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Home My WebLink About2101 FARADAY AVE; ; CB950812; Permit02/05/96 08:38 Page 1 of 1 B U I L D I N G P E R M I T Penni t No: CB950812 Project No: A9501166 Development No: Job Address: 2101 FARADAY AV Suite: Lot#: ... • .. -• J---~ .... -·,-.\.-if Permit Type: INDUSTRIAL BUILDING Parcel No: 212-070-01-00 Valuation: 1,393,000 Occupancy Group: B-2 Reference#: Description: 63,991 SF TILT-UP SHELL : 2 STORIES Construction Type: Status: Applied: Apr/Issue: Entered By: 619-452-3188 VN ISSUED 06/20/95 09/22/95 RMA Appl/Ownr : KLOHA,LARRY 5355 MIRA SORRENTO PL #750 SAN DIEGO, CA 92121 _ -... --.. --- RENO CONTRACTING/,.. /l,ic"-C ·1,200625 1770 LINWOOD STREET ,'' / ,>·. ·,,,, SAN DIEGO / , ., ( \.: ~ // ·, .:>_'>" /' ·..._, * * ·!( Fees Required * *;t · ... )x:>~* Fees C<:!Xlect·(::)d ·,~ Credi ts -----------------------_!__ 'T ... ,/ ,-,,.,.,-,, --~, -~ , , .. \ Fees: 123,568 ,J/o\.., , . /,-:;~,~/ . \::\ ",, > /..(),( ))---.,\ Adjustments: / /.',.Q,o '·,. ., , .'11-otal Credi t,si . oo Total Fees: 123,/56~::_e-o· , -··Tot.a-.J:::·Bj!.J[f!j'.~ri-ts-~:·_,,> \123,543.00 ""~--~:_~ -~·~::.)Barra,11;ce Due:'// 25. 00 CONTRACTOR *** Fee description : ; . ·, , . ;'".'l(ni ts' F¢~/Un-it' , Ext fee Data ---------------------'-~-~~-~-----,...~ ~y'b ::r-1 -7~ ---,~ !::..t: <l ~-'.' -;-------------- Building Permit : -/1/~ \. · ;.·,, (_:_,:-:-_ ··,; j..' · · 4326. 00 Plan Check , \'· ,,,:l:-., ~ }/ ,.' 2812. 00 Strong Motion Fee ' \ ~'1 r ,... -' 293.00 \ \ "':\"'\ 'l ,-..' f' Enter Number of EDU' s \-Water \Fee,>/ ,_:,, I'.'; 12·-~·a.0· ' \ , i ~ ·, , Enter "Y" to Autocalc 1.icens.e..., Tax' .. > "--. ..:c:~·~ .. -__ \ / , , ,_ ,1Jt,Vn.J.,11n,.,lcf1 / ,, -~, Enter Traffic Impact Fee, . ·' ',., '·,.> -r.::0--AO .·o 0,.,., ,. ·, ., ,, . ,, " ' \ ; ·, "-.,_ 1' ~"' Pass-Thru Fees(Y/N) or Wa.;i.ved{~)? > ···-· .. , -· .. \',, Enter Park Fee(Zone 5,13,1'6.·1 <. ..... ,; 1/>1; --.25596·;.0-0-,··· .. \ /; * BUILDING TOTAL " ..... ,, --// / .~-~-/,>-,' .. \ \_~~ \ , Enter "Y" for Plumbing Issue Fee ~ {; "· Each Building Sewer ·-¾ .. ,.___ _ -1 ~/ Each Roof Drain > 6 Each Install/Repair Water Line > 1 * PLUMBING TOTAL Enter "Y" for Electric Issue Fee Three Phase 480 Per AMP Enter "Y" if Test Meter * ELECTRICAL TOTAL > > > Enter 'Y' for Mechanical Issue Fee> PLDA B > 2000 4.60 CITY OF CARLSBAD 15.00 7.00 7.00 1.00 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 30720.00 25353.00 Y 7040.00 y 25596,00 05 96140.00 20.00 Y 15.00 42.00 7.00 84.00 10.00 Y 2000.00 25.00 Y 2035.00 N 25309.00 H @k_-# .ro g-:2. PERMIT APPLICATION PLAN CHECK NO. q 5 0 rt I{)., City of carlsbad Building Depart.nt 2075 Las Palms Dr •• carlsbad. CA 92009 (619) 438-1161 1. PmtMlT 'h'P£ From