4) All welds.shall conform to AWS procedures, utilizing E70xx electrodes or similar. All suchwelds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. Design Loads - Exit Facility LL= 100 psf Framing DL= 10 psf Configuration Post Trec1c\ Run 376 in Typical Stair Elevation Page of Stringer 40 of t\i\ Rise 239in , ,S1-~.ural Vancepts ~-Engineering 1200 N. Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 71.4.632.7330 Fax: 714.632.7763 By: AA. Project: f<ENDALL FLORAL Project #: K-060710-.d. Tread &, Connection Tread must resist 300 lb· point lo;;id Bending Defl_ection -----------------Tread=· 11" x 1/8'' Diamond Plate I= 4.560 W'4 ,--f- ------i-·y=-3&,000-psi-· -------------------~-e---2-91000,000-psi-i ------------t--.J....-__ !=1/8" 5 O" P= 300 lb L= 36 in D= PLA3/(48*E*I) . 2.0" ____ _._L M= P*L/4 Fb= 0.6 * Fy = 0.002 in • = 2,700 psi = 21,600 psi t j S= 1.050 inA3 fb/Fb= (M/S)/Fb Dallow=L/ 240 I Connection Shear=R= P = 300Ib Stri,,ger &. Connection Stringer must resist unlformload Stringer= MC10x8.4 Ix= 32.00 inA4 Bending Connection Sx= 6.40 in"3 DL= 10 psf LL= 100 psf Fy= 36,000 psi M= w * LA2/8 = 341,887 psi Shear-=R= w * L/2 = 3Q66Ib = 0.12 OK = 0.150 in OK I-11.0" -i N=# Bolts= 2 Bolt Diam= 0.375 in tmin= 0,1375 in Rise= 239·in Run= 376in Tread Length=L= [Rise"2 + RunA2]A0.5 = 449 in Support at Ctr= No Eff L= 446.0 in Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/Sx)/Fb = 2.47 N=# Bolts= 2 Bolt Diam= 0.500 in NG Fv= 10 ksi Fu= 58 ksi Shear Capacity= N * Bolt Area * Fv = 2,209 lb OK Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 7,178 lb OK Trib Width= Tread Length/2 = 1.5 ft w= (LL + DL) * Trib Width = 165.0 plf Deflection E= 29,000,000 psi D= 5 * w * L"4/(384*E*I) = 7.634 in Dallow=L/ 240 Fv= 10 ksi Fu= 58 ksi = 1.858 in NG Shear Capacity= N * Bolt Area * Fv = 3,927 lb OK T MC10x8.4 J_ tmin= 0.1375 in Bearing Capacity= N * Bolt Diam* tmin * 1.2 * Fu = 9,570 lb OK Page 1 l of L.\l\. ,St~t~ural Vancepts , Engineering 1200 N. Jeffer5on Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: KENDALL FLORAL Project tt: K-060770-4 Post & Handrail Post & Handrail designed to resist 200 lb point load Post -------=-200-lb------------------------------~~~~~.------- Post= TS 1.5 x 14 ga Height=H= 42.0 in S= 0.183 in Fy= 50,000 psi M= P*H/2 = 4,200 in-lb Post To Baseplate Connection Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.77 Post is weided directly to the baseplate with all around 1/8" fillet weld Baseplate to Floor Connection Mbase= 4,200 in-lb d= 4in Tbolt= Mbase/d = 1050 lb Fv= 21,000 psi Vallow (3/8")"'2*pi/4 * Ft = 2,319 lb Handrail/ Guardrail Handrail= TS 1.5 x 14 ga Length=L= 72.0 in S= 0.183 in Fy= 50,000 psi P= 200 lb M= P*L/4 = 3,600 in-lb OK Fb:;:: 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.66 · OK Page 41.. of t\°" D OK Post Elevation B~ -, ,-,;;'<"~. T - L + p Rail Elevation ,. -Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Co~e =:= ~2008 \ ___ Sp_e_c,t_q~L~e~§f?.pos_e_Ac_celerations_S:s ... and_S1. __ .. ___________________ .. Ss and S1 = Mapped Spectral Acceleration Values ··Data-are-based on ·a O.009999999776482582-deg·grid-spacing · --· Period Centroid Sa (sec) (g 0.2 1.251 (Ss) 1.0 0.472 (S1) Period Maximum Sa (sec) (g) 0.2 1.360 (Ss) 1.0 0.514 (S1) Period Minimum Sa (sec) (g) 0.2 1.075 (Ss) 1.0 0.408 (S1) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92008 Spectral Response Accelerations SMs and SM 1 SMs = Fa x Ss and SM 1 = Fv x S 1 Site Class D Period (sec) 0.2 1.0 Period (sec) 0.2 1.0 Period (sec) Centroid Sa (g) 1.251 (SMs, Fa= 1.000) 0.721 (SM1, Fv = 1.528) Maximum Sa (g) 1.360 (SMs, Fa = 1.000) 0.770 (SM1, Fv = 1.500) Minimum Sa (g) J' Converting Addresses to/from Latitude/Longitude/Altitude in One Step (Geocoding) Page 1 of2 Converting Addresses to/from Latitude/Longitude/ Altitude in One Step Stephen P. Morse, San Francisco . -·-------------·-· ·-------·--·-· ....... ·-.. ·-.. -........... ,-... - :[r"\:;:'---,, ::'"""-,,:;,s"""':.~--tc ...... o"'""MJ_Q __ de=·.;Q=:~o-=·~ .... -:a=· '('-'-'d)-=,;;;,=·'.;:;"""':;,1 r,:;~:~:i::.-:Batch:;M:od~(R~~ers~ }JY't} ;E··}·';:,:=._Bat~h=,Mode.;(Altit~de)~. -:{;=,-] r~;;,;;}Qeg~rvJinl$e_c11:p:?.~-Giµ1.~b~{::: ~) l"E~i:f§};)fJYpl:fil!Jg;J?J~_[q~e~:'.:':E::;@ ~P':~,ff:=;_;firegrre®-A$~efi= Q!J.es.ti_gns" .· ,:~=A L2'Za;i-MY~.Q§f;s:Yl{.~B_B§,9_~.§ztt~iJ lfrom googlelliatitude lllongitude llaltitudel !decimal 1133.12542 ll-117.283935 I ldeg-min-seclj33° 7' 31.512"11~117° 17' 2.166"1 !from usc lllatitude lllongitude llaltitudel !decimal ll33.124812629388ll-l l 7.284537308948I ldeg-min-secll33° 7' 29.3255" IH 17° 17' 4.3343" I 1960 KELLOGG A VE CARLSBAD CA lfrom Y£hQQ lllatitude lllongitude llaltitudel jdecimal 1133.124953 ll-117.284491 I ldeg-min-secll33° 7' 29.8308"11-117° 17' 4.1676"1 1960 Kellogg Ave, Carlsbad, CA 92008-65 81 /from terraserverlllatitude lllongitude llaltitudel jdecim~l 1133.12490100 ll-117.28464000 I ldeg-min-sec 1133° 7i 29.6436"11-ll 7° 17' 4.704"1 1960 Kellogg Av€;, Carlsbad, CA 92008-6581 lfrom~ lllatitude lllongitude llaltitudel !decimal 1133.123660 . ll-117.285699 I jdeg-min-secjj33° 7' 25.176"11-117° 17' 8.5164"1 http://www.stevemorse.org/jcal/1atlon.php?cookie=&hidden=&doextra=&time=12760l l84... 6/8/2010 , ... ' ,,,.., 1- DESIGN CALCULATIONS FLOREXP0#2 FREEZER ADDITIONS Lllrry W. Lllng, P.E. Carlsbad, CA REINFORCEMENT ANALYSIS OF JOISTS & JOIST GIRDERS May 27, 2010 Larry W. Lang, P. E. 80590 Camino San Gregorio Indio, CA 92203-7434 May 27, 2010 Bosz Architecture 1 De Forest Irvine, CA 92620 Re: FlorExpo #2 Carlsbad, CA Analysis of Shortspan Joists & Joist Girders Attn: Mr. Gary Bosz PHIFX -(760) 834-9020 e-mail-larry@Jcdinc.net This is to certify that the Joists and Joist Girders in question, analyzed for vertical loads only, will carry the loads specified according to the information given and have been designed in accordance with the latest Steel Joist Institute (SJI) specifications. I take responsibility for the analysis of the Joists and Joist Girders, only according to the information furnished, but do not take any responsibility for any damage, failure or injury due to any work being performed in the air with dead load or construction loads being applied during any construction. Attached are the design calculations for the loading conditions given as well as the "As-Built" calculations furnished by Vulcraft Brigham City, Utah. This project does not require any reinforcement of any of the members in question (See the attached calculations). If you have any questions regarding the above please call. Respectfully, Larry W. Lang, P.E. Enclosure: Design Calculations Drawings R1 -R3 DESIGN CALCULATIONS FLOREXPO#2 REFRIGERATOR ROOMS ADDITION Larry W. Lang, P.E. Carlsbad, CA REINFORCEMENT ANALYSIS OF JOISTS & JOIST GIRDERS June 7, 2010 C6lbllPY Larry W. Lang, P. E. 80590 Camino San Gregorio Indio, CA 92203-7434 June 7, 2010 Bosz Architecture 1 De Forest Irvine, CA 92620 Re: Flor Expo #2 -Refrigerated Rooms Addition Carlsbad, CA Analysis of Shortspan Joists & Joist Girders Attn: Mr. Gary Bosz PHIFX -(760) 834-9020 e-mail -larry@lcdinc.net This is to certify that the Joists and Joist Girders in question, analyzed for vertical loads only, will carry the loads specified according to the information given and have been designed in accordance with the latest Steel Joist Institute (SJI) specifications. I take responsibility for the analysis of the Joists and Joist Girders, only according to the information furnished, but do not take any responsibility for any damage, failure or injury due to any work being performed in the air with dead load or construction loads being applied during any construction. Attached are the design calculations for the loading conditions given as well as the "As-Built" calculations furnished by Vulcraft Brigham City, Utah. This project does not require any reinforcement of any of the members in question (See the attached calculations). If you have any questions regarding the above please call. Respectfully, Larry W. Lang, P.E. Enclosure: Design Calculations Drawings R1 -R3 "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD J.QJST ANALYSIS 1 of 2 · · For Steel Joists·Cons,dered:.as Simple-Span B~ams Subjected to Non-Standard. Loads Job Name: FlorExo.o Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio= h ---1.1 '._ I Joist Data: Designation = ... K-serie.s, ; Span, L = . '39,95S3.. fl Modulus, E = 29;000,0Q0 psi Inertia, Ix = ··, · ·2s:t . · in."4 Original Design or Capacity Loads: Full Uniform: w = .... 1--: .-. -19-.6-. ..,.._ ... :,1bs./ft. Start End Distributed: · b.(fl) · · • · Wb (IBs./ft.) .. e (ft.) . we (lbs/ft) ' #1:._;_,,··=·,,_,_, __ ·. ____ , __ , . __ __,,_· .i;'._~--· _.;;.' _-_. ""'-I ' .:,~ #2: -----,---t-,---,.---+------...... 4,,---,...,.,_.;,,,.1 #3:...,..;;......,,........,;;..;;...-1 .. ,,,.-----1.,.,---'-_+-.,.....,.-·-'....,·,,...:, :-r'' #4: -j....,..--,-----,---,--+-.....---,-.-1 #5: ,_;.'j,,,_·,, .•. __ · --1,;--=·-" _, '""4---~--· _, _, __ · '--c-1 #8:,,.._,,_,,__~..,.,--"'··-·-,--·· -----1--------'-4 ,' ,1' '>' '~: . ·, -_--, #7: -' #8: :.: . ". __,;..,.,..,_~-----i""----"·' '_" __ _ #2: '. #3:F·,~~~-,~,-,~,~------....-,-...,.i #4:~-~---------"-"-....... ·-·_= _ __. New Design Loads: Full Uniform: w =I .... -. --196-.,,,-~:.,,.... ..... ,,bs./ft. Start End Distributed: b (fl) • Wb. (lbs./tt:)' .. ~.(fl); · vie (lbs/ft.) , #1: ;.: ' :··,., •::..i"' #2: ,_',, ·-_;,:; #3: .... ··""'· --,_-_ --· _,-_-_ '-+, -. -.--'--:"""_;:'-_ '·+--------------_ -_ ,- #4: #5:. ·'.· -.,.,---1· #8:~·-:--...... -,J.--..,.....·~-·4.,,,,.;..-,---,-J,-;,..------1 #7: ',",-, ·;'' -.,.,_, j #8::·_/; '·_· Moments: #1: . C.(ft') : M (ft~Jbs) ,_..__....,_,_,_,_,... ...... __ ""! #2:1.-=.·-_, "' ,. . #3: 1-=...:,; .-'· '' ·. '; ..... ,- #4: ''' 1 of2 I Subieci: l22KSPCL Mark No. J21 I Orioinatod lwl I C e I . ' b .I I *1 1 ___,-rr---+-+M-T"'""we +wbrl,ll. \ i~~J.-~.J~~J,~J.-':.~J.-...:i'fi/.J.-'-.. :J,...:i~J.--;..,.-i,_J,--.;-',,c-i•-_:-.,~rli:!-~.L;. •; J,-; ... -"t---+w ~/""-/ ,/ ,/ ,/V// E,IJ L RR Nomenclature Point Loads: a .(tt.f P (lbs.) i---':-'-----1-------'--I #1: -----ii-------, #2: #3: 1-----,.--1,----- #4: ,_,_ ......... ____ __,.,,~--- #5: ----------1 #8: , __ _ #7: #8:' , ............... -----~ #9: #10: ---# 11: 1--------i ----'-I #12: . •-""""'"--1-----1 #13: ---~11-.....-----1 #14:,----11-~--, #15: ,__ ____ ......_.'--'-------------' Point Loads: . a (fl) P (lbs.) I---'---'-------------'...,...., #1:' -----11-----1 #2: ·----11--....... --1 #3: 1---------·--,,·-#4: --------~, #5=-----1-----1 #8: ----·----#7:,,.;_ ___ I-___ , #8:' #9:~-~----1---- #10:. #11: 1------;1,,-,,....,.,;-- #12: 1------1----#13: ---------·-#14:1----1----1 #15:,...__......;;.._......,...._.. __ ___. Total 6/7/2010 9:11 AM ( "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J21 Original Design or Capacity Loads: End Reaction;,;.;s;;.;;: ___ ., RL =I 3,916 hbs. RR=! 3,916 hbs. Minimum Design Web Member Shear: Vw(min) =I 979 · hbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.) Maximum Moments: +Mx(max)=, 39,118 -MX(max) = 0.0 *Maximum Deflections: ,ft-lbs ft-lbs -A(max) = -1.776 in. +A(max) = 0.000 in. A(ratio) = U270 @X=~ft. @X=~ft. @ X =~ft. @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction ... s_: ___ _, RL =I 3,916 hbs. Maximum Moments: +MX(max)=, 39,118 -MX(max) = 0.0 *Maximum Deflections: r-lbs ft-lbs -A(max) = -1. 776 iii. +A(max) = 0.000 in. A(ratio) = U270 RR=! 3,916 hbs. @X=~ft. @X-~ft. @X=~ft. @X=~ft. *Note: deflections shown above include a 15% increase-above the values calculated using traditional ''simple-beam" flexure in order to more. closely match actual test results obtained by SJ/. Maximum Stress Ratios; S.R. :1 1.000 'for Shear S.R. _i-_ -1--.--00-0--ifor Moment Comments; @ X =~ft. @X=~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 6ll/2010 9:11 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANPARO JOIST ANA'-iYS.IS ·For Steel-Joists Considered.as Simple-S·pan $eams . Subiected to Non-Standard Loads. 1 of 2 Job Name: FlorExoo Job Number: . Carlsbad, CA Input Data: Maximum Stress Ratio= I · 1.1, I Joist Data: Designation = · K-series. · Span, L = · 3Q.95,!~3: ft. Modulus, E = ·29,000;000 psi Inertia, Ix= -75:r---: in."4 Original Design or Capacity Loads: Full Uniform: ___ __, · w =I · 196 · -Jn;~~/f!. Start End Distributed: · b (fl) · ·. Wb (lbs.fft.)' . :.e (fl) , we-(lbslft.) : #1:. Q.0000 ': ,'. 48;, : '39.9583 ' :· 48· . --.......-"#2· .. --.---------~ ... --~--""::"'-1-----.......... --1 #3: ,· ,= ,: :,. ' .. #4: ' -:· : :.·;,.,' ' #5:i-,.-s .......... .....,....,..-;.,...-i---~-,;...,.,· .. ~,;.,-..;..''..;..'..,_'_____,--i #6:1-'-·. -'-'---'.....,__ ,<. #7:~>-· ----1-------~---~ #8:_.~-___ ·,·--~-='.·~·"'-=----~-~-~·-·-"-__,;;a.a..,. ___ ._._-__.' Moments: ..,,_. .. __ c.;....:.;.(ft.""'')_+-Mc.;.;...:..(ft;.;;.;";.;;.;ibs"'-)-"-1. ' #1: 1---'----'-+,;----........J "#2: -~---------'"'-·-! #3: . .,_.. ........ _........,,-1----,--.i #4:~----"-----'-'---' New Design Loads: Full Uniform: w =r-1 --1-96-., :-, .-,Jlbs./f!. · Start End Distributed: . . .b (ft.) wti (ibs.ift:}. e. (ft) . We (lbs/ft.) #1::·o;oooq_ ,·48·· ·0 39.9583:,. 4·8:·.- "#2: i---~----------11....,.._.......,, __ , _____ ---"-'--I #3: ,: . ' ·,,' ,_:, '':' .. #4: -.·,. ,,.-. ._'"l-:--+.,.......,..--1 1--,-----1-...,,,....; =. _--1_.......,. _ _, ___ ,..;..._......,,.-,,..J #6 #5:: ___ ._. -:;,---•·-----1---......,,----· -·-. ..,..,::..:; .... 1 -:' '·" ,, d-• #7:,,_:· -,------' ------.,_.,.....----... ·1 ... ··'-,..·:_y_·..,,..,,_-------1 #8:._ ...... ~-=--·;;;....;.;..i..;;.. ...... __ __,...__ ___ =--~:~,~-~~:__,. Moments: . ,c:(fl) _M (ft~ll:is) .. ...... ...,.... ........ __ __,_""'-'-I #1: -------"#2: ·: ·;:, ' .· '.· ·' ·t-------,--1 #3=,-----1-----~·----1·· #4: ______ ...__ ___ ---"''--' 1 of2 I Subject: 22KSPCL Mark No. I J21-2 I OriAinator: lwl I C e .I __ b_, I 7' I ~rr------+-M+----.-W-e ~+wbn l. l.. ,....,._,....,..... ____________ ........, __ ' '''''' ' ''' --~ ~/"\../"\../'\./"\../VI/ E,IJ L RR Nomenclature Point Loads: i----·_a_,(_fl·,_.,) ,-+_P_(""lb..;.;s • .._) -1 #1: "#2: 1-,-----,-t----1 #3: .-1---- #4: ·.'·. __ ,_ #5:1----1--~--1 #6: ....,....... __ #7: ----,------#8: . ,. #9:1----1-:-----~---,:>-"" #10: 1--------1 #11:f-.·--~,---- #12: ,;_· -----1--'---t #13: #14:f-'.---------... _ _,_;;._,1.;._~--1 #15: . ......... -=~.__,_.;..a.__~__. Point Loads: a .(ft.) P (lbs:) ____ ....... ___ _.._--I #1: ,--,---,---1-------1 "#2: -~-#3: ---~,------1 #4;1_..-..,.,._..,.-1---_..;-1 #5: ---#6: -----------1 #7: ----,,--1------1 #8:. #9:1~·-·...;..,...-=--+----1 #10: --....;;...--..1.---..c.-1 #11: ·---------4"--~-· #12: ,----t·;----~ #13: --------,----, #14:1~---1-----1 #15:' ________ __. ____ ___, Total 6/7/2010 9:12 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J21-2 Original Design or Capacity Loads: End Reactions: RL ;,,, .... -4-,8-7-5--,jlbs. RR=/ 4,875. hbs. Minimum Design Web Member Shear: Vw(min) =! 1,219 hbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.) Maximum Moments: +Mx(max) =1. 48,698 Ift-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections: -d(max) = -2.211 in. +d(max) = 0.000 in. d(ratio) = U2.17 @X=~tt. @X=~tt. @X=~tt. @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction_,.;;.s;;;;.;:'----- RL =! 4,875 hbs. Maximum Moments: +MX(max) =1 48,698 ,ft-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections: -d(max) = -2.211 in. +d(max) = 0.000 in. d(ratio) = U217 RR=! 4,875 hbs. @X=~tt. @X=~tt. @X=~tt. @x=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum stress Ratios: S.R. =I 1.000 lforShear S.R. -_1---1'"".o.;;..0;;.;0;;...._-1for Moment Comments: @X=~tt. @X=~ft. The Steel Joist Institute allows a Maximum Stress Ratio-of 1.01. 2 of 2 2of2 617/2010 9:12 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANAl;YSIS For Steel r,lois~ Considered as Simple-Span Beams·. 1 of 2 Subiected to Non-Standard Loads Job Name: FlorExpo . I Subject: l22KSPCL. Mark No. J21-8 Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio = r. ·1.1 . ' : I Joist Data: Designation = · t<,.sefi_ei . Span, L = . 39;958~ · ft. Modulus, E = ;29,boo;ooo. psi Inertia, Ix= · 251 · ·: in."4 Original Design or Capacity Loads: Full Unifonn: w =lr-_-1_9.,..6a.,-·':-. _...,_ hbs./ft. Start End Distributed: _· . 6 (ft.) Wb (ibs./ft) .e:(fl) •· ·· We·(lbsllt:) #1: · 0'i000_D· . ,. , 52 .· -: : 39.958~ ._.. , q2, · ,_......_,___..-1-~-~-....,..;----------~-''-'---~ '#2: '' .. #3:--~~;-. -_-,,-.--------~-.-·-·__,.,,,,_,_-4~;--..,:.-........ 4 #4··, ........ ·_-...;;,·c..,..-· ____ _,.. ____ -..._~ :_·-...,:,_,,·:-'-·, ._· ._-.,..· _· ·::::::::::: ·-_, ~ '· ,_-' '. -' !:::,_-. .,,_ ___ -."'" .. --, ... ·-,.-.. _...,..--,...,1----,----;--:-+·.,,.;_-·_....,,,,...c1 1tQ _; _, -:~ ·~--,,, ,-~-~-,-.-1---,-.....,,_~-_,__ ........ ,,....c..i,-------------1 #7: ........ ...,. ..... -:-;.,.-..i--,;;.,: , ... -, ..,.;-h . .'""""",......,......,...;.,..:..-·-·· · ... -..... · ..... · .,...j #8: =-~--.·':·:_::_ -•·'-.. · . ,'. New Design Loads: Full Unifonn: w = ... I --_ 1-96-------11bs./ft. Start End Distributed: _ · b (~.) . Wb ·cibs./ft.) -. e (ft) . we (lbs/ft,.) , #1: • -0.0QQQ" .• · ,'52, .• c -39;91)83. ·,-. ,q2' _··:', ~1"" ' • -"' ' -,.,,, '#2: -. . . . '·-' #3:: -. -' -·,· ;· #4: ',.", #5:.' '. ' -· ,. ' -.' t/6: :,, . ' · . .-: . ' .,-' . ;: ·. ,}: ~.:: ''. -.. :. ·-.c . ' #7:r-,-~.,._.--1..,,;,,-.,..;;.,,.~1-'-'·'=.,,_-.-'-.-""'' ,,.;.+-'--,-----, . ,· ~-= ·---~~ ' \ -: ? '' #8: ,·_ .. ' Moments: . ·C (ft:) · . M (ft~lbs) . #1: '\ ',·. -. - '#2: :_ .. -·----'. · ... ' .-· #3:. .,,._-·· #4:. ..._ ___ ........__~ ____ ____. · 1 of2 I Orioinator:llwl I C e I Nomenclature Point Loads: i-,--a...,( __ fl_l:_,..,...-P ___ (ib_s.~> --1 #1: -6.0000 400· '#2: ;· 10.0000·-. 400 -------#3: 1,-.----1-----1 #4: :_ :.-_· ---+----1 #5: ----'---t/6: ..::,;_,_ __ ~-1..c..---1 #7: #8·1-,_---,,.....,~---- #9: --ao.---~'-,,-'--..!-,,,,.,- #10: ;"""-'-:--·--1-,-----1 #11: ..... ·---,---t-----l #12=,----+-'---- #13: · --------#14: 1--------~-1 #15: -..._ _____ ____.. __________ _, Point Loads: ·· a_ (ft.}. P (lbs.) _____ ....._~_.,..,..__.__ #1: '. 6;0000 400 '#2: .10.0000 400 #3: 1,-..--.--1------1 #4: . #5:1......;........-J-,,__~1----- t/6: ---"------1 #7: ,~---,.--1-~--, #8:_· ----'-l-'-----1 #9:1-----....,....-1---#10: ·. ' #11: ,-----,-----#12: 1.;;,...-_,._ #13: 1-----,,....,.---~ #14: 1--,------~----#15: ..._ ______________ _, Total 6/7/2010 9:12 AM t )' "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J21-8 Original Design or Capacity Loads: End Reaction_,;.s;;..;:~--- RL =! 5,595 _ hbs. RR=! 5,115 hbs. Minimum Design Web Member Shear: Vw(min) =! 1,399 hbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.) Maximum Moments: +MX(max) =1 52,748 _ ,ft-lbs -MX(max) =_ 0.0 _ft-lbs *Maximum Deflections: -t.(max) = -2.411 in. +t.(max) = 0.000 in. A(ratio) = U199 @X=~tt. @X=~tt. @X=~ft. @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =,..I -5-,5-9-5--,hbs. Maximum Moments: +Mx(max) =1 _ 52,748 -MX(max) = 0.0 *Maximum Deflections: ,ft-lbs ft-lbs -t.(max) = -2.411 in. +t.(max) = 0.000 in. Li(ratio) = U199 RR=! 5,116 hbs. @X=~tt. @X=~ft. @X=~ft. @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 1.000 /for Shear S.R. _i-_ -1-.0-0-0--ffor Moment Comments: @X=~ft. @X=~tt. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 617/2010 9:12 AM ( "LCD JOIST.xis" Program Version1.5 GENERAL 'STANPARD JOIST ANAL YS1$, For'St!!ei Joi~ts,considered as Simpl~-Span Beams _ .Subjected to Non-Standard ·Loads 1 of 2 _ Job Name: FJorExpo Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio= L · 1.1 · • ·I Joist Data: Designation = '-K-series . Span, L = 39s'SS: ft. Modulus, E = 29,000,000 psi Inertia, Ix= -:~.;--, 251 :· . in:'4 Original Design or Capacity Loads: Full Uniform: ____ ... -w=I ~, 196._= hbs./ft. Start End Distributed: , b (ft.), -wa (lbsJft.) .• e (ft.), , , 'we (lbs/ft.) #1: ' --c:' -·: #2: ---, -, ---· ~-~--""'-.... _--'--l~~-~-~---1,----~-"t,,,..,,....-------1 #3:: -. " #4: ' .:.-._ -' -- #6: :·' ·.:_ :._. #7:-'' ' '-·,; #8: ~,'.":/ ,, :;;, -~--. . _,.,_-,' _,' ---, ' ' ____ -' ·' -'' ;,, •'• -", Moments: : , d (ft:) . , M (ft-;fbs}. #1: :· ·: .·. #2: -~·:., > "'':. ~ ----' #3: . ' ' : ' #4:: __ .: - New Design Loads: Full Uniform: ,·. ' .,, ,- w =.-!.--·_,-'.. -1~-6--,·-libs./ft. Start End Distributed: . . b (ft) . wb :(ibs.lft.} e (ft) we:(ibslft:) . #1: _ , 0;0000. -. 0 · ,: '. 0:0000',_ --=,·,' 0 . -, ·~ -· ,, ,,,---,,,~ #2.:.",· .. -"~ ".:,:-·,,) ·.--,, C::- #3: '. '•, ,. '-,. 0' -_' #4: ~: #5: --'',_:,. -· ,, #6: -_--.·; - #7:; ·-----:;; -- #8: ,· - ' ,_ -: '' '· Moments: · c (ft.) M'(ft..lbs). ; ........ ...._ ........ ____ ___._._......._. #1: ·.: -, -, "::: i .. "· #2:~---+-,--'-......-'i-l #3:,__,~,~,;0.,.__,_,: ' ': -,_ ;: : #4: C ,", '' ', • ,___ ___ __._ _________ _, ,_:., - . ~ ' -, --·' -,_'_ ·='· 1 of2 I Subject: 22KSPCL Mark No. J21-9 I Originator: lwl C e I Nomenclature Point Loads: a {ft:) · P (lbs.) J---'-'----,f---'------'----1 #1: · 6.ooop · 400 - #2· 10,.0000 400 . #3: --------#4: 1--~ #S:1-·----+-----1 #6: -l'----"----ll,--=--- #7: ,----#8:' #9: 1-----11-----1 #10: ,-----11---:----1 #11: ,--------#12: 1--~--1----1 #13: #14:,~·----l------l #15: '-'------"-...a..a"'--------------' Point Loads: i--,,--a-'('--'ft.-'-) ---1-.P-'-, _,,Cl,...bs"".)