list 1 (see back) give code of Permit-Type: Gee M IV( tJus f gt~%(zws 00 For Residential Projects Only: From Llst 2 (see back) give 2379 06/20/95 0001 01 C···PRMT 02 3000-00 Code of Structure-Type: ___________________ _ Net Loss/Gain of Dwelling Units _________________ _ 2. PRClJF.Cf INFORMATION FOR OFFICE USE ONLY Address J.J t) I 9f .)fJkl}A-f ~ Bu1ldmg or Suite No. Nearest Cross Street LEGAL DESCRIPTION Su1>chV1s1on Name/Number --r~ . 81-10 Omt No. 2 Phase No. M-N'.> . 11 l 34-- DESCRIPTION OF WORK SQ. IT. U, ~ &f°f / # OF STORIES :2---# OF BEDROOMS # OF BATHROOMS 3. 00N i:ACI PEkSnN (u dmerenc from apphcanf) NAME (last name first) ~,AM f= ADDRESS /7 CilY STATE ZIP CODE DAY TELEPHONE \: 4 · =c:: nam~ ~s J2~~ A ~trrU-1:; CON,.b~~R ~3~J: ~~1 FgtO~ 'J"b A-,. c#= -Z 5D S. ~ _,Q !lefed STATE ~~ ZIP CO~E j~f DAY TEU'.PHO~ 4-zz -3/ 3 ,I 1 ~it~~-~ 'i O l NAME (last name first) f;l,AC,¥-MO(lE--o,d ~ DRESS 1'2/,p'Z&, L(d.J. e,wFF Oil. CilY $~ 0/~0 STATE C/>,--ZIP CODE 92J3o DAYTELEPHONE 6. OONTRAciuk 11Jj NAME (last name first) ADDRESS CllY STATE ZIP CODE DAY TELEPHONE STATE UC.# UCENSE CIASS CITY BUSINESS UC.# DESIGNER NAME (last name hrst) ~rn-\ CoNSut;;rttJ ~ Afit\ ADDRESS q:;55 MI r2.A ~~ pt_ • -# 7 5 o CilY s AN o,~o STATE CA-ZIP CODE 12-12.1 DAY TELEPHONE #.2-3t gs STATE UC.# G \ 110 I 1. WORXEJtS' WMPENSA't1oN Workers' Compensaoon Declarauon: I hereby afhrm that I have a ceruhcate of consent to self-msure issued by the Director of Industnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POUCY NO. EXPIRATION DATE eeruhcate of Exempoon: I ceruty that m the performance of the work tor which this permit IS JSSued, I shall not employ any person m any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE s. oMU:it-UUfihEil mt!i.AkA:noR Owner-Builder Declaration: I hereby afhrm that I am exempt from the Confracfofs license Law for the foiiowmg reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license I.aw does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license I.aw does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license I.aw). D I am exempt under Section _______ Business and Professions Code for this reason: (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 applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's license I.aw (Chapter 9, commencing with Section 7000 d Division 3 of the Business and Professions Code) or that 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]). SIGNATIJRE DA"m COMPLETE ffiis SECTION FOR NON-RESIDEN'i1At B01illiNG PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES ONO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES ONO IF ANY OF nm ANSWERS ARE YF.S, A FINAL CERTIF'ICA"m OF OCDJPANCY MAY Nor BE ls.5UED AFI'ER JULY 1, 1989 UNLF.SS nm APPUCANT HAS MET OR IS MEETING nm RF.QUIREMENTS OF nm OFFICE OF EMERGENCY SERVIds AND nm AIR POLLUTION OON1ROL DISl1UCT. 9. OONsffiUChOR L£RDING XGENcY I hereby afhrm that there IS a construcoon lendmg agency for the performance of the work tor which thlS permit 1s issued (Sec 3091(1) C1V1I Code). LENDER'S NAME LENDER'S ADDRESS 10. APPllCANI CERl"iFICXliON 1 cerufy that I have read the apphcaoon and state that the above mtormat1on 1s correct. 1 agree to comply with all City ordmances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE ro SAVE INDEMNIFY AND KEEP~ nm ClTY OF CARI.SBAD AGAINST AIL IJABIIITil!S, JUDGMENTS, CDSTS AND EXPENSES WlllCH MAY IN ANY WAY ACXJUJE AGAINST SAID ClTY IN OONSF.QUENCE OF nm GRANTING OF nns PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by ch permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or a doned at any time ft e w rk is commenced for a period of 180 days (Section 303(d) Uniform Buil<)j~g~7h APPUCANTS SIGNATU DATE:~~ YEILOW: Applicant PINK: Finance 0 09/22/95 16:29 Page 1 of 1 Job Address: 2101 FARADAY AV S E W E R P E R M I T Suite: Permit No: SE950059 Bldg Planck#: Permit Type: SEWER -OFFICE/WAREHOUSE Parcel No: 212-070-01-00 381.6 09 i22/95 0001 01 02 Description: 63,991 SF TILT-UP SHELL : 2 STORIES Permitee: KLOHA,LARRY 5355 MIRA SORRENTO PL #750 SAN DIEGO, CA 92121 619-452-3188 C-PRMT 3~~3t.f; ~ {iO Status: ISSUED Applied: 06/29/95 Apr/Issue: 09/22/95 Expired: Prepared By: HE ,,,_,,_-·--· .. ----*** Fees Required *** ,,.,.----*** Fee-Et.._ Collected & Credits *** -------------------------/'./ .,,.-/ / .---! ; .• --/ ' -----" · "·, ------------------------- Fees: 34 368-:00 ·· · 1 /.-~, • ,.. '·, , // ,,-· 'V" \ \ ', ', "' ) :' : ) ! ' \., Adjustments: / . 0,0,--<\\ · --., .-·-:rot&l: .Credi ts: . oo A , I \ ' ,, ' , / " Total Fees: 34,,1368.0P,_) '· Tota·l(Paym:ents: .00 / !'. '· ,/',?.-,,, .-Balahc'e'Due\\ 34,368.00 Fee description / ,.--\ \" / ~--.;.-:... \Uni fs "-\;!,Ji~~/Utl.i t Ext fee Data / '-··-.,,, / .v .y,,--~" , <_i,.j \ ---------------------7~. -,,...!J -------:' ,.'\_;'"-..',. -----'\ ---~_,,.'----\ ------------------ Enter Warehouse squai:_e-~toqta_g~---· . :?.:~-·-<: ·:6$_t:-1·. \ -~_-:-.-:·' . 12. 80 Total EDUs ' · ·-· ,, --.,. ., ......... ' .,. ... ·;,/ 12 80 f /~---------' ,: ,, ""~<;. __ ;,-p:~;-~·:, ,/ -: ~-----•'-", . Sewer Fee , · r · • · · / -I 2 311 7. 0 0 Enter Sewer EDUs kn<i_--Be~~fit Areff'\.> i._·' ;112.80/~/· · \ 11251.00 F WER TOTAL ' . f:.i \, ~.... _// /-.,,,~ """ 34 6 00 * SE \ . ,.:~·~ ... _j i/J \ ( {> '~:; i 3 8 . ' ' \ . \i•/.:...~, ·t .· .J,/, ~ \ :) ( , \ . fl '--..j.,_ ',11,. ' • <'' ,.,,..., .,.. .• : \,_ •'. .., .