---1 #1: 6.0000, 400 #2: ~0.0000 . 49,Q__ #3: ,----11----#4: ---------r--,-#5: ,--......... -~11------1 #6: ______ . _____ .., ----1 #7: ,-------- #8: -~~--. _;.._ #9: - #10: __ ,, ___ _ #11: #12: -l-----'----11----f #13: -----11...---- #14: 1-------1,.,------1 #15: ...___ ................ _;..... ___ __. Total 617/2010 9:12 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J21-9 Original Design or Capacity Loads: End Reaction,..s_: ___ .., RL =! 4,556 libs. RR =I 4,076 hbs. Minimum Design Web Member Shear: Vw(min) =I 1,139 hbs. (25% of maximum end reaction for K-series and L_H-series joists per SJI Spec's.) . Maximum Moments: +Mx(max) =1 42,384 ,ft-lbs -MX{max) =_ 0.0 _ft-lbs *Maximum Deflections: -.6.(max) = -1.940 in. +.6.(max) = 0.000 in . .6.(ratio) = U247 @x=[]]}[]tt. @X=~tt. @X=~tt. @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction ... s_: ___ .., RL =I 4,556 !lbs. Maximum Moments: _ +Mx(max) =1 42,384 ,ft-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections: -.6.(max) = -1.940 in. +.6.(max) = i--0.000 in. .6.(ratio) = U247 RR =I 4,077 hbs. @X=,_ 19.16 1ft. @X= 0.00 ft. @X=~tt. @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. :1 1.000 lforShear S.R. _i-_ -1-.0-0-0--1for Moment Comments: @X=~tt. @X=~tt. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 617/2010 9:12 AM ( J "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANAL YSiS For'Steel:Joists-Considerecf as $i.mpie-Spaf! Beams Subjectedto Non.:Standard Loads 1 ·Of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data; Maximum Stress Ratio= !· :. _1, t: ··1 Joist Data: Designation = · K-ser:ies Span, L = ' 39:9_583 ft. Modulus, E = 29,000;000 psi Inertia, Ix = -2~ in."4 Original Design or Capacity Loads: Full Uniform:,-,------. w =I . ·· ··232 , 'hbs./ft. Start End Distributed: ... : _:_b_,_(tt.__., ?:.... --.·1-Wb_.,_(lb_s_:lft._,.)--1·· __ e_,·(tt...;.1 ... · __ w_e_,("'"lb..;.s/ft.--'-1) #1:' . -"' #4:: <-: "·.:: ;: #5: ,,,, -_ -, ''.l' .,._,,,..,,.....,... __ ..,. _ _,_,_~-t-•,.-,, __ ---.....;-,--,......,.,...,...,-i '116: "" . ,.......,~---icc-.,..,,...,--,---1--r-----W,W,~H,M___,,__-, #7: ' '. #8: ',; ·,::_.-., .. Moments:; · c·(ft:) M (ft-lbs) ....,.,--.,,..,..'---'F,---;:..;...-,-'---1 #1:: _r:_ ' f....."--,,,-,,,,_ ...... -1-"--· .... , -, . ....,,,,_!""" #2: 1---,;,.----1--..,...,..-1 #3: ---~t--·---,---,-,r-i New Design Loads: Full Uniform:.----------. w =r. . 196 . hbs./ft. Start End Distributed: b (ft:) wti (itis,lft..)i' .. e (ft.) we (lbs.if!.).· #1: · 0'.00~ . 44 , , l 3~:9583 , i .. 's,44· ;; #2: "' ,::_ ' -. -.; ' ,, . ,_ #3: -.. #4: ·..-,:_:'/ ' -', --',-' : . --,'" .. ' _~, ' . !::_. __ .,-.= ' ::-..,,,,...--1-'--.....,.C,---J,-__;,-,---c...i----..;;,.,.-i ~ 'l.,-"' ~----------1-"-----....... '-,-1~ ..... ......,,.----i #7:>'' Moments:,___ . ..._. _c_._(ft.__.) ____ -+--'-M_._<1l't_-1bs_O ....... : #1: '·: ---= #2:-. ·, 1 of2 Subie.ct: 22KSPCL Mark No. J21-A1 Orioinator: lwl I C e I . b I I I< :p) I ....-r--rr[---+-M+---...-we , +wb ,C-l L .!. , \ ,.....,._-,--r-+-+-+-lr-+--f-+-'1--f--t-T+.--.--,i, ,i, ,i, ,i, ,i, ,i, ,i, ,i, ,i,1,1, ,_,_+w ~~ / "-/ "-/ '-/ "-/ V // E,IJ L RR Nomenclature Point Loads: ,____a_(,_ft..._) _._. ___ P ____ (l_bs_,.)--1' #1: ,,__-..._ ____ _ #2:'' 1----1--,---1 #3:, ___ --l.,__ __ --I #4: #5: -~_,,,,,...,,,..,_,,,, ___ -I '1/6:1---'--=-; ___ c_ #7:. ' . #8: ~--'« ~;-:<~ #9: #1 O: :---::--. , --. -~ -·-··-· .-· #11: #12: -----11------#13: '. ' : ·-#14: -----1------,-1 #15: '---------"-'------------' Point Loads: __ a_(,_ft. __ ) -1-.P__,..(l_bs ..... )-1 #1: 1-----1-----1 #2:. -----1·----1 #3· ·, --~,--,---1 #4:. ---· ',1-----------1 #5: i-----.1---"·--,--.,;__ '116: 1-------11---,...---1 #7:1-----ll'------l #8: 1--------#9 · ___ ......... _,,,__,_ __ -I #10: ,----'----11---,..-~1 #11:1-'-,----t ------1 #12: ' ''--'"~'-----1----1 #13: , _____ _,, #14: -----11---,,--1 #15: ~----------'---------' Total 6/7/2010 9:12 AM t "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J21-A1 Original Design or Capacity Loads: End Reactions: RL = .... , -4-,6-3-5--,hbs. RR =/ 4,635 hbs. Minimum Design Web Member Shear: Vw(min) =l 1, 159 hbs. (25% of maximum end reaction fQr K-series and LH-series joists per SJI Spec's.) Maximum Moments: +Mx(max) =1 46,303 ,ft-lbs -MX(max) =. . 0.0 _ft-lbs *Maxim1,1m Deflections: -A(max) = -2.399 in. +A(rriax) = 0.000 in. A(ratio) = U200 @X=~ft. @X=~ft. @X=~ft. @x=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to mote closely match actual test results obtained by SJ/. New Design Loads: End Reaction;.;..s_: ___ _ RL =! 4,795 hbs. Maximum Moments: +Mx(max) =1 47,900 r-lbs -MX(max) =. · 0.0 _ft-lbs *Maximum Deflections: -A(max) = -2.481 in. +A(max) = 0.000 in. A(ratio) = U193 RR=! 4,796 hbs. @X=~ft. @X=~tt. @X=~ft. @ X -~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R.:f~ 1.034 S.R. -1.034 Comments; 'for Shear for Moment @X=~tt. @X=~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 617/2010 9:12 AM ( J "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD; JOIST ANALYSIS For Steei Joists ,considered as Simple-Span Beams Subiected' to. Non-Standard ·Loads 1 of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data; Maximum Stress Ratio = 1-t.-1 ~ _'j Joist Data: Designation = ': K-.~~i~s' , Span, L = : 39;95~3 , ft. Modulus, E = 29;0do;·ooQ psi Inertia, Ix = ·. 220 · ''" in."4 Original Design or Capacity Loads: Fuil Uniform:...------.· ·· w =I . ·. 232 · Jibs:/fl Start Distributed: b (ft.) · Wb (lbs.If!.): #2:. ,., '· ,, . End e (ft.) We (lbsift.) ___ ..,_,,.,_..-,--1-.=.-:....,,,...11 ....... --,,. .•. .,,.1 #3: ,, ' -,. ". ," ......,,----.---+--------~~-i;---·-:-~....--i #4: ~-~···---1~-----+·-'"---·l,C;'-.. -----------1°' #5: . ·'. -_. ..,-, , I #6: #7:l'"o -, ,'-,-' _.,..;·"'"'; .-. ,_-_----i-,-__,,,,,.,~ #8: ',-_ -,. Moments:·· c.(ft.) M (ft-lbs) #1: ,' <--, ,··· ~' 1----,.-,,,,,:.....i fr.2: #3:.......,"'--I,,-., _--1·---"'"""'C-I 1---------,., -_ ----t #4:,__,-....,;.._,;,,;,,,. _ __._ _ _...;--"--' New Design Loads: Full Uniform: w =.-! .--. .----19..,..,6-----,,-,hbs.lft. Start Distributed: :b (ft) . Wb .(lbs.If!.) #1: · ,.1.1.9792 ::. · 30 ·-.:-:.1 e ' -: ' ., ,. . · -. ·'·. _, ___ ._. End e (ft:) . . we (ltislft.:j, 27.~_792· ',, ·30· :- -'-", . . :.-'.- '' .'' ' ,---'~ -: : ,, -_-,. -,- I',-',.'_, #2:; '., .· #3:. '· ': #4: ": '. ----,-., -----....... ---~,--------------......,, #5: ~-; : : -' ,-. -,c' ' #6: a'. . :_, ,·" ,' _, " , ·. #7:...,",_-' --..,..,,_-1 _ __,;._...,;...4_..;_:,_;:-: ,"=· ::::::::: #8:: -': ::.-.~-::_ -·.·. '=: Moments: . : c (fl). . ·. M (ft-lbs} . #1:,--'----+'-·-,.-' .... ·"_, ';...,· -l ff.2: : .. '-. :;~:-.-"""""·l.,.,.;.-;;.-----'---'I 1 of2 I Subject: l22KSPCL Mark No. J21-A2 I Originator:llwl I C e I Nomenclature Point Loads: .. · .a. (ft) . -P (lbs:} 1--...;,..=<--'--l-,,--'"".;;;,,;;,;;,'--1 #1: 1-----'---1-----1 #2: -.. #3: #4:~-,-_--_-----,-_-........ --i -... --' ---., ... -.. ~ #5: ' #6:1----~--- #7: . 1------"""""l:-,,....,.--1 #8· . -----+-----1 #9:~. ----+--~-1 #10:,.... __ ~-1---,,---i #11:1-----1-·-·. --'··- #12: · 1------11----1 #13: #14: 1---'-----11~--- #15: '-----'-'"-----'-----' Point Loads: a (fl) · P (lbs.) · --~---11----'---1 #1 =1-~-.,,--11-...:----1 #2: ,,-.-.. --· --_-----#3: 1-----1------,...i #4:, --,,.---1 #5: 1------ll--'--'--I #6: ------11----#7:' ----#8: #9: ' -----11~----1 #10:1-----1--- #11: 1--~--1 #12: l-,----"' #13:. 1------.-. -,-1-----,,---1 6/7/2010 9:13 AM ( J "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J21-A2 Original Design or Capacity Loads: End Reactions: RL =!,... -4-,6-3-5--,hbs. RR =I 4,635 hbs. Minimum Design Web Member Shear: Vw(min) =! 1,159 hbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.) Maximum Moments: +Mx(max) =1 46,303 jft-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections: -A(max) = -2.399 in. +A(max) = 0.000 in. A(ratio) = · U200 @X=~tt. @x=CQ]Dft. @X=~ft. @ X -CQ]Dft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL = !,;;.;;..;..-,4-, 1--5-6 ---,hbs. Maximum Moments: +MX(max) =1 42,953 -MX(max) = 0.0 *Maximum Deflections: r-lbs ft-lbs -A(max) = -2.211 in. +A(max) = 0.000 in. A(ratio) = U217 RR=!. 4,156 hbs. @X=~tt. @x=CQ]Dtt. @X=~tt. @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.974 lforShear S.R. __ r--0-. .;..92-8--4forMoment Comments: @X=~ft. @x=C]g][Jtt. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 6/7/2010 9:13 AM "LCD JOIST.xis" Program Version1.5 GJ;NERAL ST.A~DARD JOIST ANALY$1$ For Steel,Joists Consiqered ~s S1mple:.$pail Beams :Subiected_ to Non·-Stanciard Loads .. 1 of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data: Maximum Stress Rc1tio = I~ '. 1-1 . · :I Joist Data: Designation = -K-Jeries = Span, L = .39;9583, 'ft. Modulus, E = 02S;OOO,OOO, psi Inertia, Ix= · .. -220 ·: 'in."4 Original Design or Capacity Loads: Full Unifonn: -w = .... , ,-.--. 2-3-2---'""'_--,hbs./ft. Start Distributed: ib (tl) Wb (lbs./ft) · End e (ft) , we (lb sift.) -. ' ' ", ~~' t; -~ _,_ .. -. __ ':-' #6:l_-_:..:. _______ -1_,.....:...-,-0-~' _,_-~--·----· #7:i;,_ ---------1,.,....,,,--....,."""'-1-----1,.,._,·..,.· .-' -,-.,i #8: ,__ _________ ................ _____________________ __, -Moments: · _ c (ft.) -•. -M (ft-lbs) _ #1:1-·-· -..,-,--1,..--------1 #2: ·,\ ·,t.·;-: #3: ::. >'.·: #4: ·:. -_,-'-. New Design Loads: Full Unifonn: w=.-l·--_...,.;·-195-.,_-··""'·j1bs./ft. Distributed: #1: Start End _b (ft) -wb (lbs.If!.) e _(fl). -·we.{i~sift:)- ~-0:0000 ' .::-42 ·,, ' 39;~583, ' _,; 42. 0 _ #2:. "• --i ·_,, ' -'··' 1--,--, __ ,... ____ ,..._,. -------o:;;;,.· ,,,,.--1-...,..,,...-,,-'-.. ""--...... .,,..;;--1 #3: ~'-----~-i--,.,.-.:;.......i-'·;.._···_, _____ ~~ #4: ~~ ----, . .....,,.-,.,.· -c..-''-''-· -' '+.:---.,.,· :..y_, #5:' L', _,. Moments: c (ft.) _ M (ft-lbs) t---,,,.....-'-'--,t,-...,--...___._-1 #1: i ' . ·_ ·,-' 0.~---1--........ -,-1 #2: ---.-... #3:: 1--..... ,-....,...-1---, ,.-_-#4: '. ·.' '11 ,_' 1 of2 I Su~ect: 22KSPCL Mark No. J21-A3 I Originator: lwl I C e I RL-x RR Nomenclature Point Loads: 1-· _a_(_tt..._·> ___ P __ (l_bs""'.)---t #1:. 1----1--~-#2: .· -------~-------,-s #3: -1-----------1 #4: ,-1-----~-- #S:1-'·------ #6:1----'-1,-....~-,-...-1 #7: 1----,.,,,i-..,.,....w-- #8: --------#9: ":"---------#10: 1-----''---- #11: 1.,,,-------,-11------1 #12:1----- #13: 1-------,-i1---·-,-- #14: 1-------1:-,----1 #15:.__'-----'----------.a....1 Point Loads: ......,._a_(,_fr..._) __ P__,,(l_bs_..)----i #1: 1-..---..-, .. ___ _ #2: __ _ #3: ·--·~-----~--1 #4: 1----11----#5: 1-------11-----1 #6:,,_.,.._,--:.--f #7: -1---,..,,.-,..- #8: -----~-----#9: --~·--i----#10: r--- #11: 1-----,1------1 #12: ,~----11---,----1 #13: .. ~_, __ . ____ _ #14:: -----11-----1 #15: ,__ __ __,~ __ __, Total 6ll/2010 9:13 AM ( "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J21-A3 Original Design or Capacity Loads: End Reaction_ ... s_: ___ ..., RL =! 4,635 libs. RR=! 4,635 hbs. Minimum Design Web Member Shear: Vw(min) =! 1, 159 hbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.) Maximum Moments: +Mx(max) =1 46,303 ,ft-lbs -Mx(max) =. 0.0 _ft-lbs *Maximum Deflections: -D.(max) = -2.399 in. +D.(max) = 0.000 in. A(ratio) = U200 @x=~tt. @X=~ft. @X=~ft. @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads; End Reactions: RL =,...! -4-,7-5-6--,hbs. Maximum Moments: +Mx(max) =1 47,501 -MX(max) = 0.0 *Maximum Deflections: 1ft-lbs ft-lbs -D.(max) = -2.461 in. +A(max) = 0.000 in. ~(ratio) = U195 RR=! 4,756 hbs. @X=~ft. @X=~ft. @X=~ft. @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam"_flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. :1 1.026 lforShear S.R. _ .... _ -1-.0-2-6--1forMoment Comments: @X=~ft. @x=~tt. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 6/7/2010 9:13 AM "LCD JOIST.xis" Program Version1.5 GENERAL .STANDARD JOIST ANALYSiS For Steel Joists Considered -as ·simple-$pari Beams- . Subjected.to Non-Standatd Loa·ds 1 of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio = I_ . ·. t 1 . , I Joist Data: Designation = .. K~seriei _, Span, L = · ~9:9583: ft. · Modulus, E = 2~,000,00.0· psi Inertia, Ix= .. · 251· · in."4 Original Design or Capacity Loads: Full Uniform: w =I..--· -. 1-96---.-hbs.tfl Start Distributed: ·. b (fl) Wb (lbs./ft:J- End e {fl) \ile (ibslft.) : #1 ' '.~ : ~,_;__, ....:~-...i---··-'--:...,: -1-_;.;;;.~-1 #2_;.. . . ' ,_ . ' ' ,•:-C '. #3: -' ' '' i-,,-.--,,-.--~-----..--1--~--t-----:--1 #4: ; J ;: ••• ' ' #5:~-1----1...;;,.._,,,..___,--1-~-~~:·_,·,,=·~:·, #6: ., .:-.·; ,,. . . ,., ·,,:·. ' ' :: ~~-· ..... -·-· ll··.,,... -........ ··,__,..""""1'-,;;·-,.-:-·.:·::~::,-. +':-'.~.,.-.--.~, ,-'--1,. Moments: · ..... c {fl): . : . M (ft-lbs) . #1::; ' c-~. #2.: ; . ' ,. #3:' ''" 1-.--,.-."'--';--1-1""=-"---I #4: .· ...... . New Design Loads: Full Uniform:.------. w = I . 196 !1bs./ft. Start End Distributed: · . b .(it.) . vib (lbs./ft.) ... ·. · e. (fl) we (lbslffj, ---------+--,-,,_,.,.--'-i-,,-...,,...'---+-,-~'--,-.,...._, #1: ·:: ,: · .. ,, .... ' #2.: . : ' '' #3: ' .. ,·,: < ,. --~-,,;;---~-... ----1·---'-"---l·'--<-·--"""""-1 #4:. '' ,c ., ';_';,,,:· ;,'.'. ·~·.' , ... #5:~,..,,.,,.··-~--'--.;._, __ ,·.......,.._c_· _ _,_-i-__ __,,_. #6:. '' '·" ,..,..,...._ _ _..._l _______ _,... __ .,.....,. ..... _,,.."'""""-f #7:1---..,,.,--.-----i-,---,-,........--,--.,~--'--'"c...~·"~·-:_,_,-l .·,,, ,' , .. ·. ''', #8:,..__ ______ ......,;_.__ ___ .a......_'='-~-~·-'-"-----_.__._.-=··~·,.= ...... Moments: . Cc(fl) M (ft-lbs) : #1: .:;•· ~·~~,:~ #2.: ' .. ,·. .. '' #3: . -: ; ', #4: '-'----'--"--'--'--......a.---' 1 of2 I Subject: l22KSPCL Mark No. J23 I Oriainator:llwl I C e I RL~x RR Nomenclature Point Loads: i----_a_(_tt:~> ---1_:P_(l_bs_.)----1 #1:1-----1----'---I #2.: #3:' i-,---,--..-;1------J #4:1-----11---- #5: 1-,----,--1,- #6: 1,..---,--Ji--,,.---1 #7: '"""'F-""---1------1 #8: ---#9: 1----1,.,...---1 #10: 1-----1 #11: ____ -I_ #12: #13:......, __ ;,,; __ . WWW_·- #14: i-----~----1-----1 #15:.___-'---''------'----........I Point Loads: a (ft} P (lbs.} l---'-'--lr---e-----'----1 #1: -----~1-----1 #2.: 1----1--,_,__ #3: 1----1 #4:1-------11~----~ #5:' #6: -----i---·---#7: ..;;: __ _,__1-----1 #8: 1---,--i1--,----1 #9: 1-~---.......... --#10: 1.,--.,........ #11: i-,-----.....,-.-~--#12: -----1-----1 #13: 1----#14: 1------11-----1 #15:'-----'----'"--'------' Total 6/7/2010 9:13 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J23 Original Design or Capacity Loads: End Reaction_,;.s;;;..;:'-----.... RL =! 3,916 hbs. RR=! 3,916 hbs. Minimum Design Web Member Shear: Vw(min) = ! 979 ! lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = I 39, 118 -MX(max) = 0.0 *Maximum Deflections: r-lbs ft-lbs -~(max) = -1. 776 in. +~(max) = 0.000 in. ~(ratio) = U270 @X=~ft. @X=~ft. @X=~ft. @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =!,... -3-,9-1-6--,hbs. Maximum Moments: +Mx(max) =1 39,118 -MX(max) = 0.0 *Maximum Deflections: r-lbs ft-lbs -~(max)= -1.776 in. +~(max) = 0.000 in. ~(ratio) = U270 RR=!, 3,916 hbs. @X=~ft. @X=~ft. @X=~ft. @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios; S.R. =~-1_.0_0_0_-ilfor Shear S.R. -. 1,000forMoment Comments; @X=~ft. @X=~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 6/7/2010 9:13 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS 1 .of 2 . . -. , For Steel Joists Considered ·as Simpie.s·p~n ·se~ms Subiected ·to.Nori.Standard Loads. Job Name: FlorExpo Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio = Joist Data: Designation = : K-series. L ·1.:L~ ! Span, L = ,-39:958~ ft. Modulus, E = 29,000,000 psi Inertia, Ix= '7251~ in."4 Original Design or Capacity Loads: Full Uniform: · w "=. .-i,-.-.. -19_6..,.., --,,,, hbs./ft. · Start End . Distributed: b (ft) · wt> ·(lbs.lft:)' . e .(fl) · wi {lbs/ft,) #1: : ' _0.,Q.,00Q. 24 · a9,95a·3.· ' . : 24 , : : #2: ·. . • . _ .. c ·. , .': #3: '. ,~ '' ' ~--,,,--...:..--1---,-_ ----,--+-----....,.,...,,...,.,.- #4: .--,·· #5:1-_,....-· ·..,.,_-F #6: ' .•• #7:: .: ·'.' ·_:._ -. ,,. --' ' ~ .. --; ---lo;'f","';~~--...c·-· "-' ---1 ·, ,, #8·.__"--'----..a;.,.---'---......... -------_.__--------""'·"-'·=·".;;;..' -· ...,' _ ....... ,· Moments: :c (ft) M (ft-lbs). · ---...--1--.,,.....,..-, ,...,. __ ,.._ #1:i...-·-· ......, __ .., __ ..___ #2: #3:~ .. --.---.~:-. -.-+,,,_;..--.-_.- -------,--,..,..-,..,,.,_,, _____ 1 #4 \· __ :..___-'--__,.;;.----'---''--__.;,;..--' New Design Loads: Full Uniform:~---~ w =I·· .. ·195 . 'hbs./ft. Start End Distributed: b (~) · · 'Wb (lbs:/ft.) · · e (ft)· _:we (lbslft.) #1: · 0,0000 , · j., .21.,, · · 39:9583 -, .t~4· ·.: . ' -,,.,: '-#2: ~. · -· '· #3:' . "'.""':, .__ ! ---,--· -. #4: ' ". . . ·, --~ .. ___,...,.._·;...· ... "--t" #5• c '• '. C' • \·, .' ·1----.,.;..,;1-----1-·· .,,,,..,;.;· ·;,,),,' .,.;' _ .. _. ·-1----........-1 #6:,_.,,...,.,.,__.,,,_-,t-'--""'--""'t---. ~' .. ,· ._.·: ,·_:·' #7:...::.......... ";, :,, '·' ·. ......................... '"'--+-----.....-1---'-,-,-tl--.-'«-~ #8: . ' • : . _-__ --__ , :.. . Moments: l-=-'--c-,, .... <~ .... )-----+-M ___ (ft_-i_bs..._)·--1 #1:' #2:1-· -.. -.. -,---,....i-.-.,----,. -, -, #3: J '' ,_-:: --......,...--,....,...., --------'---'-I #4: ·. '. .. ,_:. 1 of2 I Su~ect: 22KSPCL Mark No. J23-4 I Orioinator: lwl C e I ~-b-' I I< +ap> I ___,....,-_,.---+_M ___ we t+Wb!J, l l" 1, \ "' "'il-.i, .i, .i, .i, "' -l-1+ -1-+w ~/ '\../"-/ '-./ "-/V//~ E,IJ L RR Nomenclature Point Loads: · · a :(fl) · P (lbs.) I--...;...;;"""-_,.,,--.,....,.= ........ #1=,-~--,.,.....---1 #2: #3:. ---~·-----·-#4: _. --~--t--""--1 #5: 1----''"------+-----#6: -----'1-----1 #7:....,, -----1---.'!ffe:'e"'. ·--#8: .. --------#9: '• #10: ,~~--1-----1 #11:_........,. __ , ____ ..;.._ #12: -~-~1----,,.--1 #13: ' ,.".---,,-..-+-----; #14: , ___ .. , ... .-. #15: · -. Point Loads: ·a (ft.} · · .P (ibs.) #1: 1---..,......,1---;;;,~,,,,,, #2: ___ .__, ____ _ #3: ,--~-1---#4: ------11-----........ -#5:. #6: 1----...--,..,_---1 #7: --·-·-·1----1 #10: #11: ..._,.._ ___ ~ ~ - 1----#12: 1------11-- #13: .--·-~.--1-...,.,,,..--, #14: 1-----1----1 #15: ,__ ____ ...._i......;; __ ___. Total 6n/2010 9:14 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J23-4 Original Design or Capacity Loads: End Reaction'""s"'": ___ ..., RL =I 4,395 hbs. RR =I 4,395 hbs. Minimum Design Web Member Shear: Vw(min) =I 1,099 hbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.) Maximum Moments: +MX(max) =1 43,908 1ft-lbs -MX(max) =_ 0.0 _ft-lbs *Maximum Deflections: -A(max) = -1.994 in. +A(max) = 0.000 in. d(ratio) = U241 @X=~ft. @X=~tt. @X=~ft. @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction ... s_: ___ ..., RL =l 4,396 hbs. Maximum Moments: +MX(max) =1 43,908 -MX(max) = 0.0 *Maximum Deflections: r-lbs ft-lbs -Ll(max) = -1.994 in. +A(max) = 0.000 in. A(ratio) = U241 RR =l 4,396 hbs. @X=~tt. @X=~ft. @X=~tt. @x=[J[QQ___Jtt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to. more closely match actu_al test results obtained by SJ/. Maximum Stress Ratios: S.R. =I ~.000 /for Shear S.R. -_ 1--1-.-00-0--1for Moment Comments: @X=~ft. @X=~tt. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 61712010 9:14 AM "LCD JOIST.xis" Program Version1.5 . Gl;NERAL ·stANDARD .JQIST ANAL YSis :For:Steel Joists Conside~d ~$ Simple-Span Beams Subiected·to. Nori-Standard .Loads 1 of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data; Maximum Stress Ratio = Joist Data; Designation = · : K-secies ., Span, L = · ' 39.9583~ ft. Modulus, E = 29,000,000 psi Inertia, Ix= --::-T2o~ in."4 Original Design or Capacity Loads: Full Uniform: '· · ' w =1° . 232 . hbs./ft. Start Distributed: · ·. b (ft.) , Wb (lbs,/ft.) · End e (ft.}° we .(lbs/ft\ l "' #1: ·. ;,, : 1-~;----1----. -., ....,_ ,,.,....-1,~--_wr-1,-,, -· ---,,.-1 #2.: ' ,-·,_ 1:: ~ '' #3: ~.:~_··..,_---1--,.--,_,""":.,.., -. ....... ..,....,....,..-, . .,,...,,.,..__,..,., .. ;- --.....,.,-----1-.--,.._=t-,·'-' ------. ~ :: : ~ -,1: r #4: ' 1---,,.;----......,,..,,..,. <.,..· ----,1---,-.-'-· ·--· #5: ·, ··:c··,_ .. ·,;: ,, '., ',-, '116: ,, . t ""':1------1---..,;...,.;.:...''-·+:........ ......... .....,,.-1 #7:--------..,....f,......,""""" __ i _____ l __ . __ ;.'_,··--.-, #8: " .. , .. · •. Moments: .......... ..,.,c,.,...,·,,_(ft.-'-1_.' -+-· ,M,.......(tt,,,..-J_bs ..... )-t· #1: ~;,,,.,,.;.··_·.........i.,,.--~----,1 #2.: ' ,,. .. #3: ,-,y~ t-,-,<,,-,--, ...... #4: ,, .. ' New Design Loads: Full Uniform:.------. w=! , .1'96-= hbs./ft. Start End Distributed: , -. :b (ft,). · WI> (lbsJft.) • · -~ (ft.) . · · we (lbs/ft.)· #1:. ·· 0.0000· 42. ,, · ,39,9_5,83 .. ,., 42 _ _:_ 112.:. 1 L9792, -• acr .. · 21.9~§£ ..:::.:_, 3.o c ; #3: -, --~-· ,·: ... '. .' :• '. "· .,, #4: . <. '' ·, . -----+'---~1..;....-------1·-'---,.-#5· . ' '116: · .. ,~ .,_ ,•-' -'~ " -::' #7::; ; . . .. ,,,·.·:·., --..,....,....,~ ....... __,.--i #8:._--=---=----'-; .... _..;;;.;.._...._ _ _.. __ ._._ ... , ___,;;;;;....;=-...-1 Moments: __ c_..,_(lfl...,_J_. _.....·_M__,(ft_-.... 1b_.s)-1' #1: -----1-------" #2: n '.:. I:., '.•' I #3·' ' · .. #4: ' ·.. ' 1 of2 I Subject: l22KSPCL Mark No. J23-A 1 I Originator:llwl I C e I . b I I ¾l I __,....,-11 _.-.-+-t-M --.-we +wb.rlJ..J..Jl. ' ,--,-, J-, .... ,..;.;;,;,1-,1-'-',1-J-~ "'"'r-+-f,1-'"",1-'F-+-+-+-f'--,1,T-l,~"' -.... --1\--~--,,t,...,_~-~--,~f"r,-·-;t-+W ~/"'\../"'\../ '-/ "'\../ VV' E,IJ L RR Nomenclature Point Loads: ,___a __ ( __ fl __ ) ---1--P......._(lb_s . .._) --1 #1: 1-----t---.........,,--1 #2.: ,.