·' /<~- ._ \ /'' "" " ' ,,,. ..,, "' . ',,· ' / "" I , , , ~I I l ' : .,. .. '""'·,. : I : r-· J \ '> i / ·., \ ',) '~ \'' \ \ \ . f I NAL APPROVAL H'1SP. _ _ DATE ---1 CLEARANCE------( CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 09/22/95 16:29 Page 1 of 1 Job Address: 2101 FARADAY AV S E W E R P E R M I T Suite: Permit No: SE950059 Bldg Planck#: Permit Type: SEWER -OFFICE/WAREHOUSE Parcel No: 212-070-01-00 381.6 09 i22/95 0001 01 02 Description: 63,991 SF TILT-UP SHELL : 2 STORIES Permitee: KLOHA,LARRY 5355 MIRA SORRENTO PL #750 SAN DIEGO, CA 92121 619-452-3188 C-PRMT 3~~3t.f; ~ {iO Status: ISSUED Applied: 06/29/95 Apr/Issue: 09/22/95 Expired: Prepared By: HE ,,,_,,_-·--· .. ----*** Fees Required *** ,,.,.----*** Fee-Et.._ Collected & Credits *** -------------------------/'./ .,,.-/ / .---! ; .• --/ ' -----" · "·, ------------------------- Fees: 34 368-:00 ·· · 1 /.-~, • ,.. '·, , // ,,-· 'V" \ \ ', ', "' ) :' : ) ! ' \., Adjustments: / . 0,0,--<\\ · --., .-·-:rot&l: .Credi ts: . oo A , I \ ' ,, ' , / " Total Fees: 34,,1368.0P,_) '· Tota·l(Paym:ents: .00 / !'. '· ,/',?.-,,, .-Balahc'e'Due\\ 34,368.00 Fee description / ,.--\ \" / ~--.;.-:... \Uni fs "-\;!,Ji~~/Utl.i t Ext fee Data / '-··-.,,, / .v .y,,--~" , <_i,.j \ ---------------------7~. -,,...!J -------:' ,.'\_;'"-..',. -----'\ ---~_,,.'----\ ------------------ Enter Warehouse squai:_e-~toqta_g~---· . :?.:~-·-<: ·:6$_t:-1·. \ -~_-:-.-:·' . 12. 80 Total EDUs ' · ·-· ,, --.,. ., ......... ' .,. ... ·;,/ 12 80 f /~---------' ,: ,, ""~<;. __ ;,-p:~;-~·:, ,/ -: ~-----•'-", . Sewer Fee , · r · • · · / -I 2 311 7. 0 0 Enter Sewer EDUs kn<i_--Be~~fit Areff'\.> i._·' ;112.80/~/· · \ 11251.00 F WER TOTAL ' . f:.i \, ~.... _// /-.,,,~ """ 34 6 00 * SE \ . ,.:~·~ ... _j i/J \ ( {> '~:; i 3 8 . ' ' \ . \i•/.:...~, ·t .· .J,/, ~ \ :) ( , \ . fl '--..j.,_ ',11,. ' • <'' ,.,,..., .,.. .• : \,_ •'. .., .·' /<~- ._ \ /'' "" " ' ,,,. ..,, "' . ',,· ' / "" I , , , ~I I l ' : .,. .. '""'·,. : I : r-· J \ '> i / ·., \ ',) '~ \'' \ \ \ . f I NAL APPROVAL H'1SP. _ _ DATE ---1 CLEARANCE------( CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB950812 FOR 02/16/96 DESCRIPTION: 63,991 SF TILT-UP SHELL 2 STORIES TYPE: INDUST JOB ADDRESS: 2101 FARADAY AV STE: INSPECTOR AREA TP PLANCK# CB950812 OCC GRP B-2 CONSTR. TYPE VN LOT: APPLICANT: KLOHA, LARRY CONTRACTOR: RENO CONTRACTING OWNER: PHONE: 619-452-3188 REMARKS: MW/STEVE/431-1735 SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS--PERMIT# SE950059 FS950015 AS950062 FAD95034 FAD95036 FAD95038 TYPE swow FIXSYS ASC FADD FADD FADD PHONE: PHONE: STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final structural 29 PL Final ·Plumbing 39 EL Final Electrical 49 ME Final Mechanical Af_ .s:a ,,(Jtrc# ~ b-f~ {cuµpm1w,,1,,) i=. ' , I -.--------------------------------------------------- ***** INSPECTION HISTORY***** DATE DESCRIPTION ACT INSP COMMENTS 020296 Frame/Steel/Bolting/Welding co TP SHORT NAIL @.75 PLY AREAS MEZ 012596 Frame/Steel/Bolting/Welding AP TP ROOF FRAM PER REV 012596 Frame/Steel/Bolting/Welding AP TP NEED REV FOR H.D.FIX E STR 8 012596 Interior Lath/Drywall AP TP STAIRWELL B 011996 Frame/Steel/Bolting/Welding PA TP INTERIOR STR WELL 011996 Interior Lath/Drywall PA TP INTERIOR STR WELL 011996 Frame/Steel/Bolting/Welding PA TP INT STR WELL 011996 Interior Lath/Drywall PA TP 011796 Frame/Steel/Bolting/Welding AP TP INT/EXT SOFFIT # LOBBY 011796 Frame/Steel/Bolting/Welding co 'l'P 1 HR STAIR WELL 011696 Shear Panels/HD's PI TP 011696 Roof/Reroof PI TP 011196 Roof/Reroof AP TP ROOF PARAPET FRM,SHTING 010496 Frame/Steel/Bolting/Welding AP TP @ ELECT & PHONE RMS 122795 Ftg/Foundation/P.$~r$ .. ·· AP PD 121195 Roof/Reroof ·:~ ' AP TP SEE SPC INSP REPORT IN FILE 120795 Ftg/Foundation/Piers AP PY POUR STRIP 120795 Underground/Conduit-Wiring AP PY 112295 Ftg/Foundation/Piers PI TP NOT COMPLETE 112195 Ftg/Foundation/Piers AP TP CONN LN E&4.5/DET 8/56@ PNLS 111795 Ftg/Foundation/Piers NR PK NO SUPT/NO ACCESS TO PLANS CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB950812 FOR 02/16/96 DESCRIPTION: 63,991 SF TILT-UP SHELL TYPE: INDUST JOB ADDRESS: 2 STORIES 2101 FARADAY AV STE: INSPECTOR AREA TP PLANCK# CB950812 OCC GRP B-2 CONSTR. TYPE VN LOT: ***** INSPECTION HISTORY***** DATE 110695 110195 103095 102795 102795 102695 102695 102595 101995 101895 101895 101695 101295 101295 101195 101195 100695 100395 092895 DESCRIPTION Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Grout Ftg/Foundation/Piers Shear Panels/HD's Shear Panels/HD's Ftg/Foundation/Piers Footing Ftg/Foundation/Piers Ftg/Foundation/Piers Footing Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underg~ound/Under Floor ACT INSP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP PI TP AP TP AP TP PA PK AP TP AP TP COMMENTS TV PANELS COMPLETE/PND REPORT FTN@ LINE E/4.5 TRUCK DOCK RET SITE WALL STR FRNT FTNS, PIER PANELS SEE SPC INSP LIST PANELS SEE SPC INSP RPT STOREFRONT FTNS SITE RET.WALL SLAB FIX@ A-5 SLAB B-A.5 SEE INSP NOTES SLAB E-D,C-B CK FOR CLRN@ G.B. & P.F. SPEC INSP REQ FOR G.B. GB6,9,2,5,SLAB F-E,C-D_ PERM FTNS LINE F + I PIERS ONLY(A.5-B)(3-5.6) PIER FTNS C-E 1.7 TO 6 BLDG SEWER DRAIN (ND ASBUILT) JAN. 13 ' 96 (TUE) 14: 03 RENO CONTRACTING 619 220 0229 PACE. 2/2 . . . ..,, .. (•.,,. .. . ,;.: ....... ';,. -~ · City of ·.()(Jrlsbad 2075 Las P.almas Drive, Carlsbad California 9~009 ·. fr~JSPECTl9N'RE.C.ORD · .• .,.. INSPECTION RECORD CARD WITH APPROVED PLANS . .MUST BE KEPT QN· THE J.Olf CALL PRIOR TO 2:00 P.M. FOR· NEXT WORKDAY INSPECTION . -.. ---z_ lo·\ . !' BUILDING ~NS~EC~~ON: (76~) 438-3101 ,.