-' #3: r-----1---,,----1 #4: ------1----,---1 #5=----·--........;...-1 '116: 1---.-1-..........,-'--,,_.;c·- #7: 1------------1 #8: ..;;.,....----1-------1 #9: . -------1--#10: 1-~-------1 #11: ------·---.,..., #12: ------------1 #13: ---·····---------#14:1_·....,_; __ -I-'--- #15: ......_ ____ ........, ______ __, Point Loads: a (ti.) · .P (lbs.) · -~---t--------1 #1: 1-,----"';-l--'-----#2.:. 1--------.....,..-#3: -----1----,-1 #4:. ---.. ---1----1 #5:i----....,..:.-t-"---·--- '116: 1------,--1-----1 #7: 1----,-..,.-----1 #8: 1--- #9: 1------------1 #10: 1----.......... --·-#11: ==---,,.L------. #12: ---=· ---#13: · · · ~ , -......... -¥ ...... """"""-1... #14: 1------··-----1 #15: ,...._-= _ __._ ___ _. Total 6/7/2010 9:14 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J23-A1 Original Design or Capacity Loads: End Reaction .... s_: ___ .., RL =! 4,635 hbs. RR;::! 4,635 hbs. Minimum Design Web Member Shear: Vw{min) =! 1,159 . hbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.) Maximum Moments: +MX(max) =1 46,303 r-lbs -Mx{max) =.. 0.0 _ft-lbs *Maximum Deflections: -8(max) = -2.399 in. +8(max) = 0.000 in. 8(ratio) = U200 @X=~ft. @x=~tt. @X=~tt. @x=C]][:Jtt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Rea~~i~n;.;.;l s;;.;;.:_4_,9_9_6__,hbs. Maximum Moments: +Mx{max) =1 51,336 -MX(max) = . 0.0 *Maximum Deflections: 1ft-lbs ft-lbs -8{max) = -2.645 in. +8(max) = 0.000 in. 8{ratio) = U181 RR=! 4,996 hbs. @X:~ft. @X-~ft. @X=~ft. @ X -~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 1.155 lforShear S.R. -_--1.-1-09--lfor Moment Comments: @X=~tt. @X=~tt. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 6/7/2010 9:14 AM ·LarrYi__W. Lang, P.E'.: STRt:.SS ANALYSIS: 22KASPCL J23-A 1 RtJN ON 6· 6"'10 FLOR EXPO -CARLSBAD, CA •••• REFRIGER.ATEP ROOMS.ADDITION BASE LENGTH WORKINC:fLENG.TH DEPTH EFFDEPTH 39-11 1/2 . 39-,7 1/4 22 :21:013 BC P'ANLS .LE-' 3-0 9 BC PANELS AT 4-·0 RE'-3-0 tc; PANLS _LE::: 2-·0 END STRUT TILTED RE= 2:;Q- FIRST HALF LE= 0-113/4 SPECIAL 1SJ.COMP· RE= .0-11 ~4 FIRST DIAQ LE_= 3-1'l 3/4: HE= 3-11 314 DEPTHS 'LE::;: 22.000 CENTERLINE= 22:000 RE=· 22.000 PARTIAL UNIFORM LOAD OF 42 PLF FROMPAN PT 1 TO 21 :PARTIAL UNIFORM LOAD OF 30 PLF FROM PAN PT 7 TO 15. UNIFORM TCtOAD= 196 UNIFORM BC LOAD= 0 HEACT.IONSR-1= +4,955.38-R2;, t4,955.38 MIN SHR= 1,238.84 T.L= 9,910.75 --------STRESS ANALYSIS -............ _ NO M~M TCF· set· SHEAR ~EBf csc WEBL PPOISTJl,NCE 1 W2. ,7.;'665 0 4,7.37 9,010 1.902 39.96 0-2. TILT~D END STRUT V1S, -7,405 0 453 -522 1.15124.192-0 2 W3 -7,405 9,801 4,283 -4,907 -1.145 24,07 3-D 3 w4· -14;1s2· s,scit s,810. 5,783 1 .. s1·a 31.as. 3.11 314 4 W5 °14,1~2 .. 17:;!360 :3,334 .5.,061 ~1.5.18 31.89 5-11 3)4 5· W6 ·21,224 17;960 2,858 4,338 1.518 31:89 7-113/4. 6 I/ft' -21,224 23,945 2;382 -3,616 -1.518 3i.89-9-1'1 3/4 7 wa·. -26,088 23,945 1,s1e 2,847 t.518 31.89 11-11314 8 .W9 -26,088 27;618 1,340 -2,034 -1:518 31.89'·13-11314. 9 w10 -21i,;537 21,e:is . 8Q4 1,sl¢ 1.§18-:31.89 1s-1131,i. 10 W1-1 --28;537 28,843 268· -•1,880 -1.518 31.89 17-11314 11 W11 -2s;537 28,843 -268. •1;880 1.518 31'..89 19-11 314 1Z: w10·._.-2a;537 27,618 -804 1,aso -1.s1's 3f.89 21·-n.3i4 13·-we -2s;oSB .2t,s1s ·-'t,340 ~i;o34· 1.518 31.89 2a:~.1314 14 WB -26,088 23;945 -1,876 2,847 -1.518 3·1:89 25-1.1 .. 314 15 W7 -21,224 ~3,945 -2,382 -3,~16 1.518. 31.~9 27-11314 16 W6 -21,224 17,;~0--2,858. 4,338 :.1.51~ 31'.89 29'-11 3,14 1:7 W5 ·.14,.15~-17.,_960· ·,-3,334 -5;06:1 1.518 31.89 31-113/4 1s w4 -14·;152 s,ao.1 -s,810 ·s,1s3 ·-1.s1·a. 3t.89 33°1-1314· 1s ws ~7,405. s;im1 -4,283 -4,9.oi· 1.14s 24.07'35-tt 3/4. 'TILTED END STRUT V1S ·-7,665 9;801 453 -522-1.151 24.19 37-111'/2 20 W2 · -7.,665 0 -4,-737-9,0iO -f.902 39:96· 3!H 1 1/2 . ::.:_ STD-VERTICALS -. . . . . 21 SE ·so EN_D 4,9?5 -4,9p5 1.poo 21.01: 22 V1 END PN L 453 ·-522 1.151 24.19 2:3' V.2 INTERIOR· 475· -476 1.000-21.01 . 'MAX'TC CQMP.RESSION= -28,537.01 MAX BC tENSiQN~ 2M43.10 MAX INT TC.f.'ANELLENGTH = ~4.00 MAX INT BC PANEL LENqTtf=' . 48.00' Larry W. Lang, P'.E.. . MEMBER.SlZES,22KASPCL J23-A1 'RUN ON 5-_5..:10 FLOREXPQ -CARL~l3AD, CA~ REFRIGERATED ROOMS ADDITION Fy = 50,Q0O.OO0 Fb· = 30,000.000 BENDING-LOAD = 0.000 ASSUMED .FORCE = 28,537'.010 OUTSIDE.DEPTH = 22;000 AS$UMED EFF OEPTH=·. :21.01;3· BC ~1w·· . . . . . A'1E;A =-0,4410 y(x) .. 0.4320 Ryy = 1.0400 Rz = 0.,2950 TC =23 . . . . AREA= 0;5700 -Rx = 0.623Q Rz = 0._3960 Ryy = U250 y = o.5550 SI = 0.3981 ss -= 0.1529 as = Q.9.128 .ACTUALEFFDEPTH=. 21;013 GAPBETWEENCHORDz 1.000 cbRRECrEotoAo Tc= 2s,531.010 ac = 2a,843.:1os · l,JRi = 38;523 USING L ·= 24.pO URyY:= 29,386 USING"L = 36.00 URz = 30,303 USING-L = 12.00 WITH FlLLERS K= 1.00 Fa·::: 23,98V.-USING.UB= 38.52 F'e= 100,62,(73 Cm= 0,00000 MAX:LOAD(FILL~RS);.. 27;613.75 MAXLOAD'NO FILLER• 24,250.23 F_ILLl;R PANEL$ R(;QD = . 8 MIN WELD LEN 2X =,=:' 0.375 TC-{fa/FaJ-= 1.04376 USING TC."' 23 •2X:2 X .:148 MAX$HEf\R·CK= 12,822.12080AT JOINT 11 . BC STRESS = 32,70i.93l;il4 USING B:C= 19 = 1-112.X 1-1f2")( .,155 . MAXS~EAR:CK"= 16,39!{05044°.AT Joir-i:r io ~_N[) PANEL ¢HECK W-:;; 196 END PANEL ALLOWABLE.FORCES REDUCED 10 % END PANE.L-CHECK = LEFT END LENGTH-= 22:00 AXIALLoAo· · ,;; · 7;665.02 AXIAL ST.RESS ta = 6,723)0 Fa · = 19,605:79 Pe -=·119,751.75 fl:/.~ANELPT .. = 2,~7li:33 fb MID~PANEL ;,, 750.04 Cm = 'd.983 fa/Fa = 0.342 -PANEL PT=' 9;599;0 MID P.A~El= 0.3746 Np FILLERS l/fl= 55;55 :"~~r~~;tGHEJ\}sf~~l;i.:x~~ S~~~~~t! = .:s~23J~-OO F? = 19,605.79 F'e =-119,751.75 fb -PANEL PT = · 2;875:33 fb MID-PANEL = 7'50".Q4,. 9111 = -0.983 fa/Fa = 0.342 _ PANEL PT= 9;599.0 MlD PANEL= 0.3746 NO FILLERS UR==·55,55 BOTfO~ CHORD URz= __ 1_62. 71_1 TC_ OAf.:/Ryy -= 388.147 MAX.BRIDGING CHECK TC= -14.80' BC=-20.80' MOM ENT9F _INERl'lA_= 220.1 LL 360= '1 ai:·.2 LEN/360=· 1.32'.' MAX"SHEAR CK= 1_6,395.()5044 AT J()INT 1_0 • .,..~ .... ~ .... :_oVER$:tREss·1N oesrGN***"""·*""**•- 0~ .,.....__q-K, ( :) WEB DESIGN: :22KASPCL J23-A1" . . RUN ON 6-s:.10 FtQ[:l EXPO:-CARLSBAD, CA-REFRIGERATED ROOMS ADDITiON TC=·23.=? X 2 X .. 148 BC= 19 = t-112:X. H/2 X, 155 -·· WEB DESIGN-· NUMBERSIZEQTY·ACTUAL T ALLOWT ACTUALC ALLOW.CWELD ANGL{:: NAME 1 1j,/i 95 1 9,010 '16,398 0 5,476 2.0 118'; ROD 2 W3 14 1 . 0 10;059 4;907 5)58 2.9-i-1/2X1-1/2X.115 3 W4 08 1 5,783 8,029 0 3,066 3,s· 1-1/4-X 1-114X,j11 4 W5. 14 1, 0 10,059 5,061 5.:196 3.0 1-1/2-X 1-112:X .115 5 W6. 03 1 .4,338 6,241 , 0 1,5:13 2.7 1x·1 X .109 . 6 W7· 14 1 Q 10,059 3,616-5,:196 2.2.i-1t2X1'-1/2X.i15 7 ws·. os .1-2,s41 6,241 o 1,s13 2.0 1 x 1 x .109 8W9 os·i O 8,029 2;034 3,0662:01-114X1--1/4X.111 9w10031.' 1-,sso s,241 o 1,s13 2.0 1x1x.109· .10,W11 08; f O 8,029 1;880 3;066 2.0 1-1/4cX 1•1/4X,111 1 i :w11 ·08 t o. a;o29· 1..880 s;ose 2.ri 1-114 x M/4 ·x. 111 ·12 W10 ·03 J 1.,880 5,241 ·O 1,513 ~.O 1 X 1 X .109 13. W9 :os 1 O 8,029 2,034· 3,066 2.0 1-1!4'X 1~114 :X: ., ti 1 14 W8 03 1 ·2,847 6,241 Ci-l,513 2.0 1 X 1 X .109 15 W7 14 t Q . 10;059 3,616 5,19~ 2.2 1-1/2 X 1-112 X .115 15, W6 03 1 4,338 6,241 0 1,513 2:7 1.X 1 X .109 17 WS 14 'l ·O '10,059 ·s,06l 5,196 3.0 Mf2X Ml2X.115 1~ Wi+. -Olf 1 ~.1a3 8,029' 0 3;066 3.6 1"1/4 X 1~1/4 X.,111 w: W3 14 1 0 10,0$§· 4·,907 ·5,758 2.9 1-1i2X H12X .115 ~Q ~ .95 _1 9;010 16,398 O 5,476 2.0 718" ROD -STANDARDVERTICALS --,-21 ''.SE 03' ·2:B Q 12:483 4,955 ~.:434 3'.1 1 X 1 X .109 n· v, 03' 1 o· ·5;241 665 2,629. 2.0 1 x 1x:.1os 23 v:l 03:'1 O, 6,24,1 618 3,324. 2,0 1 X 1 X .109 ·rorAL WELD= 144 · K·.,; too· MIN COMP= o:oo· ( J "LCD JOIST.xis" Program Version1.5 .GENERAL STANDARD JOIST ANALYSIS For Steel Joists Considered as ·si,riple-$pan Beams · Subiected to. Non-Standard 'Loads· · 1 of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio= I' .. 1.1 :. I Joist Data: Designation = -· K-seiies Span, L = --3:E).9583 . ft. Modulus, E = 2Q,0Q0;()00 psi Inertia, Ix = '. 2,51 . ·· ' in:'4 Original Design or Capacity Loads: Full Uniform:.,.,,...----,---, w =r·,, 228' -· hbs./ft. Start Distributed:.· b·(tt:) · Wb(lbs./ft.) · · e-(ft.) End .. we (1ti~.l, # ,-,; . ' - 1 :I-;_, .....,_;:_,,-'''",__-;-c.....,.--::-,--'j-'---'--:--1-~--,-, #2: , _ _,_ __ #3:b·,,,,_,,,,...,....____,-1_,,....,-...,..,..-t-'-·--·--·--f~~·--·-''~'-i:· #4: =·.. :,., #5: . . 't , -,~ -~ #6:'--__ ,,,,_ ..-,_-.-,1---.......0·--------...,.., --:;"'---~ #7: -----1-.,......~-, ....... "'1-,...........-,,---'"l--...,.....-#8: ,-,. Moments: . , c.(it.) '. : M (ft-lbs) #1: -· .. #2: -.-.-,--,---..,...,.,=_.,..,'-I #3: ..,....._....,,.....,_ t-----'""'" #4: '. '. .....____,. _____ ...... _______ _. New Design Loads: Full Uniform: · w =I.,.., ..,._-_ 2-2-a-..,hbs./ft. Start End Distributed: 1---·-;ti._,_·{1..,..t)....,,.....,,1-Wb..,.·-""ob;..cs...;Jlt-"".)"", ...,.,· _.;;;e__,·(ft."""-) -+-'w.;;.;· .e;;...(;,;;;ib;..c.s/ft.'=--1) ,','..-#1: ··-, ·c , #2: :·., --,/: ,-.-_ ., . '•: #3: -',-·.; .. ,-----1---· ·-----~· ,.,..-'«'i'---r--1,,,."""""'---,'""""-1 #4:._.....,.-~~~--'-,...,... ...... -f-,.._',,.-~~-,,-~---- #5:~:·_· . ...,....,,,,,_,_,_~~------+--'-----'---'--.....i #6: -,,,, ,, ,,. t-'---""---t-----........ -.a...-.---------1--,~- #7:' 'h .,___;, '·~-- #8: ,._......__. ..... _.__,.a._..· : .. 1'.;;;;.',_'."......,._,_.;;....;. ...... ...,·''_, _..'-. ...;-... '---' Moments: .......... -.... · c ..... · . .,_<~ .... -).,_. __ M_(lt,...-l_bs_._)-'I.' #1:. #2·'·'" _ _,,.., _____ -, 7~~- 1-,--"'-'-'--,t-----------1 #3· '-~-,,,,,,:-'I-_...,,..':,.,~ #4: :-_. 1 of2 I Su~ect: 22KSPCL Mark No. J25 I Originator: lwl I C e I Nomenclature Point Loads: __ a_(-ft....,) --11--.P_(l_bs __ .>_ #1: 1---......,11- #2: #3: --------- #S:1----11--- #6: -----·-------#7: . '. #8:' 1----11--.-,--1 #9: -·-·-----ii----e--1 #10: ____ , ____ , #11: i----t--'--- #12: ------11------1 #13: --....,,..--1--,----1 #14:' . ---+~---. #15: . Point Loads: a (ft.) P (lbs.) . --'"-'---11----'----'--I #1: 1-..,_,,.---,---11------1 #2: 1-----le--------1 #3:. ,~---1__, ____ , #4: -·---------#5:' 1---,-.--"1----#6: --------#7: 1-~---11-----1 #8:1------1·-------1 #9:_·-'---1·------i #10:1:..' ----· _,_ __ ....,_--I #11: ,----#12: #13: --·--t------1 #14:, .. ·----t-----t #15: ,__ ______ ,..._ ___ ........, Total 6/7/2010 9:13 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J25 Original Design or Capacity Loads: End Reactions: RL ='""I ;.;;....4-,5-5_5__,hbs. RR =! 4,555 hbs. Minimum Design Web Member Shear: Vw(min) =! 1,139 libs. (25% of maximum end reaction for K-series and LH-seriesjoists per SJI Spec's.) Maximum Moments: +Mx(max) =1 · 45,505 ,ft-lbs -MX(max) = _ O:O _ ft-lbs *Maximum Deflections: -L\(max) = -2.066 in. +L\(max) = 0.000 in. L\(ratio) = U232 @X=~tt. @X=~tt. @X=~tt.- @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. NewDesign Loads: End Reaction_,.;;.s;;;.;:'-----, RL =I 4,556 libs. Maximum Moments: +Mx(max) =1 45,505 -MX(max) = 0.0 *Maximum Deflections: r-lbs ft-lbs -L\(max) = J.066 __ in. +L\(max) = 0.000 in. L\(ratio) = U232 RR =! 4,556 hbs. @X=~tt. @X=~tt. @X=~tt. @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam II flexure in order to more closely rn_~tcf/ c.1c;tual test results obtained by SJ.I._ Maximum Stress Ratios: S.R. =I 1.000 lfor Shear S.R. _1-_ -1-.0-0-0--1forMoment Comments: @X=~ft. @X=~ft. The Steel Joist Institute allows a Maximum Suess Ratio of 1.01. 2 of 2 2 of2 6nt2010 9:13 AM "LCD JOIST.xis" Program Version1.5 -GENERAL :STANDARD JOIST ANALYSIS For Steel-Joists Considered as Simple-Span Beams _ Subiected to Non.:.Standarci -Loads. _ , 1 of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio = L; _ 1. 1' Joist Data: Designation = . K..:series, Span, L = -39.S583 _ fl Modulus, E = ;29,ooo,oci0, psi ··--' Inertia, Ix = ; , 25_1 : in_A4 Original Design or Capacity Loads: Full Unifonn: .-------, W = ! c_ 228 _ _ ! lbs./fl Start End Distributed: ___ ,b..,..._(fl_.) _ _,_w_b __ (._lb.,..s . .,..ift_.:)-+-' .... ----e..._(ft_..).....,_ __ w...,e_.(._Ib_slft_:-'-1) #1: -,-~ --l ' -~-' t ---.,~--1---..,...,--sf-..,..,.---------,,-i #2.:1-·...,.: _ ...... ..,_._,f--_...._ __ 1-________ ....,,__A #3: ___ ....,,,,, #4: ' -0 ' ' -,--,-.,.,,,--,-·. ,---· -_--;:-~<,,,,-·= __ ..,......_,_ __ #5: #6: 1 .. -_-_,,,,,.,,...,.,,,-,,""·,-........... ----1~~ ---f,'""--"'"'-!,---,-.,~~- ,, " #7: . ·, .,, ,--=--,,,.,....,,.·1---·---1 ....... - #8:~---------...;;..~· -' -" _, =-~· __ _,__ _____ ...._ _ _.......a..J Moments: · , c (ft:) M (tHbs) 1--..,.._ ........ ___,;--...,;..-----1 #1: :-, ---------,---1---~-1 #2: : :::: - #3::' ' - #4::: New Design Loads: Full Unifonn: .------ w =I : ~-_228 ~ libs.tfl Start End Distributed: -b (fl} , Wb (lbs./ft.) -e (ft.) we c1bstft:) . #1:, #2.:i.., -,.;...---1-_.;;.,.~-----, ,-, ---'-"!--"-,.-, ~,-1, ------,.---1----.----#3: ":.·' ' -' -~ . :. 1--,-.---1--~----~--. _, -----·-#4:f-',,'--,..----1--..;..""'_,,_--1 __ -___ , -_--_. --1-'-· ..... ~ -,,- #S:r·--,..~--,......---1-------+---~=---#6: -.· '' '·. -, ";;, -----,---,-+-..,.,-----1-------i---,,_.,,~ #7: ',L· -----,-,.-h:"7"1 '. #8:...__~-------------'-------· =·-·-.;;..;;.. ....... -~---..._ __ ___, Moments: ......,. ..... c....,;,:,,.(ft_.·) ___ M_(._tt_-1b_s""): -1;. #1: --------,~---'------',...f #2.: _____ ,....,,_~- #3:1..,,-------------,----;,.,,t #4: -~-',. 1 of2 Subject: l22KSPCL Mark No. J25-1 Orioinator:llwl I C e I __ b_, I 71 I __,-,--i----+-Mt---"Tw-e t+wbn ! ! 'l' \ ........ -...-r-!--+-+-l---t-+-1---t--T"l-r-.--J, J, J, J, J, J, J, J, J,JJ, ,--+W ~/,/,/ '-/ ,/V// E,IJ L RR Nomenclature Point Loads: 1-' _a_(._ft . .._) __ P_....(1.;..bs ..... )_ #1: ------11~----1 #2.:1---,--1------1 #3: ,~-------1 #4: ----1- #S:1-·----- #6: 1--~-11--'-'·----#7: .. -, -------~ --------#8· ---------#9: --. #10: 1.-.----1---~---. - #11: ··---:-,-.h-----1 #12: , -----~----#13:f'.., _..,.._ __ ,,,,,_,_._,,, ___ _ #14: ·-------·~-#15: ..__ __ _.... ______ _.... Point Loads: 1-. _-a_(~ft .... ) ..-11--P__.(l_bs_,.)---1 #1: #2.: ----1----1 #3: 1----,-----1 #4:r---~11-----1 #5: ----#6: -----1 #7: 1-----1----#8: 1--------11------1 #9:f---;-..--ll~---t #10:,-----.......-Jl-----1 #11: .,,.._ --------1----1 #12:, . ---------#13: -1---,,--11----1 #14:. -----11-----1 #15: '----------''--''---------' Total 617/2010 9:13 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: J25-1 Original Design or capacity Loads: End Reaction .... s_: ___ ..., RL =! 4,555 hbs. RR=! 4,555 hbs. Minimum Design Web Member Shear: Vw(min) =! . 1, 139· !lbs. (25% of maximum end reaction for K-series and LH-seriesjoists per SJI Spec's.) Maximum Moments: +Mx(max) =1 45,505. lft-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections:. . -~(max) = -2.066 in. +~(max)= 0.000 in. ~(ratio) = U232 @X=~tt. @X=~tt. @X=~tt. @X=~tt. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction,c;s~=----, RL =! 4,556 hbs. Maximum Moments: +Mx(max) =1 45,505 Ift-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections: -~(max) = -2.066 in. +~(max) = 0.000 in. ~(ratio) = U232 RR =! 4,556 . hbs. @X=~ft. @X=~tt. @X=~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =F~ 1.000 S.R.-1.000 Comments: lfor Shear for Moment @X=~tt. @X=~tt. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 26f2 617/2010 9:13 AM J_ ), FlorExpo #2.a -Analysis FLOREXPO #2 -CARLSBAD, CA JOIST END REACTIONS 6/6/2010 LOADS IPSF) IPLF) (PLF) NO MARK SPAN TRIB DL LL TL SPRINK w RL-TE RR 1 J10 47.25 8.00 8.50 16 24.50 0.00 196 4,631 4,631 2 J11 47.25 8.00 8.50 16 24.50 0.00 196 4,631 4,631 3 J12 47.25 8.00 8.50 16 24.50 0.00 196 4,631 4,631 4 J13 47.25 8.00 8.50 16 24.50 32.00 228 5,387 5,387 5 J21 39.96 8.00 8.50 16 24.50 0.00 196 3,916 3,916 6 J21-2 39.96 8.00 8.50 16 24.50 0.00 196 4,875 4,875 7 J21-8 39.96 8.00 8.50 16 24.50 0.00 196 5,595 5,116 8 J21-9 39.96 8.00 8.50 16 24.50 0.00 196 4,556 4,077 9 J21-A1 39.96 8.00 8.50 16 24.50 0.00 196 4,795 4,795 10 J21-A2 39.96 8.00 8.50 16 24.50 0.00 196 4,156 4,156 11 J21-A3 39.96 8.00 8.50 16 24.50 0.00 196 4,756 4,421 12 J23 39.96 8.00 8.50 16 24.50 0.00 196 3,916 3,916 13 J23-4 39.96 8.00 8.50 16 24.50 0.00 196 4,395 4,395 14 J23-A1 39.96 8.00 8.50 16 24.50 32.00 228 4,996 4,996 15 J25 39.96 8.00 8.50 16 24.50 32.00 228 4,555 4,555 16 . J25-1 39.96 8.00 8.50 16 24.50 · 32.00 228 4,555 4,555 Page 1 of 1 JOIST GIRDER LOAD ANALYSIS 7 M~ J21-9 J21-2 J21-9 J21-8 J21-9 J25-1 RCT 4,077 4,875 4,077 5,116 4,077 4,555 10 RCT 3,916 4,795 3,916 3,91.6 3,916 4,555 10 MK J21 J21-A1 J21 J21 J21 J25 QL 3,517 5,194 3,517 4,556 3,517 4,635 COLUM.N 6 TO 7 G12-A1 TAG END MK J21 J21-A1 J21 J21 J21 J25 RCT 3,916 . 4,795 3,916 3,916 3,916 4,555 9 RCT 3,916 4,795 3,916 3,916 3,916 4,555 9 MK J21 J21-A1 J21 J21 J21 J25 DL 3,356 5,114 3,356 3,356 3,356 4,635 COLUMN 6 TO 7 G6-A1 TAG END MK J11 J21-A1 J21 J21 J21 J25 RCT 4,631 . 4,795 3,916 3,916 3,916 4,555 10 RCT 4,631 4,631 4,631 4,631 4,631 5,387 9 MK J11 J11 J11 J11 J10 J13 DL 3,969 4,134 3,254 3,254 3,254 4,650 JG DL INCREASE= 2.00 psf 9-Tag End JG LL REDUCTION= 10 -Non-Tag End · JG TL REDUCTION= Page 1 of2 JOIST GIRDER LOAD ANALYSIS 6 MK J23-4 J21-9 J21-8 J21-9 J21-2 J21-9 RCT 4,395 4,077 5, 116 4,077 4,875 4,077 10 39.96 -320 -320 iPANEL . · · ,' '2'' . ".":";''ii-. i.pp -LOAO: : · -· · ·_·_t;G:t1 ,-\,,' . 7,3~3 ' ,', ..... -~';. .. ,: 39.96 -320 -320 RCT 3,916 3,916 4,795 3,916 4,421 4,156 10 MK J23 J21 J21-A1 J21 J21-A3 J21-A2 DL 3,835 3,517 5,435 3,517 4,820' 3,757 COLUMN 5 TO 6 G11-A1 TAG END MK J23 J21 J21-A1 J21 J21-A3 J2f-A2 RCT 3,916 3,916 4,795 3,916 4,756 4,156 9 R T 3,916 3,916 4,795 3,916 4,756 4,156 9 MK J23 J21 J21-A1 J21 J21-A3 J21-A2 DL 3,356 3,356 5,114 3,356 5,036 3,836 COLUMN .5 TO 6. G5-A1 TAG END MK J23 J21 J21-.A1 J21 J21-A3 J21-A2 RCT 3,916 3,916 4,795 3,916 4,421 4,156 10 RCT 4,631 4,631 4,631 4,631 4,631 4,631 9 MK J12 J11 -'11 J11 J11 J11 DL 3,662 3,662 4,~2 3,662 4,168 3,903 JG DL INCREASE=· 2.00 psf 9-Tag End JG LL REDUCTION= 10 -Non-Tag End JG TL. REDUCTION= Page2 of2 "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD-JOJS:t :ANALYSIS For Steel Joists Conside~d· a~ Simple-Span Beams Subjected to .Non-Standard toads 1 of 2 Job Name: FlorExoo I Su~ect: 54G7NSPCL Mark No. G5-A 1 Job Number: Carlsbad, CA . I OriQinator: lwl I Input Data: Maximum Stress Ratio = I.· · 1 ~1 ··, I Joist Data: Designation= _;;JG-serie& Span, L=-:5Q;f2SP~ft Modulus, E = 29,000,000 psi Inertia, Ix= · -·· 4,255 · · in.":4 Original Design or Capacity Loads: -Full Uniform: w =1..--.,-:--_...,._ .• ...,.._ =·-·,...,,llbs./ft. Start End Distributed: ·. 'b (ft1 · Wb .(lbs./ft.) • . _ ~ ·ctt.) . . W.e. (lbs/ft} · #1:1-, _,..."'"----+-.•~-; ~,~·:-' _n_· .....,,_....j #2: . ' ... ' " . #3: : ; . - #4: _.. . . : .' #5: ·. ,_·' '. ~,.,.,. ,: . , ~---~-! --:.' ,, '·= -, ' ', '.: :' ,-' #6: ., . : ': "-.. > •.' .· .. : ; '·,· . ,, ' "' #7:. ·,: -:, . #8: ·:.' .; . Moments: . :_ e,<ft) . M (f!slbs} · #1: -.· .. -:·· ----------1-----'--t #2: -: -#3:lc·---.-_--,..,.,,.-_0 ·1----:------1 ~----1----------1 #4: .. •. ,; New Design Loads: Full Uniform: W = 1 ...... ..,,., -,..,,--,---,hbs./ft. Start End Distributed: b (ft) Wb (lbs_.Jft:) e (ft) · .': we-.(lbs/f!:} . #1 :'"".----'-.;..:.,..,,-.--+-...,__.;_._"-+---,,...:..;."-_ . ...,...a+---';..;:_-.,.;."'-1 .,.,__.,,,.__,_~~ :; ~.,.,,:---;_···------._-1~,-----1-:,,.,...'__,,.......,-.i #-4: ,-',!'--;' I ,'::, .-· ' ·,-_ ! -~ #5:1-, __ . ---··+· ·-·--'-'--iJ-..-.... ··---1-..... : ·.--~:.-.,, #6:' ·,.:. '.,: . ' ,; #7:. '.'· ··: .. ' ,. ,·, 0 ,-'I _,, . '' #8:._ ________ ......,_ _______ .~----·~-~~·._-~-----.......... ------__. Moments: 1-'--..... c_·..,_(ft-'-)--"-+-''-M---'-'-(ft_~_Ibs-'-}-1 #1: ·:·,. ·_:' #2 '_.' ' ' ' .-'.--' ~ : ~--· _,..: ·"'"· 4.--.,.,,.,.,--1 #3: .. ,; . . #4: -: ·: .. · -.... 0'·' 1 of2 C . e I RL~x RR Nomenclature Point Loads: ·a (fl) · P "(lbs.) #1: 2.1979 , . 9,91Q . #2: -10.2083 ""9']10 #3: 18.2188 .. 9,510, #4: 26:2292 -9,510, #5: · 34.2396· 9,5rn·- #6: 42.2500 . 9,510 #7: #8: #9: -·---+--#10: #11:1-----1--. ----- #12: l-...---'----+----#13: -----~-·-#14:1---,..--1--~--1 #15:' a.......;.a....a ___ ................. "'---......1 Point Loads: a .(ft)· P (lbs.} #1: · 2.1~79 7,848 #2: 10.2083 C •• 7,848 #3: · 18:2188 ,8,728 #4: 26:2292 . : 7,848 #5: -34.2396 . --,8,354 . ,,, _ __,,,__ #6: 42.2500' 8,Q89 #7: -: -------·--#8: .. ,--_,,..,,--+-----1 #9: ------~--1 #10: -···-·--· ~----#11: 1-----1--·-. -- #12:J.;.., ----1-----#13: •. -··-·-·-------1 #14: ----------t #15: .__ ____ __._ _____ ___. Total 6ll/2010 9:16 AM "LCD JOIST.xis" Program Version1.5 Results of.Joist Analysis: Original Design or Capacity Loads: End Reaction,..s_: ___ _,, RL =! 31,761 hbs. RR =! 25,299 hbs. Minimum Design Web Member Shear: Vw(min) =! 15,881 hbs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 375,997 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -.6.(max) = -1.560 in. +.6.(max) = . 0.000 in . .6.(ratio) = U386 @ X =~ft. @X=~ft. @X=~ft.: @ X -~ft. G5-A1 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction,;..s;;..;: ___ _,, RL =! 26,969 hbs. Maximum Moments: +Mx(max) = 323,129 ft-lbs -MX(niax) = 0.0 ft-lbs *Maximum Deflections: -.6.(max) = -1 .343 in. +.6.(max) = 0.000 in. .6.(ra!io) = U448 RR=! 21,747 hbs. @X=~ft. @X=~ft. @X=~ft. @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum stress Ratios: S.R. =~-0"".8-'-6"'-0"'---tlfor Shear S.R. -. 0.865forMoment Comments: @X=~ft. @x=[JIQ[Jft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 617/2010 9:16 AM "LCD JOIST.xis" Program Version1.5 GeNERAL.STANDARD-JOiST ANALYSIS For Steel Joists Considered as.Simple-Span Beams · Subjected to. Non.:Standard Loads 1 of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data: .Maximum Stress Ratio= L ··j.1,,_ · 1 Joist Data: Designation = : J~-series. Span, L = 75o.f2S<l ft. Modulus, E = ,29;0Q0,000' psi Inertia, Ix = J?55 . · in:'4 Original Design or Capacity Loads: Full Uniform: ___ ........, w =I· . Cl. '. hbs./ft. Start Distributed: · · b '(ft) Wb (lbs:/ft) #1:. t----- End e (ft.), · . w~ :(JbS/ft.) . #2.: ---' , _____ __,_ ______ " --:---. ;----,-.-,.-. ' -/f3:. r ,_ ' ' '<; #4: -, ··: ·.' -; ' #5:~-~·----,..,...,___,.,;-----,1---'~·-'----~/-~·-·.,..,....-1 #6: , .. -, ., -- -------~.......,.-..,..-'--t-----,-1·=. ,--,_.·"-'-....,,_I #7: -: ·' ' : . -.. ". Moments:t--_c_:~Cft. .... > ___ M_,,·~---lbs..._)-1 #f3: . ___ .. _ ----:.:.-.: ·' #4: .·. -·:·:~ - New Design Loads: Full Uniform: w = ,_,, -; -----.hbs./ft. Start End Distributed: 1----·b..,..,.(ft..._.)_-+--Wb_· ·..,,(l_bs_.lft.,...)"-1. ,,,,.·_·_e_,·(ft._._) __ w._e __ ' ( __ lb_slft.,..:)..,_. #1:1-,,...,---+-----'-'-·· ,-i---"-· _ .. c~--·"""'Y'---:--1 #2.: .. ! ! ·. '·. . . : ,_: ~ i-',',} ... , _·. •:. --,,.,.....,..-1 #f3: . . • ,-.• ,. -' ' ·--,-.,...,-..,-.--~-i·.,--'---·1-___,_ __ #4:,_,,_.,,,_ ____ , _____ , ____ ._. ___ -.--, ___ , #5: ,'. -· ': . ·, ' ., ,>_'.< ..;._-~,..,....,,~ #6: ,_ r' .'• > ' ·, -. #7: :<:. ·,·,. ~-.. ---1-__;,..---'-""' .. J--..:..,,,____,__.-F-.--1 #8:_:____...;;.....a=----------~-=----.. _-_. _ __._·~'~'-~,.-._l___,-- Moments:...,_, ...... c,,..(...,ft. __ )_+-M ___ (ft...,--1,..,,bs ... )-1: '•:, ' ' #1:l-"'-------1-'---"-,-<,.J #2.: "<". -:. : - #f3: . -----1.,----i #4:~-'---'---'--'-----..=..;....1 1 of2 I Subject: 54G7NSPCL Mark No. G6-A 1 I Originator: lwl . I C e I -b I I * I ___,-rr ,---+-IMt----,,-we ~+wb.f'l ii. ~ "' J. J. J. J. J. "' J. J.JJ. .-..-+w ~/'-../'\../'-./'\../V// E,IJ L RL~x RR Nomenclature Point Loads: . a (ft.) P ·(lbs.) #1: 7.7708 .9,5_10 · #2.: --~5.7813 . 9,510 #f3: 23.7917. 9,510 _-._ #4: 3~ :8021 · 9,510 #5: · 39.81·25 · --·s.1{icf~ #6: 47.8229. . . 9,510 #7:1...;;...-........,_l·--~-1 #8: -~·-~ ---·-#9: 1----1 ..... ;;,..,,... ___ _ #10: 1----~---,-1 #11: ___ . _____ ,.......,._ __ #12: ,~----1----,---,---1 #13:, ...,.._,---1----1 #14: :,_ ________ _ #15: ,__ _____ ____. _______ __. Point Loads: . a (ft:) ·. P (lbs.) #1: -7.7708 . 8,505 #2.: 15.7813 . -8,670: _____________ .,, #f3: 23.-7917 _ 7,790 #4: 3:1,8021 7,790 #5: ~125 -. 7,7'Sb -. #6: 47.S229 9,186 #7: 1---=-+----i #8·. 1---,.--i--- #9: ---.-,;;.-+----I #10: _ -i----· ·--· -#11: · ---.---·----1 #12: -. #13: -_ ~-------~ #14: i---,----1-----i #15: . ,..._......., _ _._ _____ __, Total 6ll/2010 9:16 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: . RL =,...! ---25-,4-1-7--,hbs. RR=! 31,643 hbs. Minimum Design Web Member Shear: Vw(min) =! 15,821 hbs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 376, 183 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -.6.(max) = -1.562 in. +4,(max) = 0.000 in . .6.(ratio) = U385 @X=~ft. @X=~ft @x=O[Q[Jft @X=~ft G6-A1 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in otder to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =j,--2-2-,0-9-2--,hbs. Maximum Moments: +Mx(max) = 319,886 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -.6.(max) = -1.332 in. +.6.(max) = 0.000 in. .6.(ratio) = U452 RR=! 27,640 hbs. @ X =1 23.79 -]ft @X= 0.00 ft @X=~ft @x=~ft *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beamn flexure in ord~rto more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.873 lfor Shear S.R. _i-_ -0-.8-7-3--1for Moment Comments: . . . @X=~ft @x=D[I[Jft The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 617/2010 9:16 AM "LCD JOIST.xis" Program Version1.5 GENERAL St ANDARD .)O!ST ANALYSIS Fc:,r.Steel Joists Considered as· Sirriple.Spari Beams Subjected .to Non.Standard.Loads. 1 of 2 Job Name: FlorExoo I Subiect: l54G7NSPCL Mark No. G11-1A Job Number: Carlsbad, CA I Orii;iinator:l lwl I Input Data: Maximum Stress Ratio = j .. _1.1 .J Joist Data: Designation = · .:JG-serjes Span, L = ..•. 50:1250 ft. Modulus, E = 29,QOo;ooo· psi Inertia, Ix= . :·4,255 :. in."4 Original Design or Capacity Loads: Full Uniform:,----,_,,........,., · · w =L .. ·. ·: -. ·11bs./ft Start End Distributed: b (ft') · Wb (lbs.lft:) · · e (fl.). • we (ibsift.j • #1: ·, . '.,'>" • j ~ ' -! "------ '#2.: ·.; 1-----;----,--'----1-.,..--,-,-...... ,--,------1--,--,;----1. #3: . -: ' ~-.: · __ ,..,..·-··,,.,,,,,..+._·~-"-' .,,,.,,,.,,,...,,,....,...,,,,,,,.,,,_---i #4: ' • a·".· ·_, ·; • :•' ,. .~.,.,...,."-i-----=......-i . . #7: : ,, ,./': .... · _.<! .,......'.' i ~ . #8: _; c·.:·. "'_ . Moments: i-----· c..,..._(fl..._·) _· __ M __ . _(ft_-l_bs .... · ) .... · --.-; #1:....,....,_,_,,,,,__.._.,_._:.:: ,_., '#2.: ·_,'.c' ,· '. ,· New Design Loads: Full Uniform: W =!,....,-,---,,---.. -. -._ ·j1bs./fl ·. Start End Distributed: . · · b (ft:) Wb '(lbs.itt.) .· rf (ft)· · we (lbstit:) . ::-- #1: .... ..........,..,.-,,;.....,.-1-.::....,,--::;--..,,.;;..--i--'·..,.·,,.. .. ..,,..,. -rl '#2.:1---~-~--,-~· -·· •• -··-· ........ 1,--"-·-_.-_.·~-~-~---·-,......_ #3: -'-·· , ... -· #4: : ·-.·. #5:' .. '., .......,.,_ ____ --+,,_,,.,_ .... ' __ , ·-,--1-~---.,,.-~ ,_' -'' '., -'116:. '. ·" ·. ::~ #7:,~c...... ...... --·I---'-: ._. -:_· ...;' _" _, +--~,-~-"·, ... ', .. /'.. ' #8:~·=·-----a......a ....... _""'-"'--"--'-""--"-''--~·-· --~-~ ... ~--a-., Moments: ·< ,Q (fl) M: (1t;1i:,s) _; 1,--...,...~--,-,+-,-....;..,.~~ #1: . --~--,..,--1----,---1 '#2.: .•·" , .. , ' .. ,°' ,~--1 #3:. 1--......... ---1=-----,-..-..i #4:._~~·~·__._ ___ --~ 1 of2 C e I __ b __ ,_ I ¾I l ~rr---+-M-..-we . +wb.0 ! ! , \ -~ _.l~---,Jl~...,;,;ll~l~....,ll~-l--,,i~~-l~-l~i.-t-+W ~ / ' / ' / '-/ ' / V // E,IJ L Nomenclature Point Loads: ·a (fl) . P (lbs.). #1: _'._2.1fl7~. · , 8,640 '#2.: 1 Q:2083 8,640 #3: 18.2188. : . 8,64Q #4: '26.2292. -8;640 · #5:. ·34.2396: 8,640 '116: , 42.2500 . 8;640 RR .·-.-.- #7:,,.,· ----""""-.. ---1---~-#8:' _: #9:' #10:1,.,.,_..,..,. ,--:,---t""'---- #11: ,----,---,... #12: ,-----~---, #13: ,, -~ .,.......-1---,-y,,_,_,,;,,_ #14: · .· 1-...,.,,.---+-----1 #15:, ....... ---'-----"--~---- Point Loads: a (fl). P (lbs.) #1: 2.1f!79 7,671 '#2.: · 10.2083 7,353 #3: .18.2188· 9,,2,?.1_ #4: 26.2292 7;353 #5: 34-:2395 :--8',656 '116: ~91>. 7;593 #7:1,-----1----,.--1 #8:_' ··-----~,-----#9: .. #11: #12: #13: #14: ,--~~,-~-_____ _..... -··-- •--'----1-----#15: . ..._ _______ _.._ _____ __. Total 6/7/2010 9:16 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =,...! -2-8-,8-5-6--,hbs. RR=! 22,984 !lbs. Minimum Design Web Member Shear: Vw(min) =! 14,428 hbs. (50% of maximum end reaction for H-seriesjoists per SJI Spec's.) Maximum Moments: +Mx(max) =1 341,600 111-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections: -A(max) = -1.417 in. +A(max) = 0.000 = in. A(ratio) = U424 @ X =1--26.23 1ft. @X= 0.00 ft @X=~tt. @X=~tt. G11-1A *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction,;.s;;..;:'-----.... RL =! 26,533 hbs. Maximum Moments: +Mx(max) = 319,528 ft-lbs -MX(m!:IX) = 0.0 ft-lbs *Maximum Deflections: -A(max) = -1.331 in. +A(max) = 0.000 in. A(ratio) = U452 RR =! 21,365 !lbs. @X=~tt. @X=~tt. @X=~ft. @ X -[J[Q![Jft. *Note: deflections shown above include a 15% inc_rease above the values calculated using traditional "simple-beam"flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.954 lfor Shear S.R. __ 1-_0;..;;..94.;;.._8_--1forMoment Comments: @X=~ft. @X-[]IQ[Jft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 Sll/2010 9:16 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS. For Steel Joists Conside~d asSimple-Sp;m Beams . Subiected to ·Non-Standard Loads · ..•. 1 -of 2 Job Name: FlorExpo Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio = L · 1.1 -·. -. I Joist Data: Designation =: ·JG:.seties. Span, L =~·so; f250 · ft Modulus, E = 29,000;000, psi --··-:::::;-:-; Inertia, Ix= , ":4,255° . in.A4 Original Design or Capacity Loads: Full Uniform:...,... _____ __, w=r•·: .: .----~-•. hbs./ft. Start . End Distributed:. · b (it.) Wb·(lbs./1t) _ e.(ft) ··fie (lbs/ft.).' #1: #2:,,.: _---'---+-·----_-'-'1:· 't"'-f~ '.'..,._.-.,,.--f=--,--'---,-_. -I #3: , •.•. #4: :. --',-,1 #5:, ....... .....;.---+--------f·-· ,, ,'.:-.,. _; --:,,;;.., -,, -_ -. 11, 'i #6: ·---: .· -.. ,. ;-,. Moments: ..,,,.__c___,,_{ft. __ ) __ . M..,..,.,.(ft,.,. ~1.,.bs.,..)-1 #1: ~: . ;,;._· •... #2:_,..__ __ ·,,"" ____ ,___.:..ci #3: ···, ... #4: -~--~--- New Design Loads: Full Uniform: W =,...I--------.Jlbs./ft. Start End Distributed: : . b (ft) . wb-(lbs.tft.) ... e {ft.). · : -We .(lb·sfft) #1: ... · ----1--.......,' ..,..---.i----~-·-··,.,,.,,,.,., ___ _ #2: : . -, :', --· ·-,+'.,, .. ,;.;;.·;;.... .. -'"'-:·=--l #3: --': #4: .·-., ·-·.-·. " #5:. ;/·: ·,. #6:........,._~-----11--,...---,--'.~·-·_·_.,.,.......,_-I #7: ... ·_: __ ...., . .,.. . .,._...,_,,_.......,1---· _._._ .. _.:·--:"1· '..-: :,·- #8:. -. Moments: · . C-(it.) Mctt-ltis) · 1-'---,--~...,.,.... ....... -;.a.~"-"--,-1 #1: __ ....,._.c,,._"""""''_.,..._,....,... ..... , ,:= ,--#2: ' 1--~~_,,,,,...,_,_ __ ...,..;:..,--1 #3:-:. #4:: .. ;' .... . ,-,_, 1 of2 I Subject: 54G7NSPCL Mark No. G11-A1 I Oriainator: lwl I C 8 I RL-x RR Nomenclature Point Loads: · • a (ft.)· P (lbs.) #1: . 2.1979"· 8,640 #2: 10.208.3 · · 8,640 #3: 18.2188. , 8,640 . #4: . · 26.2292 . 8;640 . #5: . 34.2396 8;640 . #6: 42.2500 8,640·.· #7: ---------,-1 #8: -~-•--w·----f #9: --""--"---~-----! #10: -1--,,.-.-..,....1-----1 #11: -------1------#12: ..... · _. ---,_ __ ...,,,,._, #13: #14: --,.._.~, #15: --------'-~---' Point Loads: · a (ft.) P (lbs.) #1: · 2.1979 7,192 #2: · 10.2083 7,192 #3: 18:2188: . '8,950 #4: 26:2292 . -7, 192 #5: 3f2396 8,872-- #6: · 42.2500 7,672 #7: _..,.... _____ -I #8=,--~--,--,··-- #9:. -•·w---f-------f #10: i---,,.-------1-----1 #11: ,.,-----1--,---1 #12: 1---------1 #13: --.--,-----#14: 1-------,,......1·-"":'"'"-#15:......, ______ _.__......;.... _ __. Total 6/7/2010 9:16 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =,...I -2-8-,8-5-6--,hbs. RR = I 22,984 hbs. · Minimum Design Web Member Shear: Vw(min) =! 14,428 !lbs. (50% of maximum end reaction for H-seriesjoists per SJI Spec's.) Maximum Moments: +MX(max) =1 341,600 r-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections: -d(max) = -1.417 in. +ti(max) = 0.000 in. d(ratio) = U424 @X:~ft. @ X -~ft. @x=~ft. @X=~ft. G11-A1 *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL = .... I -25-, 7-4-7---,hbs. Maximum Moments: +Mx(max) = 315,562 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -ti(max) = -1.314 in. +ti(max) = 0.000 in. d(ratio) = U458 RR=! 21,324 hbs. @ X =1 26.23 ·-lft. @X= 0.00 ft. @X=~ft. @X-C]][:Jft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.946 'for Shear S.R. _1-_ -0-.9-3-7-'forMoment Comments; @x=1 3~.09 r @X= 34.09 ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 6/712010 9:16 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD'J01$T ANAi,. Ys1s· 1 of 2 For·Steel Joists· Considered as ·Simple-Span Beil'ms ,, .. . Subjected'to.·Non-Standard Loads Job Name: FlorExpo I Subject: 54G7NSPCL Mark No. G12-1A Job Number: Carlsbad, CA I Orioinator: lwl I ln1n1t Data: C Maximum Stress Ratio = , _, _ ·1.t::.-. I .. e I J2i~tD1m: b I I Designation = .JG-series I a I --Span, L= · -50;12$0 fl IE+P) 1.rrrrrr-+M We Modulus, E = :29;000;000 psi ~+wb \ ,-... Inertia, Ix = 4:,255 'in."4 J, J, J, J, J, J, J, J, J,jJ, +w ~/"-/"-/'\../ "-/ V// Original Design or CaRaicilX Loj!ds: E,IJ L Full Uniform: RL -x RR w=I •i -··hbs./ft. Nomenclature " Start End Distributed: , b {ft), Wb (ibs.ift.) e (ft.) · · We '(lbs/ft) Point Loads: a cri.> P (lbs.) #1:, ,, ,, ,, . , .. ,,, #1: 7.7708 8,640 , , ,, I .-.n , , #2.: ' . ' ' ,,' .-, #2.: '' 15.7813 8,640 ~w,,, ·. -~ --_.....,v,_-.wYHNoWw.< 8,640 #3:, ., l I :, #3: 23.7917 C ~~_-; ., ;, __ , '. ;,:, 31.8021 ·-#4: . ', #4: 8,640 , ' ,, ,., " J' ·' \_ -·--·39:8125 8,640 #5: --' -·. -,. , . '' 1, ,, )t ' #5: #6:' I .. ,, " #6: · 47.8229 8,640 #7:. .· ., I,· #7: ,, . ., ·-#8: , , ·,, ' .· #8: . , -.. -.,, .. ' -, ~-. -, __ . --,. #9: C(ft.) _.,....,.....__,,,,_ -·· ,,,,,.,----: Moments: M Cft-lbsl #10: #1:' I '.'' s.' #11: . ,, ="· --,, C ,. #2.: .· ', #12: . #3: ''· #13: ·,, -,,--_ #4: .. #14: ,, ,. #15: . New De1ign L2i!d1: Full Uniform: w=I " hbs./ft. Start End Distributed: b (fl) : Wb (ibs.ffl:.) e_cflY :we'(ib~)' Point Loads: a (fl) P(lbs.) #1: ,, #1: 7.7708 7,353 ~ .... ,,.;;,,;,,,, .. #2.: ',. . , . .· ,, . ,•, #2.: 1507813 9,,030 ,, ' -·· .. ,, ' -_--:~ _,,_.,..,,,,..,,_ "7,3~ #3: '. ., ·,, ·. : ~ #3: 23.7917-_,,. ,::;, ., #4: .. . '• ',, #4: 31.8021 8,39i-'' ,, '' ', . ,, #5:. '. ',,_ .. -;-,, " ,. #5: 39.8.125 7,353 , , ,· ,. , . ,', #6: . ·, . , .,_·~I I ,,, #6: 47.8229 8,471 ' I ,, --·-,, #7: ,, ,, ', ,, #7: vY,<~' ,, " ,:.,~ __ ,v,,-..-,, #8:' .. ,, . #8: ... .. ·---.. .. ,_.::;. . ' --#9: Moments: ... C (fl)· . M Cft-lbsL · #10: __ ,.._,v,.-. .. #1: :, ,, .. #11: •·. ··-#2.: ,, '' #12: ,, ....,.i,,,,,,,.,,,... #3: ,_, '' #13: .. ~-:~ ----#4: ,, '" #14: #15: Total 1 of2 617/2010 9:16 AM ·t "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacitf Loads: End Reaction ... s"-: ___ .., RL =I 23,092 hbs. RR=! 28,748 hbs. Minimum Design Web Member Shear: Vw(min) =! 14,374 hbs. (50% of maximum end reaption for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) =1 341,769 r-lbs -Mx(max) =. 0.0 _ft-lbs *Maximum Deflections: -A(max) = -1.419 in. +A(max) = 0.000 in. A(ratio) = ----04z:r- @X=~ft. @X=~ft. @X=~ft. @x=~ft. G12-1A *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual-test results obtained by SJ/. New Design Loads: End Reaction""s_: ___ .., RL =I 21,233 hbs. Maximum Moments: +Mx(max) = 315,021 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -A(max) = -1.312 in. +A(max) = 0.000 in. A(ra!io) = 1/459 RR=! 26,720 hbs. @x:Cm[]ft. @X-C]]Dft. @X=~ft. @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: SR =1 0.960 lforShear s:R: =1-. -0-.9-3-5--i_for Moment Comments; @X=~ft. @x=~tt. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 6nt2010 9:16 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD jQiST ANALYSIS 1 of 2 For Steel Joists Considered a~ Simple-Span Beams -· -· . ---Subjected. to-Non-Standard ,Loads Job Name: FlorExpo I Subject: 54G7NSPCL Mark No. G12-A1 Job.Number: Carlsbad, CA I Originator: lwl I ln12utDali!; C Maximum Stress Ratio = I J.:1 ·.J e I Joiil Di!li!: b I I Designation = JG-series a I --Span, L = :· 50,1250_ ft IE+P> l~rr-+M we Modulus, E = :29,000,000 psi ~+wb \ --Inertia, Ix = 4,2!$5 .. in."4 J, J, J, J, J, J, J, J, J,JJ, +w . ~/,/"-../ '-./ '-./ V// Original Design or Ca12acib'. Loads: E,IJ L Full Uniform: RL_ -x RR w=I · · hbs./ft Nomenclatyrg Start End Distributed: 'b (ft) Y,,b (lbs./ft.)' · .• ~ (ft) we (lbstit:') Point Loads: a·(ft) .. P (lbs.) #1: -., . #1: 7.7708 8,640_· ' '' .-·. ~..,_ -. #2:. 15.7813. 8,640 #2: _: .. ,. ' .. : #3: _, --L ; . ' .. , ·'-#3: 23.7917 8,640 #4: -: . _, '' _, ~ .,, #4: 31.8021 8,640 : #5: -. '' .. #5: 39.8125:· ----~,640 ~ ' ' . , -= ,, 1:'"""' . ., -/16: . -/16: 47.8229 8,640 .,. --.. . .. #7: •£ -. ,. . . .. #7: -·-·----· -·-_, #8: -. ., .. #8: -----s ---. --~ ---. #9: (.-(ft) M ,(ft-ibs) ___ ,.,.__... -................. ...,...,,,,,,,,,, Moments: #10:, . -·'' #11: #1: "-""' .. .. M ,Nh #2: ., -~., #12: .. . -~-,.,,.·~-~ #3: ·. . #13: .. #4:. ' #14: ,. -,_. #15: N~w D~§ign LQ51d1: Full Uniform: w=r-hbs./ft Start End Distributed: b (ft.) Wb (lbs./ftJ . .. e .cfi.): we {lbs/ft,) • Point Loads: a (ft:) . p·(lbs.) .. -.. -,-· ·7.7708 7,192 #1: -.. : '"''' ' #1: #2: .. '.· ; ,_":~ #2: 15;7813 8;950 C ., .. . ., ""' ~ .. #3:' ·.· . '" #3: ,. 23.7917 7,192 . : .. ,..,,,.,,v~ _., . ' 31.8021 7,192 #4: · '·: .:.: #4: ~":,,,,~-,. ::-,,, ,. c·---~9.81i5 -7,fo'i--#5: .. -., . #5: .. ,. ' --/16:. 47.8229 8·,411 _ -/16: ,: _,,_ -~ +-" : ~ ,' -' -·-#7: . ' ,-,·• -#7: --., #8: ... ,., ., ' -• ',a, ~ #8: -·-. . -·--#9: Moments:· C (ft1 M {ft-lbs)· _ #10: .. -· '. .. #1: .. I··' I'• .. #11: #2: ... ,. " ·-#12: .. -_,- #3: ., ' ---" ~' #13: . , .. #4: "· . #14: #15: Total 1 of2 617/2010 9:16 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reaction ... s_: ___ _, RL =! 23,092 hbs. RR=! 28,748 hbs. Minimum Design Web Member Shear: Vw(min) =! ·14,374 . hbs. (50% of maximum end reaction for H-seriesjoists per SJI Spec's.) Maximum Moments: +Mx(max) = I 341,769 Jft-lbs -MX(max) =. 0.0 _ft-lbs *Maximum Deflections: -A(max) = -1.419 in. +A(max) = 0.000 in. A(ratio) = U424 @X=~ft. @X=~ft. @X=~ft. @X=~ft. G12-A1 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =!.--2-0-,4-8_6......,hbs. Maximum Moments: +MX(max) =1 300,464 1ft-lbs -MX(max) = _ 0.0 . ft-lbs *Maximum Deflections: -A(max) = -1.250 in. +A(max) = 0.000 in. A(ratio) = U481 RR=! 25,704' hbs. @X=~ft. @X=~ft. @ X = ~fl @X=~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =a.92Bfor.Shear S.R. = 0.899 for Moment Comments: @x=C]]Dfl @X=~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 Sn/2010 9:16 AM CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 4 Jll 24 K 232 47' 2-5/8" ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH DEVELOPED STANDARD STANDARD INCHES 24.00 47-2 5/8 11.8 2.97 TL 1.52 LL **LOAD CRITERIA** -----------------TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 821250.9 IN-LBSl_REQD END REACTION= 5638.7 LBS MAX REACTION OF 5439. LBS INCREASED BY VAKIABLE LOAD OF 400. LBS. ADDITIONAL TC.AXIAL LOAD= 7.00 KIPS • ADDITIONAL LOAD OF . 400 KIPS SPECIFIED AT ANY PANEL POINT. **TCX/CANT LOAD CRITERIA** -------------------------~ R TCX WADS: UNIFORM= 232. PLF. **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED----------------------LEFT RIGHT WK LENGTH END PANEL END PANEL 46.8854 2-11 0/0 2-11 0/0 LEFT TC RIGHT TC END PANEL END PANEL 1-11 0/0 1-0 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT 24 0/0 24 0/0 24 0/0 (ACTUAL) 22 7/8 22 718 22 7/8 (EFF) _______________ , __ **TRUSS ANALYSIS** ------------------EFF WEB WEB pp LOAD-LBS DEPTH MEM SLOPE 1 203.0 22.866 2 -.693 2. 399.4 22.866 2D -1.906 3 428.4 22.866 3 2.751 4 464.0 22.866 4 -.953 5 464.0 22.866 V2 .ooo 6 464.0 22.866 5 .953 7 464.0 22.866 6 -.953 8 464.0 22.866 V3 .ooo 9 464.0 22.866 7 .953 10 464.0 22.866 8 -.953 11 464.0 22.866 V4 .ooo 12 464.0 22.866 9 .953 13 864.0 22.866 10 -.953 14 464.0 22.866 vs .ooo 15 464.0 22.866 11 .953 16 464.0 22.866 12 -.953 17 464.0 22.866 V6 .ooo 18 464.0 22.866 13 .953 19 464.0 22.866 13R -.953 LEFT VAR DIM o-8 1/4 RIGHT + .,. + + + + + ..,, VAR DIM INTERIOR PANELS 0-8 1/4 10 AT 4-0 0/0 AXIAL LD IN WEB 9543.9 451.0 5358.8 6680.2 464.0 6007.5 5334.9 464.0 4662.2 3989.6 464.0 3316.9 2644.2 464.0 1971. 6 1298.9 464.0 626.3 626.3 TCX LEFT o-0 0/0 TCX RIGHT o-0 1/8 AXIAL LO AXIAL LD TOP CHORD BOT CHORD 7844.6 .o 7635.1 .o .o 9465.9 14302.3 .o 14302.3 .o .o 18651.8 22514.2 .o 22514.2 .o .o 25889.6 28778.1 .o 28778.1 .o .0 31179.5 33093.9 .o 33093.9 .o .o 34521.3 35461.8 . 0 35461.8 .o .o 35915.2 35461.8 . 0 CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 4 Jll ------------------**TRUSS ANALYSIS** ------------------EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD pp LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 20 464.o 22.866 V7 .ooo 464.0 35461.8 .o 21 464.0 22.866 12R .953 + 1298.9 .o 34521. 3 22 464.0 22.866 llR -.953 1971.6 33093.9 .o 23 534.7 22.866 vs .000 464.0 33093.9 .o 24 399.4 22.866 lOR .953 + 2644.2 .o 31179.5 25 96.7 22.866 9R -.953 3316.9 28778.1 .o 26 .o .000 V9 .000 464.0 28778.1 .o 27 .o .000 SR .953 + 3989.6 .o 25889.6 28 .o .000 7R -.953 4662.2 22514.2 .o 29 .o .000 V10 .ooo 464.0 22514.2 .o 30-.o .000 6R .953 + 5334.9 .o 18651. 8 31 .o .ooo 5R -.953 6007.5 14302.3 .o 32 .o .ooo Vll .000 464.0 14302.3 .o 33 .o .000 4R .953 + 6680.2 .o 9465.9 34 .o .ooo 3R -2.751 5472.0 7596.4 .o 35 .o .ooo 2DR .994 566.4 7998.1 .o 36 .o .000 2R-.693 + 9730.6 .o .o ***** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 400. LBS ***** ***** AT CENTER PANEL POINT 23-7 1/4 FT FROM END OF JOIST. ***** **CHORD DESIGN** STEEL FY= 50000. PSI ------------AXIAL AXIAL MOMENT STRESS RATIO UNI 1.0AD L END PANEL PP 5500.9 .2037 -847 .• 2 L END PANEL MP 5500. 9 • 2566 . 684 .• 3 L VAR PANEL pp. 5353.9 .1785 -847.2 :, VAR PANEL MP 5353. 9 • 2221 198. 2 INT PANEL PP 24866.9 .8'289 -928.0 INT PANEL MP 24866.9 .9568 464.0 ~ VAR PANEL MP 5326.8 .• 2787 1008.2 R VAR PANEL PP 5326.8 .1776 -1398.3 REND PANEL MP 5608.5 .2249 -1324.5 REND PANEL PP '5608.5 .2077 -1324.5 . • .. BENDING BENDING STRESS RATIO 2230.3 .0826 716.2 .0274 2230.3 .0743 207.4 .0071 2443.1 .0000 485.7 .0000 1055.4 .0373 3681.1 .1227 3487.0 .1300 3487. 0 .1291 COMBINED RATIO .2863 .2839 .2528 .2292 .8289 .9568 .3161 .3003 .3550 .3369 SEC DESCRIPTION AXIAL LOAD K KL/R TC 27 L 2 X 2 X.187 35462. 1.00 38.9 I FLRS 362.lDEV 12 353.lREQ 0 .OREQ TL LENGTH 47-2 3/4 42-2 5/8 BC 26 L 2 X 2 X.175 35915. 1.00 121.7 SEC DESCRIPTION AXIAL STRESS CBRMP BC 26 L 2 X 2 X.175 26827. .8942 BOTTOM CHORD EXTENSION= 0-5 0/0 L/360 LIVE LOAD DEV= 131.3 PLF, L/240 LlVE LOAD DEV= TOTAL LOAD FOR DEFL = 249.1 PLF. 196.9 PLF ***CHORDS GOVERNED BY LL· DEFLECTION*** **TCX DESIGN** SEC R 27 20 BENDING MOMENT TC 44. E-MEM **END PANEL DESIGN** AXIAL LOAD LEFT 7844.6 RIGHT 7998.1 K 1.00 1.00 REQ S .001 KL/R 53.3 25.4 DEV S 1.861 REQ I .002 DEV I 3.030 DEFLC IN. .001 FLR WEB TO END BASEL NGM NGM 0 2D 1-11 0/0 0 2D 1-0 0/0 EP BEARING LENGTH DEPTH o-0 1/8 3.00 1-10 1/8 B. DEPTH 3 0/0 3 0/0 . ) CARLSBAD AIRPORT CENTER 70-4~ 354 LIST 4 Jll Mar 17, 1995 -------------------------------.---**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------- TC SEC 27 AXIAL FORCE 7000. -TENSION AXIAL STRESS 4908.6 AXIAL RATIO .1230 -COMPRESSION -AXIAL AXIAL BENDING BENDING COMBINED RATIO STRESS RATIO RATIO LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP AXIAL FORCE 14844.6 14844.6 14635.1 14635.1 42915.2 42461.8 14596.4 14596.4 14998.1 14998.1 STRESS 10409.5 10409.5 10262.6 10262.6 30093.5 29775.5 10235.5 10235.5 10517.1 10517.1 .2899· 2230.3 .0621 .3520 .3650 716.2 .0212 .3862 • 2572 2230. 3 • 0559 • 3131 .3201 207.4 .0054 .3256 INT PANEL PP INT PANEL MP .7542 2443.1 .0000 .7542 • 8614 485. 7 • 0000 . 8614 R. VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP .4027 1055.4 .0298 .4326 .a565 3681.1 .0923 .3488 .3172 3487.0 .0984 .4155 .2929 3487.0 .0971 .3900 **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= 1409.7 LBS. WEB 2 2D 3 4 V2 5 6 V3 7 8 V4 9 10 V5 11 12 V6 13 13R V7 12R llR vs lOR 9R V9 SR 7R VlO 6R 5R Vll 4R 3R 2DR 2R END REACTION= 5638.7 LBS. REQ DEV WELD SIZE AVBL NO DESCRIPTION Q1 K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 114 7/8 ROUND -... ··· 1.00 160.5 + 9869.+ 18040. .215x 2.2 4.9+ .O 3 L 1 X 1 X.109 1 1.00 118.9 -903.-2178 •. 109x 2.0 2.6+ .O 17 Ll-l/.2Xl-l/.2X.138 1 1.25 91.6 -5540.-6541 •. 138x 2.7 3.3+ .o 9 Ll-ll4Xl-lt4X.133 1 1.00 127.3 + 6903.+ 9444 •. 133x 3.5 3.7+ .o 3 L 1 X L X.109 1 1.00 101.9 -1041.-2938 •. 109x 2.0 2.7+ .O 20 Ll-l/.2Xl-l/2X.170 . 1 1.00 106.3 -6205.-6361 .• 170x 2.5 4.0+ .O 8 Ll~ll4Xl-lt4X.lll 1 1.00 126.8 + 5508.+ 7955 •. lllx 3.3 3.7+ .o 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938~ .109X 2.0 2.7+ .O 17 Ll-1/2Xl-l/2X.138 1 1.00 105-.7 -4811.-5272. .138X 2.3 4.0+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 4113.+ 6184 .. 109x 2.5 3.3+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •. 109X 2.0 2.7+ .O .143 Ll-1/2Xl-l/2X.115 1 1.00 105.3 -3416.-4427 •. 115x 2.0 4.0+ .o L 1 X 1 X.109 1 1.00 159.2 + 2718.+ 6184 •. 109x 2.0 3.3+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •• 109x 2.0 2.7+ .o 8 Ll-1/4Xl-1/4X.111 1 1.00 126.8 -2044.-2464 •. lllx 2.0 3.7+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 2044.+ 6184 •• 109x 2.0 3.3+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •. 109x 2.0 2.7+ .o 8 Ll-l/4Xl-1/.4X.lll 1 1.00 126.8 -2044.-2464 •. lllx 2.0 3.7+ .O 8 Ll-1/4Xl-1/4X.111 1 1.00 126.8 -2044.-2464 .• lllx 2.0 3.7+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1041~-2938 •. 109x 2.0 2.7+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 2044.+ 6184 •. 109x 2.0 3.3+ .o 8 Ll-1/4Xl-1/4X.lll 1 1.00 126.8 -2044.-·2464 •. lllx 2.0 3.7+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •. 109x 2.0 2.7+ .0 3 L 1 X 1 X.109 1 1.00 159.2 + 2718.+ 6184 •. 109x 2.0 3.3+ .O 14 Ll-l/2Xl-1/2X.115 1 1.00 105.3 -3416.-4427 •• 115x 2.0 4.0+ .0 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •. 109x 2.0 2.7+ .0 3 L l X 1 X.109 1 1.00 159.2 + 4113.+ 6184 •. 109X 2.5 3.3+ .O 17 Ll-1/2Xl-l/2X.138 1 1.00 105.7 -4811.-5272. .138x 2.3 4.0+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •. 109x 2.0 2.7+ .O 8 Ll-l/.4Xl-1/4X.lll 1 1.00 126.8 + 5508.+ 7955. .lllx 3.3 3.7+ .O 20 Ll~l/2Xl-1/2X.170 1 1.00 106.3 -6205.-6361 •. 170x 2.5 4.0+ .0 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •. 109X 2.0 2.7+ .0 9 Ll-l/.4Xl-l/.4X.133 1 1.00 127.3 + 6903.+ 9444 •. 133X 3.5 3.7+ .O 17 Ll-1/2Xl-l/2X.138 1 1.25 91.6 -5654~-6541. .138X 2.8 3.3+ .0 3 L 1 X 1 X.109 1 1.00 155.4 -1134.-1275 •. 109x 2.0 3.2+ .0 114 7/8 ROUND 1 1.00 160.5 + 10069.+ 18040 .. 215x 2.2 4.9+ .0 ***** WEB MEMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR ***** ***** DUE TO A LOAD OF 400'. LBS AT ANY PANEL POINT. ***** CARLSBAD AIRPORT CENTER 70-4-354 LIST 4 Jll -------------------------**BRIDGING REQUIRJl!MENTS** Mar 17, 1995 WORKING WORKING LEN DEVELOPED NO •. OF TC RYY BC RYY 1.234 1.232 BRIDGING SELF WEIGHT= LENGTH / (TC RYY) SPACING · ROWS TYPE 46.885 455.767 11.805 3 H 19.5 LBS/FT> 11.7 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABILITY LAYOUT: H H H NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED • ... · .. CARLSBAD AIRPORT CENTER 70~4-354 LIST 4 Mar 17, 1995 J12 24 K 232 .4 7' 2-1/8" ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** --------------------------------------~--------------------------------------- DEPTH 24.00 BS LENGTH 47-2 1/8 -----------------**LOAD CRITERIA** ----------------- BRIDGING LEFT END RGHT END ACTUAL DEFL DEVELOPED STANDARD STANDARD INCHES 11!8 2.96 TL 1.52 LL TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 819841.7 I~-LBs.l___:REQD END REACTION= 5633.9 LBS MAX REACTION OF 5434. LBS INCREASED B¥ VAKIABLE LOAD OF 400. LBS. ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. ADDITIONAL LOAD OF .400 KIPS SPECIFIED AT ANY PANEL POINT. ------------~-------------**TCX/CANT LOAD CRITERIA** R TCX LOADS: UNIFORM= 232. --------------------**BASIC DIMENSIONS** NOTE: ---~~~-------------- WK LENGTH 46.8438 LEFT RIGHT END PANEL END PANEL 2-11 0/0 2-11 0/0 LEFT TC RIGHT TC END PANEL END PANEL 1-11 0/0 1-0 0/0 DEPTH DEPTH DEPTH PLF. SPECIAL DIMENSIONS DEFINED-- LEFT RIGHT. . VAR DIM VAR DIM INTERIOR PANELS 0-8 0/0 0-8 0/0 10 AT 4-0 0/0 LEFT CENTER RIGHT TCX LEFT TCX RIGHT 24 0/.0 24 0/.0 24 0/.0 !ACTUAL) o-0 0/0 0-0 1/8 22 7'/8 22 7/8 22 7/8 EFF} ------------------**TRUSS ANALYSIS** ------------------EFF WEB WEB AXIAL LD AXIAL LD AXIAL LO PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 203.0 22.866 2 -.693 + 9535.4 7837.7 . 0 2 396.9 22.866 2D -1.906 448.3 7629.3 .o 3 425.9 22.866 3 2.836 5337.7 .o 9404.3 4 464.0 22.866 4 -.-953 + 6680.2 14240.7 .o 5 464.0 22.866 V2 .ooo 464.0 14240.7 .o 6 464.0 22.866 5 .953 6007.5 .o 18590.2 7 464.0 22.866 6 -.953 + 5334.9 22452.6 .o 8 464.0 22.866 V3 . 000 464.0 22452.6 .o 9 464.0 22.866 7 .953 4662.2 .o 25828.0 10 464.0 22.866 8 -.953 + 3989.6 28716.4 .o 11 464.0 22.866 V4 .ooo 464.0 28716.4 .o 12 464.0 22.866 9 .953 3316.9 .0 31117.9 13 864.0 22.866 10 -.953 + 2644.2 33032.3 .o 14 464.0 22.866 V5 .ooo 464.0 33032.3 . 0 15 464.0 22.866 11 .953 1971. 6 .o 34459.7 16 464.0 22.866 12 -.953 + 1298.9 35400.1 .o 17 464.0 22.866 V6 .ooo 464.0 35400.1 . 0 18 464.0 22.866 13 .953 626.3 .0 35853.6 19 464.0 22.866 13R -.953 626.3 35400.1 • 0 CARLSBAD AIRPORT CENTER 70-4-354 LIST 4 Jl2 Mar 17, 1995 ------------------**TRUSS ANALYSIS** pp 20 21 22 23 24 25 26 27 28 29· 30 31 32 33 34 35 36 EFF WEB WEB AXIAL LD AXIAL LD LOAD-LBS DEPTH MEM SLOPE ···IN WEB TOP CHORD 464.0 22.866 V7 .000 464.0 35400.l 464.0 22.866 12R .953 + 1298.9 .O 464.0 22.866 11R -.953 1971.6 33032.3 532.3 22.866 vs .000 464.0 33032.3 396.9 22.866 10R .953 + 2644.2 .0 96.7 22.866 9R -.953 3316.9 28716.4 :8 :888 xi :8g~ + 3igi:g 28116:t .0 .000 7R -.953 4662.2 22452.6 .O .000 V10 .000 464.0 22452.6 .0 .000 6R .953 + 5334.9 .0 .o .000 5R -.953 6007.5 14240.7 .O .000 Vll .000 464.0 14240.7 .0 .000 4R .953 + 6680.2 .O .O .000 3R -2.836 5450.4 7591.8 .O .000 2DR .994 563.0 7991.1 .O .000 2R .693 + 9722.1 .o AXIAL LD BOT CHORD .o 34459.7 .o .o 31117.9 .o .o 25828.0 .o .o 18590.1 .o .o 9404.3 .o .o .o ***** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 400. LBS ***** AT CENTER PANEL POINT 23-7 0/0 FT FROM END OF JOIST. ***** ***** **CHORD.DESIGN** STEEL FY= 50000. PSI AXIAL AXIAL MOMENT STRESS RATIO --UNI LOAD L·END PANEL PP 5496.0 .2036 -838.8 t END PANEL MP 5496.0 .2563 687.6 L VAR PANEL PP 5349.9 .1783 ·-838.8 L VAR PANEL MP 5349.9 .2210 182.4 INT PANEL PP 24823.7 .8275 -928.0 INT PANEL MP 24823.7 .9552 464.0 R VAR PANEL MP 5323.6 .2768 991.1 R VAR PANEL PP 5323.6 .1775 -1381.4 REND PANEL MP 5603.6 .2247 -1300.3 REND PANEL PP 5603.6 .2075 -1300.3 SEC DESCRIPTION AXIAL LOAD K KL/R TC 27 L 2 X 2 X.187 35400. l~OO· 38.9 BC 26 L 2 X 2 X.175 35854. 1.00 121.7 SEC DESCRIPTION AXIAL STRESS CBRMP BC 26 L 2 X 2 X.175 26781. .8927 BOTTOM CHORD EXTENSION= 0-5 0/0 BENDING BENDING STRESS RATIO 2208.2 .0818 719.8 .0275 2208.2 .0736 190.9 .0065 2443.1 .0000 485.7 .0000 1037.5 .0366 3636.7 .1212 3423.2 .1277 3423.2 .1268 I FLRS 362.lDEV 12 352.2REQ 0 .OREQ TL COMBINED RATIO .2853 .2838 .2519 .2276 .8275 .9552 .3134 .2987 .3524 .3343 LENGTH 47-2 1/4 42-2 1/8 L/360 LIVE LOAD DEV = 131. 6 PLF, L/240 LIVE LOAD DEV = TbTAL LOAD FOR DEFL = 249.1 PLF. 197.4 PLF ***CHORDS GOVERNED BY LL DEFLECTION*** **TCX DESIGN** SEC R 27 20 TC E-MEM BENDING MOMENT 44. **END PANEL DESIGN** AXIAL LOAD LEFT 7837.7 RIGHT 7991. 1 K 1.00 1.00 REQ S .001 KL/R 53.3 25.4 DEV S 1.861 FLR 0 0 WEB 2D 2D REQ I .002 DEV I 3.030 DEFLC IN. .001 TO END BASEL NGM NGM 1-11 0/0 1-0 0/0 EP LENGTH 0-0 1/8 1-10 1/8 BEARING DEPTH 3.00 B. DEPTH 3 0/0 3 0/0 CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 4 J12 -----------------------------------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------·- SEC TC 27 AXIAL·· FORCE 7000. -TENSION -AXIAL STRESS 4908.6 AXIAL RATIO .1230 -COMPRESSION -AXIAL AXIAL BENDING BENDING COMBINED STRESS RATIO STRESS RATIO RATIO LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP AXIAL FORCE 14837.7 ll~~J:J 14629.3 42853.6 42400.1 14591.8 14591.8 14991.1 14991.1 10404.6 .2897 2208.2 .0615 .3512 10404.6 .3649 719.8 .0213 .3861 10258.6 .2571 2208.2 .0553 .3125 10258.6 .3187 190.9 .0050 .3237 INT PANEL P.P . INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP 30050.3 .7531 2443.1 .0000 .7531 29732.3 .8602 485.7 .0000 .8602 10232.3 .3999 1037.5 .0293 .4292 10232.3 .2564 3636.7 .0911 .3476 10512.2 .j170 3423.2 .0966 .4136 10512.2 .2927 3423.2 .0953 .3881 **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= 1408.5 LBS. WEB 2 2D 3 4 V2 5 6 V3 7 8 V4 9 10 vs 11 12 V6 13 13R-V7 12R llR vs lOR 9R V9 SR 7R VlO 6R SR Vll 4R 3R 2DR 2R END REACTION= 5633.9 LBS. _ REQ DEV WELD SIZE AVBL NO DESCRIPTION Ql K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 114 7/8 ROUND 1.00 160.5 + 9860.+ 18040 •. 215x 2.2 4.9+ .O 3 L 1 X 1 X.109 _ 1 1.00 118.9 -900.-2178 .. 109x 2.0 2.6+ .0 17 Ll~l/.2Xl-l/.2X.138 1 1.25 91.2 -5519.-6576 .• 138x 2.7 3.3+ .O 9 Ll-1/4Xl-1/4X.1~3 1 1.00 127.3 + 6903.+ 9444 •• 133x 3.5 3.7+ .o .3 L .i X 1 X.109 1 1.00 101.9 -1041.-2938 .• 1ogx 2.0 2.7+ .o 20 Ll-lf.2Xl-l/.2X.170 1 1.00 106.3 -6206.-6361 .• 170x 2.5 4.0+.· .O 83 LL1-11· 7~xx1-1174xx •• 111091 11 1.00 126.8 + 5508.+ 7955 •• 111x 3.3 3.1+· .• o 1.00 101.9 -1041.-2938 •. 109x 2.0 2.7+ .o 17 Ll-1/2Xl-1/2X.138 1 1.00 105.7 -4811.-5272 •. 138x 2.3 4.0+ .0 3 L 1 X 1 X.109 1 1.00 159.2 + 4113.+ 6184 •• 109x 2.5 3.3+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 .. 109x 2.0 2.7+ .O 14 Ll-1/2Xl-1/2X.115 1 1.00 105.3 -3416.-4427 .• l15x 2.0 4.0+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 2719.+ 6184 •. 109X 2.0 3.3+ .O 3 L 1 X 1 X.109 1 1. 00 101. 9 -1041.-2938. · .109x 2. 0 2. 7+ • 0 8 Ll-1/4Xl-1/4X.111 1 1.00 126.8 -2042.~ 2464 •• lllx 2.0 3.7+ .0 3 L 1 X 1 X.109 1 1.00 159.2 + 2042.+ 6184 •. 109x 2.0 3.3+ .O 3 L 1 X 1 X.1-09 1 1.00 101.9 -1041.-2938 •• 109x 2.0 2.7+ .0 8 Ll-lf.4Xl-1/4X.111 1 1.00 126.8 -2042.-2464 •• lllx 2.0 3.7+ .0 8 Ll-1/4Xl-1/4X.lll 1 1.00 126.8 -2042.-2464 •• lllx 2.0 3.7+ .0 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •. 109x 2.0 2.7+ .0 3 L 1 X 1 X.109 1 1.00 159.2 + 2042.+ 6184 •. 109X 2.0 3.3+ .0 8 Ll-1/4Xl-l/4X.111 1 1.00 126.8 -2042.-2464 •. lllx 2.0 3.7+ .0 3 L 1 X 1 X.109 1 1.00 101;9 -1041.-2938 •. 109x 2.0 2.7+ .0 3 L 1 X 1 X.109 1 1.00 159.2 + 2719.+ 6184 •• 109x 2.0 3.3+ .0 14 Ll-1/2Xl-1/2X.115 1 1.00 105.3 -3416.-4427 .. 115x 2.0 4.0+ .0 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 .• 109x 2.0 2.7+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 4113.+ 6184 •• 109x 2.5 3.3+ .O 17 L1-1/2Xl-l/2X.138 1 1.00 105.7 -4811.-5272 •. 138x 2.3 4.0+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 •. 109x 2.0 2.7+ .0 8 Ll-1/4Xl-l/.4X.111 1 1.00 126.8 + 5508.+ 7955 .. lllx 3.3 3.7+ .O 20 L1-1/2Xl-l/2X.170 1 1.00 106.3 -6206.-6361. .170x 2.5 4.0+ .o 3 L 1 X 1 X.109 1 1.00 101.9 -1041.-2938 .. 109x 2.0 2.7+ .0 9 Ll-l/.4Xl-1/4X.133 1 1.00 127.3 + 6903.+ 9444 •. 133x 3.5 3.7+ .o 17 Ll-1/2Xl-l/2X.138 1 1.25 91.2 -5632.-6576 .. 138x 2.7 3.3+ .0 3 L 1 X 1 X.109 1 1.00 155.4 -1130.-1275 .• 109X 2.0 3.2+ .O 114 7/8 ROUND 1 1.00 160.5 + 10061.+ 18040 .. 215x 2.2 4.9+ .0 ***** WEB MEMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR ***** ***** DUE TO A LOAD OF 400~ LBS AT ANY PANEL POINT. ***** CARLSBAD AIRPORT CENTER 70-4-354 LIST 4 Jl2 **BRIDGING REQUIREMENTS** ------------------------- Mar 17, 1995 WORKING WORKING LEN DEVELOPED NO. OF TC RYY··BC RYY LENGTH /(TC RYY) SPACING ROWS TYPE 1.234 1.232 46.844 455.362 11.794 3 H -------------------------. . . BRIDGING SELF WEIGHT= 19.6 LBS/FT> 11.7 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABILITY LAYOUT: H H H -------------------------NOTE: 2D DISTANCE RGH~ EITHER SET OR SPECIFIED. CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 5 J13 24 K 264 44' 2-1/8 11 ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS WLCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH DEVELOPED STANDARD STANDARD INCHES 2 4 • 0 0 4 4-2 1 / 8 14 • 7 2 • 7 4 TL 1.13 LL **LOAD CRITERIA** -----------------TOTAL LOAD= 264. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 892751.9 IN-LBS.l_REQD END REACTION= 6287.4.LBS MAX REACTION OF 5787. LBS INCREASED BY VAf<.IABLE LOAD OF 1000. LBS. .· ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. ADDITIONAL LOAD OF 1.000 KIPS SPECIFIED AT ANY PANEL POINT. -----·--------------------**TCX/CANT LOAD_CRITERIA** R TCX LOADS: UNIFORM = 264. PLF.- **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED----------------------LEFT RIGHT WK LENGTH END PANEL END PANEL 43.8438 2-11 0/0 2-11 0/0 DEPTH LEFT 24 0/.0 22 7/8 LEFT TC RIGHT TC END PANEL END PANEL 1-11 0/0 1-0 0/0 DEPTH DEPTH CENTER RIGHT 24 0/0 24 0/0 (ACTUAL) 22 7/8 22 7/8 (EFF) **TRUSS ANALYSIS** ---·--------------EFF WEB WEB PP LOAD-LBS DEPTH MEM SLOPE 1.' 231.0 22.862 2 -.693 2 517.7 .22.862 2D -1.905 3 550.7 22.862 3 1.626 4 528.0 22.862 4· -.953 5 528.0 22.862 V2 .ooo LEFT. .. RIGHT VAR DIM -VAR DIM INTERIOR PANELS 1-2 0/0 1-2 0/0 9 AT 4-0 0/0 AXIAL LD IN WEB + 10635.1 584.7 6502.6 + 7231.8 528.0 TCX LEFT o-0 0/0 TCX RIGHT o-0 1/8 AXIAL LD AXIAL LD TOP CHORD BOT CHORD 8742.2 .o 8470.4 .o .o 11877.3 17113.7 .• 0 17113.7 .o 6 528.0 22.862 5 .953. -6466.3 .o 21795.8 7 528.0 22 .862 6 -.953 + 5700.8 25923.5 .o 8 528.0 22.862 V3 .ooo 528.0 25923.5 .o 9 528.0 22.862 7 .953 4935.3 .o 29497.0 10 528.0 22.862 8 -.953 + 4169.8 32516.2 .o 11 528.0 22.862 V4 .ooo 528.0 32516.2 . 0 12 1528.0 22.862 9 .953 3404.2 .o 34981.1 13 528.0 22.862 10 -.953 + 2638.7 36891.8 .o 14 528.0 22.862 VS .ooo 528.0 36891.8 .o 15 528.0 22.862 11 .953 1873.2 .o 38248.1 16 528.0 22.862 12 -.953 + 1107.7 39050.1 .o 17 528.0 22.862 V6 .ooo 1528.0 39050.1 .o 18 528.0 22.862 12R .953 + 1107.7 .o 38248.1 19 528.0 22.862 llR -.953 ~ 1873.2 36891. 8 .o CARLSBAD AIRPORT CENTER 70-4-354 LIST 5 J13 Mar 17, 1995 **TRUSS ANALYSIS** pp 20 21 22 23 24 25 26 27 28 29 30 31 32 33 EFF WEB WEB AXIAL LD AXIAL LD LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD 528.0 22.862 V7 .000 528.0 36891.8 671.7 22.862 lOR .953 + 2638.7 .0 517.7 22.862 9R -.953 3404.2 32516.2 110.0 22.862 VB .000 528.0 32516.2 • 0 • 000 BR • 953 + 4169. 8 . 0 .O .000 7R -.953 4935.3 25923.5 .o .000 V9 .000 528.0 25923.5 .O .000 6R .953 + 5700.8 .O .O .000 5R -.953 6466.3 17113.7 ~O .000 VlO .000 528.0 17113.7 • 0 • 000 4R • 953 + 7231.8 · • 0 .O .000 3R -1.626 6644.7 8396.0 .O .000 2DR .994 734.3 8916.8 .O .000 2R .693 + 10847.6 .O AXIAL LD BOT CHORD .0 34981.1 • 0 .o 29497.0 .o • 0 21795.8 .o .o 11877.3 .o .o .o ***** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 1000. LBS ***** AT CENTER PANEL POINT 22-1 0/0 FT FROM END OF JOIST. ***** ***** ----------------**CHORD DESIGN** STEEL FY= 50000. PSI AXIAL AXIAL MOMENT STRESS RATIO UNI LOAD LEND PANEL PP 5751.4 .2130 -1254.6 LEND PANEL MP 5751.4 .2684 666.6 L VAR PANEL PP 5572.6 .1858 -1254.6 L VAR PANEL MP 5572.6 .2578.· 661.3 INT PANEL PP 25690.9 .8564. -1056.0 INT PANEL MP 25690.9 .9891 528.0 R VAR PANEL MP 5523.7 .2435 1625.7 R VAR PANEL PP 5523.7 .1841 -2207.9 REND PANEL MP 5866.3 .2353 -2207.9 REND PANEL PP 58~6.3 .2173 -2207.9 BENDING STRESS 3106.7 663.9 3106.7 658.7 2614.8 525.9 1619.1 5467.1 5467.1 5467.1 BENDING RATIO .1151 .0254 .1036 .0229 .0000 .0000 .0590 .1822 .2040 .2025 COMBINED RATIO .3281 .2938 ..• 2893 .2807 · .. 8564 .9891 .3025 .3664 .4393 .4198 SEC DESCRIPTION AXIAL LOAD K KL/R TC .28 L. 2 X 2 X.200 39050. 1.00 39.0 I FLRS 373.lDEV 10 288.BREQ 0 .OREQ TL LENGTH 44-2 1/4 39-2 1/8 BC 26 L 2 X 2 X.175 38248. 1.00 121.7 SEC DESCRIPTION AXIAL STRESS CBRMP BC 26 L 2 . X 2 X.175 29169. .9723 BOTTOM CHORD EXTENSION= 0-5 0/0 &6Jf£ t6~ I:8i0D~JI :· ½8~-:t itJ: L/240 LIVE LOAD DEV = 248.1 PLF **TC:X DESIGN** BENDING DEFLC BEARING SEC MOMENT R 28 TC 50. 20 E-MEM -------------------- REQ S DEV S REQ I DEV I IN. LENGTH DEPTH .002 1.878 .002 3.109 .001 o-0 1/8 3.00 1-10 1/8 **END PANEL DESIGN** AXIAL LOAD K LEFT 8742.2 1.00 RIGHT 8916.8 1.00 KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH 53.4 0 2D 1-11 0/_0 3 0/0 25.4 2 2D 1-0 o,o EP 3 010 CARLSBAD AIRPORT CENTER 70-4-354 LIST 5 J13 Mar 17, 1995 -----------------------------------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------- TC SEC 28 AXIAL FORCE 7000. -TENSION AXIAL STRESS 4605.3 AXIAL RATIO .1154 -COMPRESSION -AXIAL AXIAL BENDING BENDING COMBINED RATIO STRESS RATIO RATIO LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP AXIAL FORCE 15742.2 15742.2 15470.4 15470.4 46050.1 46050.1 15396.0 15396.0 15916.8 15916.8 STRESS 10356.7 10356.7 10177.9 10177.9 30296.1 30296.1 10128.9 10128.9 10471.6 10471.6 .2884 3106.7 .0865 .3749 .3634 663.9 .0196 .3830 .2551 .3106.7 .0779 .3329 .3540 658.7 .0179 .3719 INT PANEL PP IN'l' PANEL MP R.VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP .7593 2614.8 .0000 .7593 .8770 525.9 .0000 .8770 .3358 1619.1 .0485 .3843 .2539 5467.1 .1370 .3909 .3158 5467.1 .1543 .4701 .2916 5467.1 .1522 .4439 **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= 1571.8 LBS. WEB 2 2D 3 4 V2 5 6" V3 7 8 V4 9 10 vs 11 12 V6 12R llR V7 lOR 9R V8 BR 7R V9 GR SR Vlb 4R 3R 2DR 2R END REACTION= 6287.4 LBS. REQ DEV WELD SIZE AVBL NO DESCRIPTION Q1 K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 114 7/8 ROUND 1.00 160.5 + 11443.+ 18040 •• 215x 2.5 4.9+ .O 3 L 1 X 1 X.109 1 1.00 118.9 -1714.-2178 •• 109x 2.0 2.6+ .0 22 L 2 X 2 X.137 1 1.25 77.0 -6985.-9544 •• 137x 3.4 4.2+ .o 17 Ll-l/2Xl-1/2X.138 1 1.00 105.7 + 7761.+ 11849 •• 138x 3.8 4.0+ .o 3 L. 1 X 1 X.109 1 1.00 101.9 -1723.-2938 •• 109x 2.0 2.7+ .0 22 L -~ X 2 X.137 1 1.00 78.7 ~ 6929.-9402 •• 137x 3.4 4.8+ .o 9 Ll~i/4Xl-l/4X.133 1 1.00 127.3 + 6098.+ 9444 •• 133x 3.1 3.7+ .0 3 L 1 X 1 X.109 1 1.00 101.9 -1723:-2938 •• 109x 2.0 2.7+ .0 17 Ll-1/2Xl-l/2X.138 1 1.00 105.7 -5266.-5272 •• 138x 2.6 4.0+ .O 3 L l X 1 X.109 1 1.00 159.2 + 4434.+ 6184 •• 109X 2.7 3.3+ .0 3 L 1 X 1 X.109 1 1.00 101.9 -1723.-2938 •• 109x 2.0 2.7+ .O 14 Ll-1/2X1-1/2X.115 1 1.00 105.3 -3603.-4427 •• 115x 2.1 4.0+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 2771.+ 61$4 •• 109x 2.0 3.3+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1723.-2938 •• 109x 2.0 2.7+ .O 8 Ll-l/4Xl-1/4X.111 1 1.00 126.8 -2279.-2464 •• lllX 2.0 3.7+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 2279.+ 6184 •. 109x 2.0 3.3+ .o 3 L 1 X 1 X.109 1 1.00 101.9 -1723.-2938 •• 109x 2.0 2.7+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 2279.+ 6184 •. 109x 2.0 3.3+ .O 8 Ll-1/4Xl-1/4X.111 1 1.00 126.8 -· 2279.-2464 .• lllx 2.0 3.7+ .O 3 L 1 X 1 X.109 1 LOO 101.9 -1723.-2938. .109x 2.0 2.7+ .O 3 L 1 X 1 X.109 1 1.00 159.2 + 2771.+ 6184 •• 109x 2.0 3.3+ .O 14 Ll-1/2Xl-1/2X.115 1 1.00 105.3 -· 3603.-4427 •• 115x 2.1 4.0+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1723.-2938 •• 109x 2.0 2.7+ .0 3 L 1 X 1 X.109 1 1.00 159.2 + 4434.+ 6184 •• 109x 2.7 3.3+ .o 17 Ll-1/2Xl-1/2X.138 1 1.00 105.7 -5266.-5272 •• 138x 2.6 4.0+ .O 3 L 1 X 1 X.109 1 1.00 101.9 -1723.-2938 .. 109x 2.0 2.7+ .O 9 Ll-1/4Xl-1/4X.133 1 1.00 127.3 + 6098.+ 9444 •. 133x 3.1 3.7+ .O 22 L 2 X 2 X.137 1 1.00 78.7 -6929.-9402 •• 137x 3.4 4.8+ .0 3 L 1 X 1 X.109 1 1.00 101.9 -1723.-2938 •• 109x 2.0 2.7+ .0 17 Ll-l/2Xl-1/2X.138 1 1.00 lOS.7 + 7761.+ 11849 .. 138x 3.8 4.0+ .O 22 L 2 X 2 X.137 1 1.25 77.0 -7127.-9544 •• 137x 3.5 4.2+ .0 8 Ll-1/4Xl-1/4X.111 1 1.00 123.7 -2153.-2589 .. lllx 2.0 3.6+ .0 114 7/8 ROUND 1 1.00 160.5 + 11692.+ 18040. .215x 2.6 4.9+ .O ***** WEB MEMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR ***** ***** DUE TO A LOAD OF 1000. LBS AT ANY PANEL POINT. ***** CARLSBAD AIRPORT CENTER 70-4-354 LIST 5 J13 **BRIDGING REQUIREMENTS** ------------------------- TC RYY BC RYY 1.238 1.232 -------------------------BRIDGING SELF WEIGHT= Mar 17, 1995 WORKING WORKING LEN DEVELOPED NO. OF LENGTH /(TC RYY) SPACING ROWS TYPE 43.844 425.103 14.726 2 H 29.6 LBS/FT> 12.2 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABILITY LAYOUT: H H -----------~-------------NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED • ... ··· ,, CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4~ 354 LIST 7 J21 22 K 232 39' 11-1/2" ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH DEVELOPED STANDARD STANDARD INCHES 22. 00 39-11 1/2 13. 3 2. 32 TL 1.28 LL -----------------**LOAD CRITERIA** . . -----------------TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 546409.0 IN-LBS, REQD END REACTION= 4-596.5 LBS ADDIT-IONAL TC AXIAL LOAD= 7.00 KIPS. --------------------**BASIC DIMENSIONS** ------------~-------LEFT RIGHT WK LENGTH END PANEL END PANEL 39.6250 3-0 0/0 3-0 0/0 _LEFT TC RIGHT TC END PANEL END PANEL 2-0 0/0 2-0 0/0 LEFT VAR DIM 0-11 3/4 RIGHT VAR DIM INTERIOR PANELS 0-11 3/4 8 AT 4-0 0/0 ...... DEPTH DEPTH DEPTH LEFT CENTER RIGHT 22 0/.0 21 0"/0 22 0/.0 21 0"/0 22 0/.0 21 0"/0 fACTUAL) EFF) ------------------**TRUSS ANALYSIS**. ------------------EFF WEB WEB PP LOAD-LBS DEPTH MEM SLOPE 1 212.7 21.013 2 -.618 2 442.3 21.013 2D -1. 751 3 461.6 21.013 3 1.788 4 464.0 21.013 4 -.876 5 464.0 21.013 V2 .ooo 6 464.0 21.013 5 .876 7 464.0 21.013 6 -.876 8 464.0 21.013 V3 .000 9 464.0 21.013 7 .876 10 464.0 21.013 8 -.876 11 464.0 21.013 V4 .ooo 12 464.0 21.013 9 .876 13 464.0 21.013 10 -.876 14 464.0 21.013 V5 .ooo 15 464.0 21.013 11 .876 16 464.0 ·21.013 llR -.876 17 464.0 21.013 V6 .ooo 18 464.0 21.013 lOR .876 19 461.6 21.013 9R -.876 20 442.3 21.013 V7 .000 21 212.7 21.013 BR .876 22 .o .000 7R -.876 23 .o .000 vs .000 24 .o .000 6R .876 25 .o .ooo SR -.876 26 • 0 .000 V9 .000 27 .o .000 4R .876 28 .o .000 3R -1.788 29 .o .000 2DR 1.751 30 .0 .000 2R .618 AXIAL LD IN WEB + 8338.6 509.3 4516.0 + 5282.8 464.0 4578.5 + 3874.1 464.0 3169.7 + 2465.3 464.0 1760.9 + 1056.6 464.0 352.2 352.2 464.0 + 1056.6 1760.9 464.0 + 2465.3 3169.7 464.0 + 3874.1 4578.5 464.0 + 5282.8 4516.0 509.3 + 8338.6 AXIAL LD TOP CHORD 7093.2 6840.6 .o 13019.3 13019.3 .o 19378.8 19378.8 .o 23618.4 23618.4 .o 25738.2 25738.2 .0 25738.2 25738.2 .o 23618.4 23618.4 .o 19378.8 19378.8 .o 13019.3 13019.3 .0 6840.6 7093.2 .o AXIAL LD BOT CHORD .o • 0 9044.7 .o .o 16464.0 • 0 • 0 21763.6 .o .o 24943.3 .o .o 26003.2 • 0 .o 24943.3 • 0 • 0 21763.6 • 0 • 0 16464.0 .o .o 9044.7 • 0 • 0 .o CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J21 ----------------**CHORD DESIGN** STEEL FY = 50000. PSI ----------------AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO··· RATIO LEND PANEL PP 6221.1 .2304 -1041.1 3401. l .1260 .3564 LEND PANEL MP 6221.1 .3173 707.0 886. 7 .0374 .3547 L VAR PANEL PP 5999.6 .2000 -1041.1 3401.1 .1134 .3134 L VAR PANEL MP 5999.6 .2836 402.6 504.9 .0191 .3027 INT PANEL PP 22573.6 .7525 -928.0 3031. 6 .0000 .7525 IN.T PANEL MP 22573.6 .9413 464.0 581.9 .0000 .9413 R VAR PANEL MP 5999.6 .2836 402.6 504.9 .0191 .3027 R VAR PANEL PP 5999.6 .2000 -1041.1 3401.1 .1134 .· .3"134 REND PANEL MP 6221.1 .3173 707.0 886.7 .0374 .3547 REND PANEL PP 6221.1 .2304 -1041.1 3401.1 .1260 .3564 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH 39-11 1/2 34-9 1/2 TC BC 23 ~ 2 X 2 X.148 19 Ll-l/2Xl-1/2X.155 25738. 1.00 38.5 26003. 1.00 162.9 DESCRIPTION AXIAL STRESS CBRMP 220.2DEV 12 213.2REQ 0 .OREQ TL BC SEC 19 Ll-1/.2Xl-l/2X. 155 _ 29484. • 9828 BOTTOM CHORb EXTENSION = · 0-5 0/0 L/360 LIVE LOAD DEV= 132.2 PLF, L/240 LIVE TOTAL LOAD FOR DEFL = 232.0 PLF. LOAD DEV= 198.3 PLF --------------------.... · .. **END PANEL DESIGN** AXIAL LOAD LEFT 7093.2 RIGHT 7093.2 K 1.00 l.OQ KL/R FLR 55.6. 0 55. 6 .-· 0 **ADDITIONAL TC AXIAL LOAD DESIGN** TC SEC 23 AXIAL FORCE 7000. LEND. PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -TENSION -AXIAL STRESS 6139~3 AXIAL RATIO .1539 AXIAL FORCE 14093.2 14093.2 l.3840.6 l.3840.6 33003.2 32738.2 l.3840.6 13840.6 14093.2 14093.2 AXIAL STRESS l.2360.4 12360.4 12138.9 12138.9 28945.3 28712.9 l.2138.9 l.2138.9 12360.4 l.2360.4 WEB TO END BASEL NGM NGM B. DEPTH 2D 2-0 0/0 · 3 0/0 2D 2-0 0/0 3 0/0 ALLOWABLE STRESS INCREASED 33% -COMPRESSION -AXIAL BENDING RATIO STRESS .3442 3401.1 .4740 886.7 .3042 3401.1 .4314 504.9 . 7254 3031. 6 .9002 581.9 -4314 504.9 .3042 3401.1 .4740 886.7 • 3442 3401. 1 BENDING RATIO .0947 .0292 .0852 .0150 .0000 • 0·000 .0150 .0852 .0292 .0947 COMBINED RATIO .4389 .5032 .3895 .4464 .7254 .9002 .4464 .3895 .5032 .4389 **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= 1149.1 LBS. 4596.5 LBS. WEB 2 2D 3 4 V2 5 6 V3 NO 1.14 3 14 8 3 14 3 3 DESCRIPTION 7/8 ROUND L 1 X 1 X.109 Ll-l/2Xl-1/2X.115 Ll-1/4Xl-1/4X.lll L 1 X 1 X.109 Ll-l/2Xl~l/2X.115 L l. X 1 X.109 L 1 X 1 X.109 Ql K 1.00 1 1.00 1 1.25 1 LOO 1 1.00 1 LOO 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 160.9 + 8339.+ 18040 • 112.4 -509.-2436 • 92.3 -4516.-5285 . 123.0 + 5283.+ 7955. 94.3 -593.-3297. 102.1 -4578.-4644. 154.5 + 3874.+ 6184. 94.3 -593.-3297. WELD SIZE AVBL AND LENGTH WELD SLOT • 215x 2.0 5.3+ .o • 109X 2.0 2.2+ .0 . 115x 2.6 2.9+ .o .111x 3.2 3.2+ .o .109x 2.0 2.0+ .o .115x 2.7 3.6+ .o .109x 2.4 2.9+ .o .109x 2.0 2.0+ .o CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 J21 **WEB DESIGN** STEEL FY= -------------- WEB NO DESCRIPTION 7 14 Ll-1/2Xl-1/2X.115 8 3 L 1 X 1 X.109 V4 3 L 1 X 1 X.109 9 8 Ll-l/4Xl-l/4X.111 10 3 L 1 X 1 X.109 V5 3 L 1 X 1 X.109 11 8 L1-ll4Xl-ll4X.lll llR 8 Ll-l/4Xl-l/4X.111 V6 3 L 1 X 1 X.109 lOR 3 L 1 X 1 X.109 V9R7. 8 Ll-l/4Xl-l/4X.lll 3 L 1 X 1 X.109 BR 3 L 1 X 1 X.109 7R 14 Ll-1/2Xl-1/2X.115 VS 3 L 1 X 1 X.109 6R 3 L 1 X 1 X.109 5R 14 Li-1/2Xl-1/2X.115 V9 3·L 1 X 1 X.109 4R 8 Ll-1/.4Xl-1/4X.lll 3R 14 Ll-1/2Xl-1/2X.115 2DR 3 L-... 1. X 1 X.109 2R 114 7/8 ROUND -------------------------**BRIDGING REQUIREMENTS** Mar 17, 1995 50000. PSI. MIN VERT SHEAR= END REACTION= Ql. K 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 l. 1.00 1 1.00 1 1.00 l. 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.25 1 1.00 l. 1.00 REQ DEV KL/R·AX LOAD AX LOAD 102.1 -3170.-4644. 154.5 + 2465.+ 6184 • 94.3 • 593.-3297 . 123.0 -1761.-2619 . 154.5 + 1744.+ 6184. 94.3 -593.-3297. 123.0 -1744~-2619. 123.0 .. 1744.-2619 • 94.3 593.-3297. 154.5 + 1744.+ 6184 • 123.0 -1761.-· 2619 • 94.3 -593.-3297 • 154.5 + 2465.+ 6184. 102.1 -3170.-4644. 94.3 -593.-3297 • 154.5 + 3874.+ 6184. 102.1 -4578.-4644 • 94.3 -593.-3297 • 123.0 + 5283.+ 7955 • 92.3 -4516.-5285 • 112.4 -509.-2436 • 160.9 + 8339.+ 18040 • 1149.1 LBS. 4596.5 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .115x 2.0 3.6+ .o • 109x 2.0 2.9+ .o • 109X 2.0 2.0+ .0 • 111x 2.0 3.2+ .o .109X 2.0 2.9+ .0 .109x 2.0 2.0+ .o .lllx 2.0 3.2+ .o • lllx 2.0 3.2+ .o .109x 2.0 2.0+ .o • 109x 2.0 2.9+ .o • 111x 2.0 3.2+ .o • 109x 2.0 2.0+ .o .109x 2.0 2.9+ .o .115x 2.0 3.6+ .o • 109x 2.0 2.0+ .o .109X 2.4 2.9+ .0 • 115x 2.7 3.6+ .o • 109x 2.0 2.0+ .o • 111x 3.2 3.2+ .o • 115X 2.6 2.9+ .0 • 109x 2.0 2.2+ .o • 215x 2.0 5.3+ .o WORKING WORKING LEN ' _ TC RYY BC RYY LENGTH / (TC RYY} DEVELOPED SPACING 13.319 NO. OF 1.225 1.040 39.625 jSS.169 -----· -------------------BRIDGING SELF WEIGHT= 25.0 LBS/FT> 8.8 REQUIRED ERECTION STABILITY LAYOUT: H H NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R ROWS TYPE 2 H LBS/FT TRUSS SELF WEIGHT. CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J23 22 K 232 39' 10-1/2" -------------------------------------------~----------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------- · ·· DEPTH BS LENGTH 22.00 39-10 1/2 **LOAD CRITERIA** BRIDGING DEVELOPED 13.3 LEFT END RGHT END STANDARD STANDARD TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF • ACTUAL DEFL INCHES 2.30 TL 1.27 LL .. REQD RESISTING MOMENT= 544113.1 IN-LBS, REQD END REACTION= 4586.8 LBS ADDITI_ONAL TC AXIAL LOAD = 7. 00 KIPS. **BASIC DIMENSIONS** --------------------LEFT RIGHT WK LENGTH END PANEL END PANEL 39.5417 2-11 0/0 2-11 0/0 DEPTH LEFT 22 0/0 21 0/0 LEFT TC RIGHT TC END PANEL END PANEL 1-11 0/0 1-11 0/0 DEPTH. CENTER 22 0/0 21 0/0 DEPTH RIGHT 22 0/0 (ACTUAL) 21 0/0 (EFF) ~*TRUSS ANAiYSIS** EFF WEB WEB pp LOAD-LBS DEPTH MEM SLOPE 1 203.0 21.013 2 -.637 2 437 .4 21.013 2D -1.751 3 466.4 21.013 3 1.715 4 464.0 21.013 4 .:...876 5 464.0 21.013 V2 .000 6 464.0 21.013 5 .876 7 464.0 21.013 6 -.876 8 464.0 21.013 V3 .000 9 464.0 21.013 7 .876 LEFT. RIGHT VAR DIM 1-0 1/4 VAR DIM INTERIOR PANELS 1-0 1/4 8 AT 4-0 0/0 ... · .. AXIAL LD AXIAL LD AXIAL LD IN WEB TOP CHORD BOT CHORD + 8161.8 6884.6 .o 503.7 6634.8 .o 4568.1 .o 8935.4 + 5282.8 12910.1 .o -464.0 12910.1 .o 4578.5 .o 16354.8 + 3874.1 19269.5 .o 464.0 19269.5 .o 3169.7 .0 21654.3 10 464.0 21.013 8 -.876" + 2465.3 23509.2 .o 11 464.0 21.013 V4 .ooo 464.0 23509.2 .o 12 464.0 21.013 9 .876 1760.9 .o 24834.0 13 464.0 21.013 10 -.876 + 1056.6 25629.0 .o 14 464.0 21.013 V5 .ood 464.0 25629.0 .o 15 464.0 21.013 11 .876 352.2 .o 25893.9 16 464.0 21.013 11R -.876 352.2 · 25629.0 .o 17 464. 0 21.013 V6 .000 464.0 25629.0 .o 18 464.0 21. 013 lOR .876 + 1056.6 .o 24834.0 19 466.4 21.013 9R -.876 1760.9 23509.2 .o 20 437.4 21.013 V7 .000 ... 464.0 23509.2 .o 21 203.0 21.013 BR .876 + 2465.3 .o 21654.3 22 .0 .000 7R -.876 3169.7 19269.5 .o 23 .o .ooo vs .ooo 464.0 19269.5 .o 24 .o .000 6R .876 + 3874.1 .o 16354.8 25 .0 .000 5R -.876 4578.5 12910.l .o 26 .o .000 V9 .000 464.0 ;I.2910.1 .o 27 .o .000 4R .876 + 5282.8 .o 8935.4 28 .o .000 3R -1.715 4568.1 6634.8 .o 29 .o .ooo 2DR 1.751 503.7 6884.6 .o 30 .Q .000 2R .637 + 8161.8 .o .o 1, CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 . J23 **CHORD DESIGN** LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP ~-I~ ~~It~~ REND PANEL PP STE:S:L FY AXIAL STRESS 6038.1 6038.1 5819.0 5819.0 22477.8 22477.8 5819.0 5819.0 6038.1 6038.1 Mar 17, 1995 = 50000. PSI AXIAL RATIO .2236 .3031 .1940 .2775 .7493 .9373 .2775 .1940 .3031 .2236 MOMENT UNI LOAD -1009.2 620.9 -1009.2 456.0 -928.0 464.0 456.0 -1009·.2 620.9 -1009.2 BENDING STRESS 3~~~:~ 3296.9 571.8 3031. 6 581.9 571.8 3296.9 778.6 3296.9 BENDING RATIO .1221 .0327 .1099 .0217 .0000 .0000 . 0217 .1099 .0327 .1221 COMBINED RATIO .3457 .3358 .3039 .2992 .7493 .9373 .2992 .3039 .3358 .3457 SEC DESCRIPTION AXIAL LOAD 25629. 25894. K KL/R 1. 00 38.5 1.00 162.9 I FLRS LENGTH 39-10 1/2 34-10 1/2 TC 23 L 2 X 2 X.148 BC 19 Ll-1/2Xl-1/2X.155 DESCRIPTION AXIAL STRESS CBRMP • 9787. 220.2DEV 12 211.8REQ 0 .OREQ TL BC SEC 19 Ll-1/2Xl--l/2X.155 29360. . BOTTOM CHORD EXTENSION= 0-5 0/0 L/360 LIVE LOAD DEV= 133.l PLF TOTAL LOAD FOR DEFL = 232.0 PLF: L/240 LIVE LOAD DEV= 199.6 PLF k*END PANEL DESIGN** . ·-------------------AXIAL LOAD ;~EFT 6884. 6 :UGHT 6884. 6 K 1.00 1.00 KL/R 53.0 53.0 FLR WEB 0 2D 0 2D TO END BASEL NGM NGM 1-11 0/0 1-11 0/0 B. DEPTH . 3 0/0 .. · 3 0/0 -~---------------------------------·"*ADDITIONAL TC AXIAL LOAD DESIGN** -----------------------------------. . AXIAL SEC FORCE :re 23 1000. LEND PANEL PP LEND PANEL MP L VAR.PANEL PP L VAR .PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -TENSION -AXIAL STRESS 6139.3 AXIAL RATIO .1539 AXIAL FORCE 13884.6 13884.6 13634.8 13634.8 32893.9 32629.0 13634.8 13634.8 13884.6 13884.6 AXIAL STRESS 12177.4 12177.4 11958.3 11958.3 28849.5 28617.1 11958.3 11958.3 12177.4 12177.4 ALLOWABLE STRESS INCREASED 33% -COMPRESSION -"AXIAL BENDING RATIO STRESS .3391 3296.9 • 4.596 778. 6 .2997 3296.9 .4288 571.8 • 7230 3031. 6 .8972 581.9 .4288 571.8 .2997 3296.9 .4596 778.6 .3391 3296.9 BENDING RATIO .0918 .0255 .0826· .0170 .0000 .0000 .0170 .0826 .0255 .0918 COMBINED RATIO .4309 .4851 .3823 .4458 .7230 .8972 .4458 .3823 .4851 .4309 **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= 1146. 7 LBS. 4586.8 LBS. WEB NO DESCRIPTION 2 114 7/8 ROUND 2D 3 L l X 1 X.109 3 14 Ll-1/2Xl-1/2X.115 4 8 L1-1/4Xl-1/4X.lll V2 3 L 1 X 1 X.109 5 14 Ll-1/2Xl-l/2X.115 6 3 L 1 X 1 X.109 V3 3 L 1 X l X.109 Ql K 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 157.5 + 8162.+ 18040 . 112.4 -504.-2436 . 93.5 -4568.-5213. 123.0 + 5283.+ 7955. 94.3 -592.-3297 . 102.1 -4578.-4644. 154.5 + 3874.+ 6184 • 94.3 -592.-3297 . WELD SIZE AVBL AND LENGTH WELD SLOT . 215x 2.0 5.2+ .o . 109x 2.0 2.2+ .o .115x 2.7 3.0+ .o .lllX 3.2 3.2+ .0 . 109x 2.0 2.0+ .o .115x 2.7 3.6+ .o . 109x 2.4 2.9+ .o . 109X 2.0 2.0+ .0 CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 J23 --------------**WEB DESIGN** STEEL FY= WEB NO DESCRIPTION 7 14 Ll-l/2Xl-1/2X.115 8 3 L 1 X 1 X.109 V4 3 L 1 X 1 X.109 9 8 Ll-l/4Xl-l/4X.111 ·10 3 L 1 X 1 X.109 V5 3 L 1 X 1 X.109 11 8 Ll-1/4Xl-1/4X.lll llR 8 Ll-l/4Xl-1/4X.lll V6 ·3 L 1 X 1 X.109 lOR 3 L 1 X 1 X.109 9R 8 Ll-1/4Xl-1/4X.lll V7 3 L 1 X 1 X.109 SR 3 L 1 X 1 X.109 7R 14 Ll-1/2Xl-l/2X.115 VB 3 L 1 X 1 X.109 6R 3 L 1 X 1 X.109 5R 14 Ll-l/2Xl-l/2X.115 V9 3 L 1 X 1 X.109 4R 8 Ll-l/4Xl-1/4X.lll 3R 14 Ll-1/2Xl-1/2X.115 2DR 3 L 1 X 1 X.109 2R 114 7/8 ROUND **BRIDGING REQUIREMENTS** ----------------------- Mar 17, 1995 50000. PSI. MIN VERT SHEAR= END REACTION= Ql K 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 ·1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 102.1 -3170.-4644. 154.5 + 2465.+ 6184. 94.3 -592.-3297 • 123.0 -1761.-2619. 154.5 + 1741.+ 6184. 94.3 -592.-3297. 123.0 -1741.-2619. 123.0 -1741.-2619. 94.3 -592.-3297. 154.5 + 1741.+ 6184. 123.0 -1761.-2619. 94.3 -592.-3297. 154.5 + 2465.+ 6184. 102.1 -3170.-4644. 94.3 -592.-3297. 154.5 + 3874.+ 6184. 102.1 -4578.-4644. 94.3 -592.-3297. 123.0 + 5283.+ 7955. 93.5 -4568.-5213. 112.4· -... 5-04.-2436. 157.5 + 8162.+ 18040. 1146.7 LBS. 4586.8 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .115X 2.0 3.6+ .0 .109x 2.0 2.9+ .o . 109x 2.0 2.0+ .o .111x 2.0 3.2+ .o .109x 2.0 2.9+ .o .109X 2.0 2.0+ .0 .lllx 2.0 3.2+ .o .lllx 2.0 3.2+ .. o .109x 2.0 2.0+ ··.o .109X 2.0 2.9+ .0 .lllx 2.0 3.2+ .o .109X 2.0 2.0+ .O .109X 2.0 2.9+ .0 .115x 2.0 3.6+ .o .109X 2.0 2.0+ .0 .109x 2.4 2.9+ .o .115x 2.7 3.6+ .o .109x 2.0 2.0+ .o .111x 3.2 3.2+ .o .115x 2.7 3.0+ .o .109x 2.0 2.2+ .o .215X 2.0 5.2+ .0 WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH /(TC.RYY) SPACING ROWS TYPE 1.225 1.040 39.542 387.353 13.292 2 H -------------------------BRIDGING SELF WEIGHT= 25.3 LBS/FT> 8.8 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABI~ITY LAYOUT: H H -------------------------NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 Mar 17, 1995 J25 22 K 264 _ 39' 10-1/2" ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT.END RGHT END ACTUAL DEFL DEPTH BS LENGTH DEVELOPED STANDARD STANDARD INCHES 22.00 39-10 1/2 13.3 . 2.29 TL 1.11 LL **LOAD CRITERIA** -----------------TOTAL LOAD= 264. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 619163.1_.IN-LBS·, REQD END REACTION= 5219.5 LBS ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. **BASIC DIMENSIONS** LEFT RIGHT WK LENGTH END PANEL END PANEL 39.5417 2-11 0/0 2-11 0/0 LEFT TC RIGHT TC END PANEL END PANEL 1-11 0/0 1-11 0/0 . · .. DEPTH DEPI'H DEPTH LEFT 22 0/0 20 7/8 CENTER RIGHT . 22 0/.0 22 0/.0 (ACTUAL) 20 7"/8 20 7/8 (EFF) ·· **TRUSS ANALYSIS** --------------·---EFF WEB WEB pp LOAD-LBS DEPTH MEM SLOPE 1 231.0 20.889 2 -.633 2 497.8 20.889 2D -1. 741 3 530.8 20.889 3 1.705 4 528.0 20.889 4 -.870 5 528.0 20.889 V2 .ooo 6 528.0 20.889 5 .870 7 528.0 20.889 6 -.870 8 528.0 20.889 V3 .000 9 528.0 20.889 7 .870 10 528.0 20.889 8 -.870 11 528.0 20.889 V4 .ooo 12 528.0 20.889 9 · .870 13 528.0 20.889 10 -.870 14 528.0 20.889 V5 .ODO 15 528.0 20.889 11 .870 16 528.0 20.889 llR -.870 17 528.0 20.889 V6 .000 18 528.0 20.889 lOR .870 19 530.8 20.889 9R -.870 20 497.8 20.889 V7 .000 21 231. 0 20.889 BR .870 22 .o .000 7R -.870 23 ~o .000 vs .ooo 24 .o .000 6R .870 25 .o .000 SR -.870 26 .o .ooo V9 .000 27 .o .ooo 4R .870 28 .o .000 JR -l. 705 29 .o .ooo 2DR 1. 741 30 .o .000 2R -633 RIGHT LEFT VAR DIM 1-0 1/4 VAR DIM INTERIOR PANELS 1-0 1/4 8 AT 4-O 0/0 AXIAL LD IN WEB + 9326.9 574.0 5206.0 + 6031. 7 528.0 5227.5 + 4423.3 528.0 3619.0 + 2814.8 528.0 2010.6 + 1206.3 528.0 402.1 402.1 528.0 + 1206.3 2010.6 528.0 + 2814.8 .,.. 3619.0 528.0 + 4423.3 5227.5 528.0 + 6031. 7 5206.0 574.0 + 9326.9 AXIAL LD TOP CHORD 7880.7 7594.8 .o 14778.1 14778.1 .o 22057.7 22057.7 .o 26910.8 26910.8 .o 29337.4 29337.4 .o 29337.4 29337.4 .o 26910.8 26910.8 .o 22057.7 22057.7 .o 14778.1 14778-1 .o 7594.8 -7880.7 .o AXIAL LD BOT CHORD .o .o 10228.3 .o .o 18721.2 .o .o 24787.6 .o .0 28427.4 .o .o 29640.7 .o .o 28427.4 .o .o 24787 .. 6 .o .o 18721.2 _o .o 10228.3 • 0 • 0 .o CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 J25 Mar 17, 1995 **CHORD DESIGN** STEEL FY= 50000. PSI AXIAL AXIAL MOMENT STRESS RATIO· · · UNI LOAD LEND PANEL PP 6300.2 .2333 -1148.4 LEND PANEL MP 6300.2 .3056 706.5 L VAR PANEL PP 6071.6 .2024 -1148.4 L VAR PANEL MP 6071.6 .2805 518.9 INT PANEL PP 23453.7 .7818 -1056.0 INT PANEL MP 23453.7 .9421 528.0 R VAR PANEL MP 6071.6 .2805 518.9 R VAR PANEL PP 6071.6 .2024 -1148.4 REND PANEL MP 6300.2 .3056 · 706.5 REND PANEL PP 6300.2 .2333 -1148.4 SEC DESCRIPTION AXIAL LOAD K KL/R TC 25 L 2 X 2 X.163 29337. 1.00 38.7 BC 22 L 2 X 2 X.137 29641. 1.00 121.0 SEC DESCRIPTION AXIAL STRESS CBRMP BC 22 L 2 X 2. X.137 28004. .9335 BOTTOM CHORD EXTENSION= 0-5 0/0 BENDING BENDING STRESS RATIO 3430.3 .1270 821. 2 . 0331 3430.3 .1143 603.1 .0220 3154.3 .0000 613.7 .0000 603.1 .0220 3430.3 .1143 821.2 .0331 3430. 3 .1270 I FLRS 251. lDEV 12 211.8REQ 0 .OREQ TL COMBINED RATIO .3604 .3387 .3167 .3024 .7818 .9421 .3024 .3167 .3387 .3604 LENGTH 39-10 1/2 34-10 1/2 L/360 LIVE LOAD DEV= 151.7 PLF, L/240 LIVE TbTAL LOAD FOR DEFL = 264.0 PLF. LOAD DEV= 227.6 PLF AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 7880.7 1.00 53.1. 0 ·· 2D 1-11 0/0 3 0/0 RIGHT 7880.7 1.00 53.l O 2D 1-11 0/0 3 0/0 --------------------~-------------~ **ADDITIONAL TC AXIAL LOAD DESIGN**. ALLOWABLE STRESS INCREASED 33% ----------------------------------- AXIAL SEC FORCE TC 25 7000. LEND PANEL PP L END PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -TENSION AXIAL STRESS 5596.1 AXIAL FORCE 14880.7 14880.7 14594.8 14594.8 36640.7 36337.4 14594.8 14594.8 14880.7 14880.7 AXIAL RATIO .1403 AXIAL STRESS 11896.4 11896.4 11667.8 11667.8 29292.3 2904·9.8 11667.8 11667.8 11896.4 11896.4 -COMPRESSION -AXIAL BENDING RATIO STRESS .3313 3430.3 .4339 821.2 .2924 3430.3 .4052 603.1 .7341 3154.3 .8773 613.7 .4052 603.1 .2924 3430.3 .4339 821.2 .3313 3430.3 **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= WEB NO DESCRIPTION 2 114 7/8 ROUND 2D . 3 L 1 X 1 X.109 3 14 Ll-l/2X1-1/2X.115 4 8 Ll-1/4Xl-1/4X.lll V2 3 L 1 X 1 X.109 5 17 Ll-1/2Xl-l/2X~138 6 3 L 1 X 1 X.109 V3 3 L 1 X 1 X.109 Ql K 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 153.8 + 9327.+ 18040 • 110.3 -574.-2531 . 91.7 -5206.-5323 • 121.7 +· 6032.+ 7955 . 91.8 -675.-3413. 101.5 -5228.-5664 . 152.9 + 4423.+ 6184. 91.8 -675.-· 3413 . BENDING RATIO .0955 .0257 .0860 .0172 .0000 .0000 .0172 .0860 .0257 .0955 COMBINED RATIO .4268 .4596 .3784 .4224 .7341 .8773 .4224 .3784 .4596 .4268 1304.9 LBS. 5219.5 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT . 215x 2.1 5.2+ .o . 109X 2.0 2.6+ .0 . 115x 3.0 3.4+ .o . lllx 3.7 3.8+ .o .109X 2.0 2.7+ .0 • 137x 2.6 4.2+ .o .109x 2.7 3.4+ .o . 109x 2.0 2.7+ .o CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J25 --------------**WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= 1304.9 LBS. --------------END REACTION= 5219.5 LBS. REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/RAX LOAD AX LOAD AND LENGTH WELD SLOT 7 14 Ll-l/2Xl-1/2X.115 1 1.00 101.l -3619.-4712. .115x 2.1 4.2+ .o 8 3 L 1 X 1 X.109 1 1.00 152.9 + 2815.+ 6184. .109X 2.0 3.4+ .o V4 3 L 1 X 1 X.109 1 1.00 91.8 -675.-3413. .109x 2.0 2.7+ .o 9 8 Ll-l/4Xl-1/4X.lll 1 LOO 121.7 -2011.-2672. .lllx 2.0 3.8+ .o 10 3 L 1 X 1 X.109 1 1.00 152.9 + . 1988 .+ 6184 • .109x 2.0 3.4+ .o V5 3 L 1 X 1 X.109 1 1.00 91.8 -675.-3413 . • 109x 2.0 2.7+ .o 11 8 Ll-1/4Xl-1/4X.111 1 1.00 121.7 -1988.-2672. .lllx 2.0 3.8+ .o 11R 8 L1-l/4Xl-11/4X.111 1 1.00 121. 7 -1988.-2672. .111x 2.0 3.8+ .o V6 3 L 1 X 1 X.109 1 1.00 91.8 -675.-3413 . . 109x 2.0 2.7+ .o lOR. 3 L 1 X 1 X.109 1 1.00 152.9 + 1988.+ 6184. .109x 2.0 3.4+ .o 9R 8 L1-1/4X1-1/4X.111 1 l.00 121.7 -2011.-2672. .111x 2.0 3.8+ .o V7 3 L 1 X 1 X.109 1 1.00 91.8 -675.-3413. .109x 2.0 2.7+ .o BR 3 L 1 X 1 X.109 1 1.00 152.9 + 2815.+ 6184. .109x 2.0 3.4+ .o 7R 14 Ll-1/2Xl-1/2X.115 1 1.00 101.1 -3619.-4712. .115x 2.1 4.2+ .o vs 3 L 1 X 1 X.109 1 1.00 91.8 -675.-3413 . • 109X 2.0 2.7+ .o GR 3 L 1 X 1 X.109 1 1.00 152.9 + 4423.+ 6184. .109x 2.7 3.4+ .o 5R 17 Ll-1/2Xl-1/2X.138 1 1.00 101.5 -5228.-5664. · .137x 2.6 4.2+ .o V9 3 L 1 X 1 X.109 1 1.00 91.8 -4R 8 L1-1/4Xl-1/.4X.111 1 1.00 121.7 + 3R 14 Ll-1/2Xl-11/2X.115 l. 1.25 91.7 -2DR 3 L 1 X 1 X.109 1 1.00 110.3 -2R 114 7/8 ROUND 1 1.00 153.8 + -------------------------**BRIDGING REQUIREMENTS** -----------~-------------WORKING WORKING LEN TC ·RYY 1.229 BC RYY 1.222 BRIDGING SELF WEIGHT= ~~ilJ '!I~-~if> 30.0 LBS/FT> 9.8 REQUIRED ERECTION STABILITY LAYOUT: H H NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R 675.-3413. 6032.+ 7955. 5206.-5323. 574.--2531. 9327.+ 18040. DEVELOPED SPACING 13.292 LBS/FT TRUSS .109x 2.0 2.7+ ~o .111x 3.7 3.8+ .o .115x 3.0 3.4+ .o .109X 2.0 2.6+ • 0 · ... · .. .215x 2.1 5.2+ .o NO. OF ROWS TYPE 2 H SELF WEIGHT. _, CARLSBAD AIRPORT CENTER Mar 21, 1995 70-4-354 LIST 14 GS 54DG O 50' 1-1/2" 54G 6N 9. 51K --------------------------------·---------------------------------------------**JOIST GIRDER DESIGN REQUIREMENTS vl. 01 SJI S.PECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH BS LENGTH SPACING STRUT STRUT INCHES LOADS 54.00 50-1 1/2 08-00 1/8 5.1 IN 5.1 IN 1.41 TL REQ .00 LL ---------~-------**LOAD CRITERIA** TOTAL LOAD= O. PLF, LIVE LOAD= O. PLF. ADDITIONAL TC AXIAL LO~= '38.50 KIPS. CONCENTRATED 9.510 KIP(S) TOTAL AT PP 3 5 7 9 11 ----------------------** CONCENTRATED LOADS** FROM LEFT END BASE LENGTH TC TOTAL LOAD KIPS 9.510 LIVE LOAD KIPS .ooo **TCX/CANT LOAD CRITERIA** ----------------------------. L TCX LOADS: UNIFORM = R TCX LOADS: UNIFORM = -------------------- MOMENT DISTANCE 2-2 3/8 O. PLF. O. PLF. PROXIMITY IN INCHES .00 FROM pp 2 LOAD SUPPORTING TO PP WEB MEMBER 2 **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-------------------~--LEFT RIGHT WK LENGTH END PANEL END PANEL 49. 1911 · 6-2 1/2 5-·10 1/2 LEFT TC RIGHT TC END PANEL END PANEL 2-2 3/8 5-101/2 DEPTH DEPTH CENTER RIGHT DEPTH LEFT 54 0/0 52_1/8 54 0/0 54 0/0 (ACTUAL) 52 1/8 :-52 1/8 (EFF) ---~--------------**TRUSS ANALYSIS** -----------------· pp 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAD-LBS ~o 9510.0 9510.0 ~o 9510.0 .o 9510.0 . 0 9510.0 • 0 9510.0 • 0 .o .o .o .o .o • 0 EFF DEPTH 52.167 52.167 52.167 52.167 52.167 52.167 52.167 52.167 52.167 52.167 52.167 52.167 52.167 .000 .000 .000 .ooo .000 WEB MEM 2 2D 3 4 V2 5 6 V3 7 7R V4 6R SR V5 4R 3R V6 2R WEB SLOPE -.720 -1.084 1.087 -1.085 .000 1.085 -1.085 .ooo 1.085 -1.085 .000 1.085 -1.085 .000 1.085 -2.174 .000 .762 LEFT VAR DIM 4-0 0/0 RIGHT + + -- + + + + VAR DIM INTERIOR PANELS 2-0 0/0 4 AT 8-0 1/8 AXIAL LO IN WEB 54417.0 12938.6 30266.7 17;353.9 .o 17353.9 4423.0 .o 4423.0 8507.9 .o 8507.9 21438.8 .o 21438.8 27823.8 .o 41720.3 TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 AXIAL LO AXIAL LO TOP CHORD BOT CHORD 44170.8 .o 35397.6 .o .o 55891. 4 67650.1 .o 67650.1 .o .o 79408.8 82405.7 .o 82405.7 . 0 .o 85402.7 79637.9 .0 79637.9 . 0 .o 73873.1 59346.6 • 0 59346.6 • 0 .o 44820.1 33191.1 . 0 33191.1 .o .o • 0 ,, CARLSBAD AIRPORT CENTER 70-4-354 LIST 14 Mar _21, 1995 G5 **CHORD DESIGN** STEEL FY AXIAL = 50000. PSI STRESS LEND PANEL PP 10551.9 LEND PANEL MP 10551.9 L VAR PANEL PP 8456.1 L VAR PANEL MP 8456.1 INT PANEL PP 20401.7 INT PANEL MP 19685.7 R VAR PANEL MP 7928.9 R VAR P.liliEL PP 7928.9 REND PANEL MP 7929.0 REND PANEL PP 7929.0 SEC DESCRIPTION TC 52 L3-l/2X3-1/2X.313 BC 43 L 3 X 3 X.250 AXIAL RATIO .3517 .4036 .2819 .4948 .6801 .8292 .3025 .2643 .5349 .2643 AXIAL LOAD 82406. 85403. MOMENT UNI LOAD .o .o .o .o .o .o .o .o .o .o K KL/R 1.00 52.2 1. 00 162. 3 BENDING BENDING STRESS RATIO .o .0000 .o .0000 .o .0000 • 0 . 0000 .o .0000 .o .0000 .o .0000 .o .0000 .o .0000 .o .0000 I FLRS COMBINED RATIO .3517 .4036 .2819 .4948 • 6801 .8292 .3025 .2643 .5349 .2643 LENGTH so-5 1/.2 49-7 1"/4 SEC DESCRIPTION AXIAL STRESS CBRMP 4645.8DEV 8 .OREQ 0 .OREQ TL BC 29705. • 9902 4.3 L 3 X 3 X. 2 50 L/360 LIVE LOAD DEV= TbTAL LOAD FOR DEFL = 1406.0 PLF, L/240 LIVE LOAD DEV= 1198.0 PLF. 2109.0 PLF **TCX DESIGN** SEC ·· L 52 TC 40L BR R 52 TC . 40L BR BENDING MOMENT o. o. **END PANEL DESIGN** REQ S .ooo .000 DEV S 1.928 1.928 REQ I .000 .000 DEV I 4.904 4.904 DEFLC BEARING IN. LENGTH DEPTH .011 n-2 01.0 6.oo o-6 ozo .017 o-2 ozo 6.00 o--6 O"f O AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 44170.8 1.00 35.3 2 2D 2-2 3/.8 EP VP 6 0/0 RIGHT 33191.1 1.00 99.3 0 V 5-10 112 EP VP 6 o,o -~-----------------------------~---**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------- TC SEC 52 AXIAL FORCE 38500. LEND LEND L VAR L VAR INT INT R VAR R VAR REND REND PANEL PP PANEL MP PANEL PP PANEL MP PANEL PP PANEL MP PANEL MP PANEL PP PANEL MP PANEL PP -TENSION -AXIAL RATIO .2305 AXIAL STRESS 9197.2 AXIAL FORCE 82670.8 82670.8 73897.6 73897.6 123902.7 120905.7 71691.1 71691.1 71691.1 71691.1 AXIAL STRESS 19749.1 19749.1 17653.3 17653.3 29598.9 28882.9 17126.1 17126.1 17126.1 17126.1 -COMPRESSION -AXIAL BENDING RATIO STRESS .4950 .o .5679 .0 .4424 .o .7767 .o .7418 .o .9148 .o .4912 .o .4292 .o .8687 .o .4292 .o BENDING RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMBINED RATIO .4950 .5679 .4424 .7767 .7418 .9148 .4912 .4292 .8687 .4292 CARLSBAD AIRPORT CENTER 70-4-354 LIST 14 GS ------------. - Mar 21,· 1995 **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= WEB NO DESCRIPTION Q 2 39 L2-l/2X2-1/2X.250 2 2D 25 L 2 X 2 X.163 G2 TC 4 X 1 X 11 W/ 3.8 SKEW 3 34 L2-l/2X2-1/~X.197 2 4 22 L 2 X 2 X.137 2 V2 17 Ll-l/2X1-1/2X.138 1 5 29 L 2 X 2 X.213 .· 2 6. 22 L 2 X 2 X.137 2 V'3 17 Ll-1/2X1-l/2X.138 1 7 22 L 2 X 2 X.137 2 7R 22 L 2 X 2 X.137 2 V4 17 Ll-1/2X1-1/2X.138 1 6R 22 L 2 X 2 X.137 2 SR 34 L2-1/2X2-1/2X.197 2 VS 17 Ll-1/2X1-ll2X.138 1 4R 22 L 2 X 2 X.137 2 3R 32 L 2 X 2 X. 250 2 V6 17 Ll-1/.2X1-1/2X.138 1 2R 39 L2-l/2X2-ll2X.250 2 **BRIDGING REQUIREMENTS** ------------------------- . REQ DEV K KL/RAX LOAD AX LOAD 1.00 116.1 + 54417.+ 71250 • 1.00 114.3 -12939.-14289. 1.00 91.2 -30267.-30697 • 1.00 113.6 + 17354.+ 31754. 1.00 176.6 -1648.-1892 • 1.00 ·115.6 -17354.-18041 • 1.00 113.6 + 10804.+ 31754 • 1.00 176.6 -1648.-1892 • 1.00 113.6 -10804.-12250. 1.00 113.6 -10804.-12250. 1.00 176.6 -1648.-1892 • 1.00 113.6 + 10804.+ 31754. 1.00 91.3 -21439.-30677. 1.00 176.6 -1648.-1892 • 1.00 113.6 + 21439.+ 31754. 1.00 94.3 -27824.-29994 • 1.00 176.6 -1648.-1892. 1.00 111.9 + 41720.+ 71250. . WORKING WORKING LEN MAX SPACING TC RYY BC RYY LENGTH /(TC RYY) BC BRACES 1.842 1.633 49.792 324.358 32.665 -------------------------NOT~: 2D DISTANCE LEFT EITHER SET OR SPECIFIED. NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. 7945.7 LBS. 31782.9 LBS . WELD SIZE AVBL AND LENGTH WELD SLOT . 188X19.5 13.5+ 7.1 .163x 5.3 12.5+ .o • 188x10.9 12.5+ .o .137x 8.5 12.4+ .o • 138X 2.0 4.2+ .0 • 188x 6.2 12.4+ .o • 137X 7.8 12A4+ .o • 138x 2.0 4.2+ .o .137x 5.3 12.4+ .o .137X 5.3 12.4+ .0 .138x 2.0 4.2+ .o . 137X 7.8 12.4+ .0 .188x 7.7 12.5+ .o .138x 2.0 4.2+ .o • 137x10.5 12.4+ .o • l88x10.o 11.9+ .o .138x 2.0 4.2+ .o .188x15.0 13.3+ 7.1 · ... · .. CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 15 G6 . . 54DG O 50' 1-1/211 54G 6N 9.51K ------------------------------------------------------------------------------**JOIST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ---~--------------------------------------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH BS LENGTH SPACING STRUT STRUT INCHES LOADS 54.00 50-1 1/2 08-00 1/8 5.1 IN 5.1 IN 1.41 TL REQ .00 LL **LOAD CRITERIA** -----------------TOTAL LOAD= 0. PLF, LIVE LOAD= O. PLF. ADDITIONAL TC AXIAL LOAD= 38.50 KIPS. CONCENTRATED 9.510 KIP(S) TOTAL AT PP 3 5 7 9 11 ** CONCENTRATED LOADS** TC TOTAL LOAD KIPS 9.510 LIVE LOAD KIPS .ooo --~-----------------------**TCX/CANT LOAD CRITERIA** -------------------------- FROM LEFT END BASE LENGTH MOMENT PROXIMITY FROM DISTANCE IN INCHES PP 47-9 7/8 .oo 12 L TCX LOADS : UNIFORM =-... · .. 0. PLF. R TCX LOADS: UNIFORM= 0. PLF. LOAD SUPPORTING TO PP WEB MEMBER 12 **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-----------------~--.-LEFT.· RIGHT LEFT RIGHT WK LENGTH. END PANEL END PANEL 49.7917 5-9 1/4 6-3 3/4 VAR DIM VAR DIM INTERIOR PANELS 2-O 0/0 4-0 0/0 4 AT 8-0 1/8 LEFT TC RIGHT TC END PANEL END PANEL 5-9 1/4 2-3 5/8 DEPTH DEPTH DEPTH LEFT CENTER RIGHT 54 0/0 54 0/0 54 0/0 fACTUAL} 52 1/8 52 1/8 52 1/8 EFF) -----.------------**TRUSS ANALYSIS** ------------------EFF WEB WEB pp LOAD-LBS DEPTH MEM SLOPE 1 • 0 52 .167 2 -.776 2 .o 52.167 V1 .ooo 3 9510.0 52.167 3 2.174 4 .o 52.167 4 -1.085 5 9510.0 52.167 V2 .ooo 6 . 0 52.167 5 1.085 7 9510.0 52.167 6 -1.085 8 .o 52.167 V3 .ooo 9 9510.0 52.167 7 1.085 10 .o 5.2.167 7R -1.085 11 9510.0 52.167 V4 .ooo 12 9510.0 52.167 6R 1.085 13 .o 52.167 5R -1.085 14 . 0 .000 V5 .ooo 15 .o .000 4R 1.085 16 . 0 .000 3R -1.087 17 . 0 .000 2DR 1.084 18 . 0 .000 2R .707 AXIAL LD IN WEB + 41434.8 .o -,27955.2 + 21601.1 .o 21601.1 + 8670.2 .0 8670.2 4260.7 .o + 4260.7 17191.6 .o + 17191.6 30104.5 12938.6 + 54830.3 TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 AXIAL LD TOP CHORD 32739.3 32739.3 .0 59059.7 59059.7 .o 79571.0 79571. 0 .o 82558.8 82558.8 .o 68023.1 68023.1 • 0 35990.5 44763.6 .o AXIAL LD BOT CHORD • 0 .o 44423.2 .o .o 73696.2 .o .o 85445.8 .o .o 79671.8 .o • 0 56374.4 • 0 .o .o ,, CARLSBAD AIRPORT CENTER 70-4-354 LIST 15 G6 ----------------**CHORD DESIGN** STEEL FY = ----------------AXIAL STRESS LEND PANEL PP 7821.0 LEND PANEL MP 7821.0 L VAR PANEL PP 7821.0 L VAR PANEL MP 7821. 0 INT PANEL PP 20412.0 INT PANEL MP 19722.3 R VAR PANEL MP 8597.7 R VAR PANEL PP 8597.7 REND PANEL MP 10693.5 REND PANEL PP 10693.5 Mar 11, 1995 50000. PSI AXIAL MOMENT RATIO UNI LOAD .2607 .o .5136 .o .2607 .o .2983 .o .6804 .o .8308 .o .5031 .o .2866 .o .4128 .o .3564 .o BENDING STRESS .o .o .o .o .o .o .o .o .o .o BENDING · ··RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMBINED RATIO .2607 .5136 .2607 .2983 .6804 .8308 .5031 .2866 .4128 .3564 TC BC SEC DESCRIPTION 52 L3-l/2X3-l/2X.313 43 L 3 X 3 X.250 AXIAL LOAD K KL/R 82559. 1.00 52.2 85446. 1.00 162.3 I FLRS 4645.8DEV 8 .OREQ 0 .OREQ TL LENGTH 50-5 1/.2 49-7 1/4 SEC DESCRIPTION AXIAL STRESS CBRMP BC 29720. . 9907 43 L 3 X 3 X.250 L/360 LIVE LOAD DEV= TbTAL LOAD FOR DEFL = 1406.0 PLF, L/240 LIVE LOAD DEV= 1198.6 PLF. 2109.0 PLF ----, ________ _ **TCX DESIGN** ... · .. BENDING DEFLC . BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. LENGTH · DEPTH L 52 TC 0 •. .000 1.928 .ooo 4.904 .017 o-2 •O /.0 6.00 40L BR .-o-6 0/0 R 52 TC o. ' .ooo 1.928 .000 4.904 .O"l'J: o-2 0/0 6.00 40L BR o-6 0/0 **END PANEL DESIGN** AXIAL LOAD LEFT ·32739. 3 RIGHT· 44 763. 6 K 1.00 1.00 KL/'R 97.5 37.1 FLR WEB TO END BASEL NGM NGM B. DEPTH 6 0/0 6 0/0 0 V 5-·9 1/.4 EP VP 2 2D 2-3 5/8 EP VP -----------------------------------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ------------------------------------TENSION -AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 52 38500. 9197.2 .2305 -COMPRESSION -AXIAL AXIAL AXIAL BENDING BENDING COMBINED FORCE STRESS RATIO STRESS RATIO RATIO LEND PANEL PP 71239.3 17018.2 .4265 .o .0000 .4265 LEND PANEL MP 71239.3 17018.2 .8403 .o .0000 .8403 L VAR PANEL PP 71239.3 17018.2 .4265 .o .0000 .4265 L VAR PANEL MP 71239.3 17018.2 .4881 .o .0000 .4881 INT PANEL PP 123945.8 29609.2 .7421 .o .0000 .7421 INT PANEL MP 121058.8 28919.5 .9159 .o .0000 .9159 R VAR PANEL MP 74490.5 17794.9 .7830 .o .0000 .7830 R VAR PANEL PP 74490.5 17794.9 .4460 .o .0000 .4460 REND PANEL MP 83263.6 19890.7 .5773 .0 .0000 .5773 REND PANEL PP 83263.6 19890.7 .4985 .o .0000 .4985 CARLSBAD AIRPORT CENTER 70-4-354 LIST 15 G6 Mar 17, 1995 **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= --------------- WEB NO DESCRIPTION Q 2 39 L2-l/.2X2-l/.2X.250 21 Vl 17 Ll-l12Xl-112X.138 3 32 L 2 X 2 X.250 2 4 22 L 2 X 2 X.137 2 V2 17 Ll-l/.2Xl-1/.2X.138 1 5 34 L2-1,2x2-1;12x.191 2 6 22 L 2 X 2 X.137 2 V3 17 Ll-l/2Xl-1/2X.138 1 7 22 L 2 X 2 X.137 2 7R 22 L 2 X 2 X.137 2 V4 17 Ll-l/2Xl-l/2X.138 1 6R 22 L 2 X 2 X.137 2 SR 29 L 2 X 2 X.213 2 V5 17 Ll-1/2Xl-1/2X.138 1 4R 22 L 2 X 2 X.137 2 3R 34 L2-l/2X2-l/2X.197 2 2DR 25 L 2 X 2 X.163 G2 TC 4 X 1 X 11 W/ 3.8 SKEW --=~--~~-~~:~L:~::~L~~:~~o 2 **BRIDGING REQUIREMENTS** ------------------------- . REQ . DEV K · · · KL/R AX LOAD AX LOAD 1.00 110.6 + 41435.+ 71250. 1.00 176.6 -1651.-1892 • 1.00 94.3 -27955.-29994 • 1.00 113.6 + 21601.+ 31754. 1.00 176.6 ~ 1651.-1892 • 1.00 91.3 -21601.-30677 . 1.00 113.6 + 10763.+ 31754. 1.0Q 176.6·-1651.-1892. 1.od 113.6 -10163.-12250. 1.00 113.6 -10763.-12250. 1.00 176.6 -1651.-1892 • 1.00 113.6 + 10763.+ 31754 • 1.00 115.6 -17192.-18041 • 1.00 176.6 -1651.-1892 • 1.00 113.6 + 17192.+ 31754. 1.00 91.2 -30105.-30697 • 1.00 114.3 -12939.-14289 • 1.00 li7.4 + 54830.+ 71250. WORKING. WORKING LEN MAX SPACING TC RYY 1.842 BC RYY 1.633 ------------------------- LENGTH /(TC RYY) BC BRACES 49.792 .. j24.358 32.665 ,NOTE: 2D DISTANCE RGHT EITHER SET QR SPECIFIED. NOTE: DOVBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. 7915.9 LBS. 31663.5 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .188xl4.9 13.2+ 7.1 • 138X 2.0 4.2+ .0 • 188xlo.o 11.9+ .o .137x1·0.6 12.4+ .o • 138X 2.0 4.2+ .0 • 188X 7.8 12.5+ .0 .137x 7.8 12.4+ .o .138X 2.0 4.2+ .0 .137x 5.3 12.4+ .o .137X 5.3 12.4+ .0 • 138x 2.0 4.2+ .o • 137x 7.8 12.4+ .o • 188X 6.2 12.4+ .0 • 138X 2.0 4.2+ .0 .137x 8.5 12.4+ .o • 188X10.8 12.5+ .0 • 163X 5.3 12.5+ .0 .188x19.7 13.5+ 7.1 CARLSBAD AIRPORT CENTER 70-4-354 LIST 16 Mar 17, 1995 Gll 54DG O 50' 1-1/2" 54G 6N 8.. 64K . -------------------------·----------------------------------------------------**JOIST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** -----------------------------~-------------------------~----------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH 54.00 BS LENGTH 50-1 1/2 SPACING STRUT STRUT INCHES LOADS 08-00 l/8 5.1 IN 5.1 IN 1.40 TL REQ .00 LL -----------------**LOAD CRITERIA** ---·-------------TOTAL LOAD= O. PLF, LIVE LOAD= 0. PLF. ADDITIONAL TC A,XIAL LOAD= 38.50 KIPS. CONCENTRATED 8.640 KIP(S) TOTAL AT PP 3 5 7 9 11 -----------------.----** CONCENT;RATED LOADS** FROM LEFT END BASE LENGTH --------------· -------TOTAL LOAD LIVE LOAD KIPS KIPS TC 8.640 .000 -------~------------------**TCX/CANT LOAD CRITERIA**· MOMENT DISTANCE 2.;. 2 3/8 L TCX LOADS: UNIFORM = 0-•.. -PLF. R TCX LOADS: UNIFORM= 0. PLF. -------------------- PROXIMITY IN INCHES .00 FROM pp 2 LOAD SUPPORTING TO PP WEB MEMBER 2 **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED----------------------LEFT RIGHT LEFT RIGHT WK LENGTH END.PANEL E~D.PANEL VAR DIM VAR DIM INTERIOR PANELS 49. 7917 6-2 1/2 5-10 1/2 4-0 0/0 2-0 0/0 4 AT s-· 0 1/8 LEFT TC RIGHT TC END PANEL END PANEL 2-2 3/8 5-10 1/2 DEPTH · DEPTH DEPTH LEFT CENTER RIGHT 54 0/0 54 0/0 54 0/0 (ACTUAL) 52 1/8 52 1/8 52 1/8 (EFF) --------~---------**TRUSS ANALYSIS** pp 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAD-LBS .o 8640.0 8640.0 • O· 8640.0 .o 8640.0 .o 8640.0 .o 8640.0 .o .o .o .0 .o .o .o EFF DEPTH 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 .ooo .ooo .000 .ooo .000 WEB WEB MEM SLOPE . 2 -.720 2D -1.084 3 1.087 4 -1.086 V2 • 000 5 1.086 6 -1.086 V3 • 000 7 1. 086 7R -1.086 V4 • 000 6R 1.086 SR -1.086 vs . 000 4R 1.086 3R -2.174 V6 .000 2R . 762 AXIAL LD IN WEB + 49427.7 11753.1 27493.6 + 15763.9 .o ..,. 15763.9 + 4017.8 .o 4017.8 7728.3 .o + 7728.3 19474.5 .o + 19474.5 25276.9 -• 0 + 37895.4 TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 AXIAL LD TOP CHORD 40116.2 32148.4 .0 61440.3 61440.3 .o 74841.5 74841. 5 .o 72327.7 72327.7 .0 53899.0 53899.0 .o 30144.4 30144.4 .o AXIAL LD BOT CHORD .o .o 50761. 0 .o .o 72119.6 .o • 0 77563.3 .o .o 67092.1 .o • 0 40705.9 .o .o • 0 CARLSBAD AIRPORT CENTER 70-4-354 LIST 16 Gll . ----------------**CHORD DESIGN** LEND PANEL PP L END PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP R END ··PANEL PP STEEL FY AX:tAL STRESS 10411.0 10411. 0 8343.2 8343.2 20129.3 19422.9 7823.1 7823.1 7823.1 7823.1 Mar 17, 1995 = 50000. PSI AXIAL MOMENT RATIO UNI LOAD .3470 .o . 4102 • 0 .2781 .o .4942 • 0 .6710 .o .8418 .o .3075 .o .2608 .o • 5309 • 0 .2608 .o BENDING BENDING STRESS RATI0 · · .o .0000 .o .0000 • 0 • 0000 .o .0000 .o .0000 .o .0000 .o .0000 .o .0000 .o .0000 • 0 • 0000 .COMBINED RATIO .3470 .4102 .2781 .4942 .6710 . 8418 .3075 ;2608 .5309 .2608 SEC DESCRIPTION 51 L3-1/2X3-1/2X.287 42 L 3 X 3 X.227 AXIAL LOAD K KL/R 74841. 1.00 52.3 77563. 1.00 161.9 I FLRS 4254.9DEV 8 .OREQ 0 .OREQ TL LENGTH 50-5 1/.2 49-7 1/4 TC BC SEC DESCRIPTION AXIAL STRESS CBRMP BC 42 L 3 X 3 X.227 L/360 LIVE LOAD DEV= TOTAL LOAD FOR DEFL = 29594~ .9865 1287.7 PLF, L/240 LIVE 1088.4 PLF. LOAD DEV= 1931.5 PLF ------... -------**TCX DisIGN** SEC L 51 TC 40L BR R 51 TC 40L BR BENDING MOMENT o. o. **END PANEL DESIGN** AXIAL LOAD LEFT 40116.2 RI~HT 30144.4 K 1.00 1.00 ..... REQ S DEV S .000 1.722 .000, 1.722 KL/R FLR WEB 35.3 2 2D 99.1 0 V DEFLC REQ I DEV I IN. .ooo 4~545 .017 .ooo 4.545 .017 TO END BASEL NGM NGM 2-2 3 / 8 . EP VP 5-10 172 EP VP BEARING LENGTH DEPTH o-2 0/.0 o-6 ozo o-·. 2 ozo o-5· 0/0 B. DEPTH 6 0/0 6 0/0 6.00 6.00 **ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------- TC SEC 51 AXIAL FORCE 38500. LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -TENSION--AXIAL STRESS 9991.5 AXIAL FORCE 78616.2 · 78616.2 70648.4 70648.4 116063.3 113341.5 68644.4 68644.4 68644.4 68644.4 AXIAL RATIO .2504 AXIAL STRESS 20402.5 20402.5 18334.7 18334.7 30120.8 29414.4 17814.6 17814.6 17814.6 17814.6 -COMPRESSION -AXIAL BENDING BENDING COMBINED RATIO STRESS RATIO RATIO .5113 .o .0000 .5113 .6045 .o .0000 .6045 .4595 .o .0000 .4595 .8165 .0 .0000 .8165 .7549 .o .0000 .7549 .9585 .0 .0000 .9585 .5264 .0 .0000 .5264 .4465 .o .0000 .4465 .9089 .0 .0000 .9089 .4465 .o .0000 .4465 i r-... CARLSBAD AIRPORT CENTER 70-4-354 LIST 16 Gll Mar 17, 1995 **WEB DESIGN** ------~-------STEEL FY = 50000. PSI. MIN VERT SHEAR= END REACTION= WEB NO DESCRIPTION Q 2 39 L2-1/2X2-1/2X.250 2 2D 22 L 2 X 2 X.137 G2 TC 4 X 1 X 11 W/ 3.8 SKEW 3 34 L2-1/2X2-1/~X.197 2 4 22 L 2 X 2 X.137 2 V2 17 Ll-1/2Xl-1/2X.138 1 5 27 L 2 X 2 X.187 2 6 22 L 2 X 2 X.137 2 V3 17 Ll-1/2Xl-l/2X.138 1 7 22 L 2 x.: 2 X.137 2 7R 22 L 2 X 2 X.137 2 V4 17 Ll-1/2Xl-1/2X.138 1 6R 22 L 2 X 2 X.137 2 . 5R 32 L 2 X 2 X.250 2 VS 17 Ll-1/2Xl-1/2X.138 1 4R 22 L 2 X 2 X.137 2 3R 29 L 2 X 2 X.213 2 V6 ·17 Ll-1/2X1-1/2X.138 1 2R 27 L 2 X 2 X.187 2 **BRIDGIN.G .. REQUIREMENTS** ------------------------- . REQ DEV K KL/R AX LOAD AX LOAD 1.00 116.1 + 49428.+ 71250 • 1.00 113.7 -11753.-12231. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 91.3 -27494.-30690 • 113.6 + 15764.+ 31754. 176.6 -1497.-1891 • 114.9 -15764.-16127. 113.6 + 9814.+ 31754. 176~~ -1497.-1891. 113.6 -9814.-12246. 113.6 -9814.-12246. 176.6 -1497.-1891. 113.6 + 9814.+ 31754. 116.5 -19474.-20625 • 176.6 -"1497.-1891. 113.6 + 19474.+ 31754. 93.6 -25277.-26068. 176.6 -1497.-1891. 139.5 + 37895.+ 42782. WORKING WORKING LEN MAX SPACING TC RYY BC RYY LENGTH /{TC RYY) BC BRACES 1.837 L.628 49.792 325.325 32.565 ----------------------·--NOTE; 2D DISTANCE LEFT EITHER SET OR SP~CIFIED. NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. 7218.8 LBS. 28875.3 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT • 188xl7.8 13.6+ 7.1 .137x 5.8 12.6+ .o • 188x 9.9 .137X 7.8 • 138X 2.0 .187x 5.7 .137x 7.8 .138X 2.0 .137x 4.8 .137x 4.8 .138X 2.0 .137X 7.8 .188x 7.0 .138X 2.0 .137X 9.6 .188x 9.1 .138X 2.0 .187xl3.6 12.6+ 12.6+ 4.2+ 12.6+ 12.6+ 4.2+ 12.6+ 12.6+ 4.2+ 12.6+ 12.6+ 4.2+ 12.6+ 11.9+ 4.2+ 13.7+ • 0 .o • 0 .o • 0 • 0 .o .o .o .o .o • 0 .o .o .o • 0 CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 16 .Gl2 54DG O 50' 1-lt2" 54G 6N 8.64K ------------------------------------------------------------------------------**JOIST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH BS LENGTH SPACING STRUT STRUT INCHES LOADS 54.00 50-1 1/2 08-00 1/8 5.1 IN 5.1 IN 1.40 TL REQ .00 LL **LOAD CRITERIA** -----------------TOTAL LOAD = · 0. PLF, LIVE LOAD = 0. PLF. ADDITIONAL TC AXIAL LOAD= 38.50 KIPS. CONGENTRATED 8.640 KIP(S) TOTAL AT PP 3 5 7 9 11 ----------------------** CONCENTRATED LOADS** FROM LEFT END BASE LENGTH ----------------------TOTAL LOAD LIVE LOAD KIPS KIPS TC 8.640 .000 --------------------------**TCX/CANT LOAD CRITERIA** L TCX LOADS: .. · .. UNIFORM = R TCX LOADS: UNIFORM= MOMENT. PROXIMITY DISTANCE IN INCHES 47-9 7/8 .oo O. PLF. O. PLF. FROM pp 12 LOAD TO PP 12 SUPPORTING WEB MEMBER **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-- .LEFT RIGHT WK LENGTH END PANEL END PANEL 49.7917 5-9 1/4 6-3 3/4 LEFT TC RIGHT TC END PANEL END PANEL 5-9 1/4 2-3 5/8 DEPTH DEPTH DEPI'H LEFT CENTER RIGHT 54 0/0 54 0/0 54 0/.0 (ACTUAL) -~~-~L~--~~-~{~--~2 1]8 (EFF) **TRUSS ANALYSIS** pp 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAD-LBS .o .o 8640.0 • 0 8640.0 .o 8640.0 .o 8640.0 .o 8640.0 8640.0 • 0 .o . 0 • 0 • 0 ~ 0 EFF. DEPTH 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 52.185 .000 .000 .000 .000 .000 WEB MEM 2 Vl 3 4 V2 5 6 V3 7 7R V4 6R 5R V5 4R 3R 2DR 2R WEB SLOPE -.776 .ooo 2.174 -1.086 .ooo 1.086 -1.086 .ooo 1.086 -1.086 .000 1.086 -1.086 .ooo 1.086 -1.087 1.084 .708 LEFT . RIGHT VAR DIM ~ VAR DIM "INTERIOR PANELS 2-0 0/0 4-0 0/0 4 AT 8-0 1/8 AXIAL LD IN WEB + 37636.2 .o 25396.3 + 19621.9 .o 19621. 9 + 7875.8 .o 7875.8 3870.3 .o + 3870.3 15616.4 .o + 15616.4 27346.2 11753.1 + 49802.9 TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 AXIAL LD AXIAL LD TOP CHORD BOT CHORD 29734.1 .o 29734.1 .o .o 40345.5 53638.4 .o 53638.4 .o .o 66931.4 72266.9 .o 72266.9 .o .o 77602.4 74980.5 .o 74980.5 .o .o 72358.5 61779.1 .o 61779.1 .o .o 51199.6 32686.8 .o 40654.6 .o .0 .o CARLSBAD AIRPORT CENTER 70-4-354. LIST 16 Gl2 . Mar 17, 1995 **CHORD DESIGN** STEEL FY= 50000. PSI LEND PANEL PP LEND PANEL MP · L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP AXIAL · STRESS 7716.6 7716.6 7716.6 7716.6 20139.4 19459.0 8482.9 8482. 9 . 10550.7 10550.7 :·SEC TC 51. BC 42 DESCRIPTION L3-l/2X3-l/2X.287 L 3 X 3 X.227 SEC BC 42 DESCRIPTION AXIAL MOMENT RATIO UNI LOAD .2572 .o .5105 .o .2572 .o .3033 .o .6713 .o .8433 .o .5024 .o .2828 .o .4194 .o .3517 .o AXIAL LOAD K KL/R 74980. 1.00 52.3 77602. 1.00 1.61.9 AXIAL STRESS CBRMP 29609. .9870 BENDING BENDING COMBINED STRESS RATIO RATIO .o .0000 .2572 .o .0000 .5105 .o .0000 .2572 .o .0000 .3033 .o .0000 .671.3 .o .0000 .8433 .o .0000 .5024 .o .0000 .2828 .o .0000 .4194 .o .0000 .3517 I FLRS LENGTH 4254.9DEV 8 50-5 1/2 .OREQ 0 49-7 1/4 • OREQ TL. L 3 X 3 X.227 L/360 LIVE LOAD DEV TbTAL LOAD FOR DEFL = 12-87. 7 PLF, L/240 LIVE LOAD DEV= 1931.5 PLF = 1089.0 PLF. **TCX DESIGN** --------------BENDING DEFLC BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. LENGTH DEPTH L 51 TC o. .ooo 1.722 .000 4.545 .01.7 o-2 0/0 6.00 40L BR o-6 ozo R 51 TC .o. .ooo 1. 722 .000 4.545 .017 o-2 ozo '6.00 40L BR o-6 0/0 **END PANEL DESIGN** AXIAL LOAD LEFT 29734.1 RIGHT 40654.6 K 1.00 1.00 KL/R 97.3 37.1 FLR WEB TO END BASEL NGM NGM VP VP B •. DEPTH 6 0/0 6 0/0 -0 V 5-9 1/4 EP 2 2D 2-3 5/8 EP -----------------------------------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% --------------------~-------------- TC SEC 51 AXIAL FORCE 38500. L END PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -TENSION -AXIAL STRESS 9991.5 AXIAL FORCE 68234.1 68234.1 68234.1 68234.1 116102.4 113480.5 71186.8 71186.8 79154.6 79154.6 AXIAL RATIO .2504 AXIAL STRESS 17708.1 17708.1 17708.1 17708.1 30130.9 29450.5 18474.4 18474.4 20542.2 20542.2 -COMPRESSION -AXIAL BENDING RATIO STRESS .4438 .o .8809 .o .4438 .o .5233 .o .7552 .o .9597 .o .8227 • 0 .4630 .o .6140 .o .5148 .o BENDING RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMBINED RATIO .4438 .8809 .4438 .5233 .7552 .9597 .8227 .4630 .6140 .5148 CARLSBAD AIRPORT CENTER 70-4-354 LIST 16 Gl2 Mar 17, 1995 --------------**WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= END REACTION= WEB NO DESCRIPTION · · · Q K 2 27 L 2 X 2 X.187 2 1.00 Vl 17 Ll-l/2Xl-1/2X.138 1 L 0.0 3 29 L 2 X 2 X.213 2 1.00 4 22 L 2 X 2 X.137 2 1.00 V2 17 Ll-1/2X1-l/2X.138 1 1.00 5 32 L 2 X 2 X.250 2 1.00 6 22 L 2 X 2 X.137 2 1 00 VJ 17 Ll-l/2X1-1/2X~l38 1 1:00 7 22 L 2 X 2 X~l37 2 1.00 7R 22 L 2 X 2 X.137 2 1.00 V4 17 Ll-1/2Xl-1/2X.138 l 1. 00 6R 22 L 2 X 2 X.137 2 1.00 5R 27 L 2 X 2 X.187 2 1.00 V5 17 Ll-1/2Xl-1/2X.138 1 1.00 4R 22 L 2 X 2 X.137 2 1.00 3R 34 L2-l/2X2-1/2X.197 2 1.00 . 2DR 22 L 2 X 2 X.137 G2 1.00 TC 4 X 1 X 11 W/ 3.8 SKEW 2R 39 L2-1/2X2-1/2X.250 2 1.00 -------------------------. . **BRIDGING REQUIREMENTS** REQ DEV KL/RAX LOAD AX LOAD 137.9 + 37636.+ 42782 • 176.6 -1500.-1891 • 93.6 -25396.-26068. 113.6 + 19622.+ 31754 • 176.6 -1500.-1891 • 116.5 -19622.-20625. 113.6 + 9777.+ 31754. 176.6 -1500.-1891 • 113.6 -9777.-12246. 113.6 -9777.-12246 • 176.6 -1500.-1891 . 113.6 + 9777.+ 31754 • 114.9 -15616.-16127 • 176.6 -1500.-1891 • 113.6 + 15616.+ 31754 • 91.3 -27346.-30690. 113.7 -11753.-12231 • 117.4 + 49803.+ 71250. WORKING WORKING LEN MAX SPACING TC RYY BC RYY LENGTH /(TC RYY) BC BRACES 1.837 1.6-28 49.792 325.325 32.565 -------------------------. .fOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. 7191-. 7 LBS. 28766.9 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT • 187Xl3.6 13.6+ .0 • 138x 2.0 4.2+ .o .188x 9.1 11.9+ .o • 137x 9.6 12.6+ .o • 138X 2.0 4.2+ .0 .188x 7.0 12.6+ .o .137x 7.8 12.6+ .o • 138X 2.0 4.2+ .0 .137x 4.8 12.6+ .o • 137x 4.8 12.6+ .o • 138X 2.0 4.2+ .0 • 137x 7.8 12.6+ .o • 187x 5.6 12.6+ .O • 138x 2.0 4.2+ .o • 137x 7.8 12.6+ .o .188x 9.8 12.6+ .o • 137X 5.8 12.6+ .0 .188xl7.9 13.7+ 7.1 ; (2005 CERTIFIC.ATE OF ACCEPTA"'CE (Part 1 pf 2) LTG-1-A I · PROJECT NAME DATE \\-\\o-\G PROJECT ADDRESS l 9 i.?O . a.L . . TELEPHONE \ 390,2_'2.9 \ 'i:,:~:\~:--~ \, ,:,,::~ "~~ •;·~"~~~< GENERAL INFORMATION DATE OF BLDG. PERMIT rERMIT# 'BLDG. CONDITIONED FLOOR AREA I CLIMATE ZONE c.~ \0 \ \ r'>8 .7,85\ BUILDING TYPE f ~ NONRESIDENTIAL D HIGH RISE RESIDENTIAL D HOTEUMOTEL GUEST ROOM .. P.HASE OF CONSTRUCTION .D NEW CONSTRUCTION D ADDITION ¥ALTERATION D UNCONDITIONED !STATEMENT OF ACCE:PTANCE . This Certificate of Acceptance summarizes the results of the acceptance tests related to building lighting requirements per Title 24, Part 6. (Sections 119(d), 119(e), 131 (d)) Please check one: 0 I hereoy affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for it's preparation; and that I .am licensed in the State of California as a civil engineer or electrical engineer, or I am a licensed architect. · 0 I affirm that I ani eligible underthe 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. 0 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. (These sections of the Business and Professions Code are rinted iri full in the Nonresidential Manual.) !INSTRUCTIONS TO APPLICANT For Detailed instructions on the use of this and ·all Energy efficiency Standards acceptance forms, please refer to the Nonresidential.Manl!al published by the California Energy Commission. · · Part 1 of 2 -Statement of Acceptance Part 2 of 2 -Summary of Acceptance Tests 2005 Nonresidential Acceptance Forms June 2005 f2005 CERTIFICATE OF ACCEPTANCE PROJECT NAME SUMMARY OF ACCEPTANCE TESTS SYSTEM ACCEPTANCE DOCUMENT Form_of_} (Part 2 of 2) LTG-1-AI PASS/FAIL TESTING AUTHORITY 11 DATE OF TEST 11 .....__ ___ ___. .__.----_ -_ --------,-_ _. __ ~====::::: ~======: ;:;;:;;::::;:~::::;:~ NOTE: Use additional sheets as necessary 2005 Nonresidential Acceptance Forms April 2005 f 2005 ACCEPTANCE REQUIREMENTS FOR CODE COMPLIANCE Lighting Control· Acceptance Do~µment L TG-2-A Form of PROJECT NAME DATE GAUTHORITY S-C.,\ S' \ O\'-..l Q..~ c,,.\--i"<..-\,L LIGHTING CONTRO[ SYSTEM NAME/ DESIGNATION Intent: Lights are turned off when not needed per 119(d) & 131(d). !Construction Inspection 1 Instrumentation to perform test includes, but not limited to: a. Light meter b. Hand-held amperage and voltage meter c. Power meter 2 Occupancy Sensor Construction· Inspection ~ Occupancy sensor has been located to minimi:?:e false signals ~ Occupancy sensors do not encounter any obstructions that could adversely effect desired performance t-J 1,4 '¢ Ultrasonic occupancy sensors do not emit audible sound (119a) 5 feet from source 3 Manual Daylighting Controls Construction Inspection D If dimming ballasts are specified for light fixtures within the daylit area, make sure they · meet all the Standards requirements, including "reduced flicker operation" for manual dimming control systems 4 Automatic Time Switch Controls Construction Inspection a. Automatic time switch control is programmed for (check all): o Weekdays D Weekend D Holidays b. Document for the owner automatic time switch programming ( check all): D Weekdays settings o Weekend settings D Holidays settings D Set-up settings D Preference program setting o. Verify the correct time and'date is properly set in the time switch D Verify the battery is installed and energized D Override time limit is no more than 2 hours Certification Statement: I certify that all statements are true on this L TG-2-A form including the . PASS/FAIL Evaluation. Company: Co. Signature: Date: 2005 Nonresidential.Acceptance Forms April 2005 ' t f 2005 ACCEPTANCE REQUIREMENTS FOR CODE COMPLIANCE Lighting Control Acceptance Document LTG-2-A Form of rROJECT NAME IDATE \ \-\ {a _ \ O A. . Select Acceptance Test (Indicate liohtino control systems NameslDesionations by the aoolicable tests below) ~ 1 Occupancy Sensor 'o 2 Manual Daylighting Controls D 3 Automatic Time Switch Controls a. Lights· controlled by occupancy sensors tlmi off within a maximum of 30 minutes from start ofan unoccupied condition per Standard Section 119(d) b. The occupant sensor does not trigger a false "on" from movement in an area . adjacent to the controlled space or from HVAC operation a. Status indicator or annurtciator o erates correct! b. Lights controlled by occupancy sensors turn on when Immediately upon an occupied condition OR (this requirement is mutually exclusive with Step 2.c.) C,, Sensor indicates s ace is. "occu ied" and Ii hts turn 011 manual! Step 3:·system returned to initial operating conditions a. At least 50% of lighting power in daylit areas is separately controlled from other lights b. The amount of Ii ht delivered to the s ace is uniforr\11 reduced Step 2: $ stem returned to initial operatin conditions Automatic Time Switch Controls -Ste 1: Simulate occu ied condition a. All Ii hts can be turned on and off b their res ective area control switch b. Verify the switch-only operates lighting in the ceiling-height partitioned area in , which the switch is located b. Manual override switch allows only the lights in the selected ceiling height partitioned space where the override switch is located, to tum on or remain on until the next scheduled shut off occurs Step 3: S stem returned to initial operatin conditions Note: Shaded areas do not apply for particular test procedure C. PASS/ FAIL Evaluation (check one): Applicable Lighting Control Systems YIN YIN YIN YIN YIN YIN D PAS$: All applicable Construction Inspection responses are complete and all applicable Equipment Testing Requirements responses are positive (Y -yes) . D FAIL: Any.applicable Construction Inspection responses are incomplete OR there is one or more negative (N - no) responses in any applicable Equipment Testing .Requirements section. Provide explanation below. Use and attach additional oaoes if necessarv. 2005 Nonresidential Acceptance Forms April 2005 «~ ~ Cl.TY OF CARLSBAD COMMUNITY FACILITIES· DISTRICT NO. 1 NON-RESIDENTIAL B-32 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. JORKEN L_LC 760-930~3567 Name of Owner Telephone 1960 KELLOGG AVE. 1.960 KELLOGG AVE Address Project Address CARLSBAD, CA 92008 Carlsbad, CA 92008 City, State Zip City, State Zip 212-093-01-00 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB1_01188 Building Permit Number(s) As cited by Ordinance No. NS-155 and adopted by' the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX-DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay th~ SP,ECIAL TAX-ONE TIME now, as a one-time payment. ~ A Amount of One-Time Special Tax:$ 387-2.19 Owner's Initials~ OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $ 503.385 Owner's Initials_. __ _ RTIFY UNDER PENAL TY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE TY AND THAT I u·NDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Signature o ro Owner D11u~41l.c; t\.~,~ Print Na ~e-~ov1 .MM-\~ GA-u~-~ .. ,.(\ Title ;:I i/ ~I/ eJ O l D Dat I . The City of Carlsbad has not independently verifieq the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. · Land Use ALL OTHER IND Factor .6618 B-32 Imp.Area 1 X Square Ft. 5851 Page 1 of 1 FY 2010-2011 .... $3872.19 ·, Annex date 5/91 Rev. 07/09 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE u C,A State J State OFFICE USE ONLY UPFP# ______ _ HV# ________ _ BP DATE. _ __._ __ / ___ _ APN# Plan File# ~tD The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. 1. Explosive or Blasting Agents 5. Organic Peroxides 2. Compressed Gases 6. Oxidizers 3. Flammable/Combustible Liquids 7. Pyrophorics 4. Flammable Solids 8. Unstable Reactives 9. Water Reactives 10. Cryogenics 11. Highly Toxic or Toxic Materials 12. Radioactives 13. Corrosives 14. Other Health Hazards ~one of These. PART II: .SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISIONS (HMO}: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255 Imperial Avenue, 316 floor, San Diego, CA 92101. Call (619) 338-2222 prior to the issuance of a building permit. Q FEES ARE REQUIRED. Expected Date of Occupancy: ..1.. I / r: I J Q YES i. 1. D Is your business listed on the reverse side of this form? (check all that apply). 2. D Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. D Ji( Will your business store or handle Hazardous Substances in quantities equal to or greater than J 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? 4. D ~ ... Will your business use an existing or install an underground storage tank? 5. D Ji" Will your business store or handle Regulated Substances (CalARP)? 6. ti ){ Will your business use or install a Hazardous Waste Tank System (Title 22, Article 1 0)? 0 CalARP Exempt I Date Initials D CalARP Required I Date Initials D CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCD at least 1 0 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures offour units or less. Contact the APCD for more information. 1. YEi8 Ji Will _the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side 2. 3. 4. D D D of this from. Contact APCD if you have any questions). D (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Public and private schools may be found after search of the California School Directory at http://www.cde.ca.gov/re/sd/; or contact the appropriate school district). Will there be renovation that involves handling of any friable ~sbestos materials, or disturbing any material that contains non-friable asbestos? Will there be demolition invoMng the removal of a load supporting structural member? FOR OFFICIAL USE ONLY: FIREDEPARTMENTOCCUPANCYCLASSIFICATION:. ______________________________ _ BY: _______ -'--------------'-------DATE: __ _,_/ __ __,/,..._ __ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO APCD COUNTY-H.MO APCD COUNTY-HMO APCD , ' HM-9171 (04/07) County of San Diego -DEH -Hazardous Materials Division CB101188 1960 KELLOGG AV FLOR EXP0-12,427 SF FLOWER PACKING TO SAME-5 851 SF Nl=W .!':TnR.ar::i:: rnir-1u-{();;1?J&c;/-~PtMWt-~-1~ tJ/~cJes)~c~s>, 1-1-IJ· &,:,:/Ulf -~MrA~~ ?}~5'J ,D f)..e ~e,(\""f ~&--IL. .-pfa.,,,u·,~ U:,l'l'\,-fY'-e.n,,-1~ TD 8'l)S,'Z-fr(1.C.lt 7-Z)JIJ l<:{jf! ft, . ~fVl_w-:11-.Jr. ~-~-/lfilftj/ ( , ~, ~1tfo LJ£/L &J(Jf~al&f- ~ i, 1-Vlk ~~ . . [4tD ?{-f-f~ · . f1(f-,lo Ec4( arnfY · 8/~/ ,u vrA-PE3:0PX.. JJeu:J 6e:1 ~JCc,epT ~ 7 ~ler paoe.6 ( :ft,r (Y'.e,~•tJe .,_..:SO,~', cv~R.DQr' Oe;;rr"\-1L-S "TI',-K.'2-(\ off 5e.T '::f¥ ;;t. Prr\D Pr-Oceo I() ~~ ~p Se,t\~L--P\re,e.,~ _, _, ~ _ f\LSO fou.,0.0 -;;~ Pr \ I~ A--'4 I ·Pi-~, I<-' I {L 1---R. 3 f)<-cr vO \-o-\' ~, l$-~e,ep '"'° VQ.r-\~ uD/~ ~ . ve~ C(.ff)ro'-'e..!> ~ ,J)~ ·'4:C) ~L.tl ~ d§1 l ,o -r,ss~ _ _ 10/u/10 -W,7/ Fc>.ss .A-?fr'i>t1eo( sbnr r~/.rt'o;J e>AJ Jf-z.. ~'/ f .• )~i--.·:. .·:f,;/l . ---·-·---__ ,. ___ .... __,._.,. & ..... _ ...... ----·---------- osw DCV Approved .Date By BUILDING 913) / J/") rr= V .,, , . PLANNING 1,.,, ' J 1' t)6 'l[-vr-/ 0 FOt,,,, ., 'I.,.. -,--v ENGINEER(NG w/SW 7.-zz--1 D L w FIRE Expectite7 ( Y _) N v!L.t1l) -lfi .A--.. \J " -' -V I HazMat I ~ -.,;l,lr-/c) 11::d - APCD ---.____.._ / Health ' Forms/Fees Sent Rec'd Due7 By Encina I'~ -Jr-Lo y N Fire ->-y N HazHealthAPCD (.p-.Ei?"-JV y N PE&M C, -2x--I (") y N School -1--y N Sewer --y N Stormwater f'n---JV'-J 0 y N Special Inspection / Y' N CFD: y N l,.andUse: Density: lmpArea: FY: Factor: PFF: y N Comments Date Date Date Date Buil~ing (/-J-/0 8-/1-f'O Planning ~..tl--10€ ..... Engineering Fire ,.,, 1-z.,\ 10 Need? . ./ 111»I ~ .) ./-:; ./ ~ -~ne Appllcatlon Complete? Fees Complete? V y. N y N aoone QDone aoone aoone By: By: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 10-12-2010 Plan Check Revision Permit No:PCR10113 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: GLENN TODD 1206 PRICE ST POMONA CA 91767 909-469-6242 Building Inspection Request Line (760) 602-2725 1960 KELLOGG AV CBAD PCR Lot#: 0 2120930100 $0.00 Construction Type: NEW Status: Applied: Entered By: Plan Approved: FLOR EXpO:CEILING COIL SUPPORT ONLY Owner: JORKEN LLC 1960 KELLOGG AVE CARLSBAD CA 92008 Issued: Inspect Area: Plan Chec_;k Revision Fee Additional Fees Total Fees: $232.00 Total Payments To Date: $232.00 Balance Due: ISSUED 10/06/2010 JMA 10/12/2010 10/12/2010 $232.00 $0.00 Inspector: FINAL APPROVAL Date: Clearance: _____ _ $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'foes/exactions." You have 90 days from the date this 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 capacity 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 oreviouslv been niven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. «~ ¥ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. f C,{( l Q l \ 0 Original Plan Check No. ~/8 / 0 / I~ Proj,ectAddress I. 9(oo ke!lo G:::'=-..\«\ ve.. ~ . . ' Date (O -Olo-10 \ Contact ?&f'vw :\-o't>p. Ph~d2) '-l616lYaax \161) 1t'1-62:/F.mail G-lt:1'JJ ~:hooc'.?t)wst: Contact Address \ 20i'c, pg\, Ce $-t-l'(..& . . City~:.J.Llll!~-=-...l..--Zip · °/ l 7 b 7 . General Scope of Work · . tvc\\e_ J\, · . (( Wi') otJ Cot vv:-l-· a)u'/tia:1/ot.J 0 .. 1· I . db h.t.. . · · b · d& ft} M.de?...7-~\vlve.._ rigma p ans prepare . y an arc , ect or engineer, rev1S1ons must e s1gne stampe by that person. 1 Elements revised: ~ans D Calculations D Soils D Energy D Other __________ _ 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existin sheets 5 · Does this revision, in anyway, alter the exterior of the project? D Yes ~No 6 Does this revision add ANY new floor area(s)? D Yes .ef' No 7 Does this revision affect any fire related issues? [] Yes M' No 8 ls this a c;omplete set? D Yes ~o ~-.e'l'Signature R.,..---Bt..- 1·635 Faraday Avenue, Carlsbad, CA 92008 Phone; 7 60-602-27 I 7 / 27 I 8 / 27 I 9 Fax: 760-602-8558 www.carlsbadca.gov EsGil Corporation In fPartnersfiip witfi government for <Buifaing Safety DATE: OCT. 12, 2010 D APPLICANT .i JURIS. JURISDICTION: CARLSBAD D PLAN REVIEWER D FILE PLAN CHECK NO.: 10-1188 (REV.# 1) -PCR 10-113 ____ SET: II PROJECT ADDRESS: 1960 KELLOGG AV~NUE PROJECT NAME: FLOREXPO, LLC New Storage/ Packing & Production Rooms [g] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building Qodes. 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 ch_e.ck Ust_is enclosed for the jl,!risdiction to-forwarq to the applicant contact person. · ' · · D .... ,! The ~pplicant's copy of the check list has been serit to: .. ,,, '· BOSZ 1 DE FOREST, IRVINE, CA 92620 [g] 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: BOSZ AIA Telephone#: 949-262-1102 Date contacted: (by: )_ -Fax #: 949-559-5084 · Mail Telephone Fax In Person [g] REMARKS: Ceiling coil support is under this permit only. By: ALI SADRE EsGil Corporation D GA D EJ D PC Enclosures: log in/ out 9320 Chesapeake Drive, Suite 208 + San Diego, California 92 I 23 + (858) 560-1468 + Fax (858) 560-1576 () EsGil Corporation In ll'artnersliip witli qovernment for <Bui{aing Safety DATE: OCT. 11; 2010 D APPLICANT ~URIS . . JURISDICTION: CARLSBAD D PLAN REVIEWER D FILE PLAN CHECK N'O.: 10-1188 (REV.# 1) -PCR 10-113 ___ SET: I PROJECT ADDRESS: 1960 KELLOGG AVENUE . PROJECT NAME: FLOREXPO, LLC New Storage/ Packing & Production Rooms 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 m'inor.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 Cqrporation until corrected plans are submitted for recheck. D The appiicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. l:8]· The appl_icant's copy of the check list has been sent to: BOSZ 1 DE FOREST, IRVINE, CA 92620 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: BOSZ AIA Telephone#: 949-262-1102 Date contacted: 10{ ,, J,o (by: it-) Fax #: 949-559-5084 .....-Mail Telephone Fax v In Person-v ("'Tl:>t>S) · C01'.!SrWC.'"7()t,.)) ~ REMARKS: Delete mezzanine 2nd stairs under this permit. ·By: ALI SADRE EsGil Corporation 0 GA O EJ. 0 PC Enclosures: 10/7 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 :; • GENl;RAL 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit three new compfete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans ahd .calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to !=sGil Corporation and the Carlsbad Planning, Engineering and Pire Departments. 2. Bring one corrected set of plans and calcuiations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San ·Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. -. . NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by th.e City Planning, Engineering & Fire Departments until review by EsGil Corporation is complete. • PLANS 1. A reminder that' all revised-plans shall be signed by the California state licensed engineer or architect. Rlease inc·lude the California license number, sea·I, date of license expiration and date plans are signed. California Bus.iness and Professions .Code. • EXITS . 2. · Please provide an e?(it analysis plan (may be 8 1/2" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (by using arrows), accumulated occupant loads and required exit widths. Section A 106.1.2. This applies to th~ mezzanine. 3. At least two exits must be provided from each floor in a building, per Section 1019. Exceptions: Show 75' travel distance is not exceeded for the exiting from the mezzanine on plans: · B "Id" R eaumng ui. 1ngs n1v ne Xlt OCCUPANCY .. MAXIMUM HEIGHT OF MAXIMUM OCCUPANTS PER · BUILDING AaOVE GRADE FLOOR AND TRAVEL DISTANCE PLANE B, F, M,S. 2 Stories 30 occupants.and 75' travel distance • ADDITIONAL 4. To speed up the re·view process, note. on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 5. Please indicate here if any changes ·have been made to the plans that are not a result of corrections from this list. If there are -other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: O Yes O No 6. · The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 2081 San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE at Esgil Corporation. Thank you. ) CARLSBAD 10-1188 ·(R~V. # 1) -PCR 10-113 OCT. ll,~010 . [DO NOT PA-Y.:.. THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CA~iSBAD 1) -PCR 10-113. PLAN CHECK NO.: 10-liSS (REV.# PRl;:PARED BY: ALI SADRE . DATE: OCT. 11,2010 BUIIJJING ADDRESS: 1960 KELLOGG AVENUE · BUILDING OCCUPANCY: B/S1/ A3/Fl TYPE OF CONSTRUCTION: 111-B/SPR. BUILDING AREA Valuation PORTION . ( Sq. Ft.) Multiplier REV1$10NS ... Air· co·nditioning Fire Sprinklers .. TOTAL VALUE Jurisdiction Code .CB By Ordinance Bldg. Permit Fee by Ordinance . / • / Plan Check Fee by Ordinance Type of Review: D . Complete Review D Repetitive Fee ~ Repeats * Based on hourly rate Comments: D Other 0 Hourly EsGII Fee Reg. VALUE Mod . ' D Structural Only l_------121 Hrs. @ * ,__ ,,___$_11_6_. o_o ($) I $290.00j $232.00j Sheet 1 of 1 macvalue.doc +