· ,._ · JOB ADDRESS: . . ~0~~ j . · · LOT-_NO./SUITE: _____ _ OWNERS NAME: ____ , ___ ."""'.~.,.·~------,---------------------· -+-1--- USE/OCCUPANCY c.r 1::-:rJ??. TVPECQNSL DATE ,Cl7£ 111 . ' PERMIT NO. .. , · CONTRACTOR · .. , 8UIL.DING ....... . . --. APPROVED TO COVER · Type of lnspei:tion Date Inspector t,JUILDINC FOUNDATION REINFORCED STEEL MASONRY 1 . CJ GROUT , · 0 WALL l;)~AINS · TILT PANELS .. ·· POUR STRIPS .. COLUMN F.OOTINOS- SU8FR~ME · D FLOOR·. 0 CEILING . · . · ROOF SHEATHING ,::, .. t ·, . ., ... EXT. SHEAR PANELS . \ .. , FRAME INSULATION · EXTERIOR LATH INTERIOR LA.TH & DRYWALL FINAL : · PLUMB/NC D SEWER AND BVCO IJ PUCO UNDERGROUND · 0 WASTE D WATER', TOP OUT D WASTE · Cl WATER TUB AND SHOWER PAN ·. QU-6-AS TEST Cl GAS PIPING · Q WATER HEATER D SOLAR WATER . ·.' FINAL · ELECTRICAL 8"ELECTRIC UNDERGROUND Cl UFER ROUGH ELECTRIC WALLS ROUCH ELECTRIC CEILING D ELECTRIC SERVICE Cl TEMPORARY · 0 BONDING D POOL FINAL . MECHANICAL . UNDERGROUND DUCT'S & PIPfNC CJ DUCT &· PLEM. CJ REF. Pf PINC HEAi. AIR COND. SYSTEMS VENTILATING·SYSTEMS FINAL CALL FOR FINAL INSPECTION WHEN ALI.APPROPRIATE l·TEMS ABOVE HAVE BEEN APPROVED .. F!NAL Sign When Appropriate ' .. Building Dept. (Inspections) -.438-3101 #,1,~e;7 .. {'-JS Fire Department 931-2121 -. . • Ni, ~,. f't, -~: . A Planning Department 438-1161 t . l...:i ~, ... ,,,.q-,, t). /,a.., jU· Engineering Dept. (Inspections) 438-3891 , ' .. . •. Building inspectors (7am-4pm) 438,3550 . ' .. ' " CMWD 438-2722 Ext 15 · Water Inspections 438-3891 , -· ' REV 6/96 SEE BACK FOR SPECIAL NOTES ., (b) 0F.or the purpose of this section the term construction site shall mean the location on which actual ,~onstruction of a bu_ilding is in progress. ._ (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond-the point indicated in each successive inspection without first obtaining the approval of the inspector. /1:_ -~~ u/i,cf/Cfl a\JE/l.~~4D "2A-Jo Pc.,o01t-n~ >fn..~ D· ~:.bn,- > / · R ¼,.1-1,-,119vL-· ~lep,e..,,ytt-eL rz) 41/u,'n,s-'°~,·r (,~I@ /4..,,~ DEPT: BUILDING FINAL BUILDING INSPECTION ENGINEERING CF!RE .. 1 PLANNING U/M PLAN CHECK#: CB950812 PERMIT#: CB950812 PROJECT NAME: 63,991 SF TILT-UP SHELL 2 STORIES ADDRESS: C:nol FARADAY AV CONTACT PERSON/PHONE#: MW/STEVE/431-1735 SEWER DIST: CA WATER DIST: CA WAT 0 ~(C[E~~[E~ . FEB 2 6 1996 ~ DAT~.~;;:;::;~:::;;;;:;;===_J PERMIT TYPE: INDGST ================================-===-===-===-==---==============--====-====== ~~~PECTEC. ~ DATE ~~ INSPECTED: APPROVED ~ DISAPPROVED INS.PECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: . APPROVED DISAPPRC:E'.) COMMENTS: lj{j,(V~ . CoNSTRUCTION TESTING & ENGINEERING, IN.c.- ESCONDIDO•TRACY•CORONA•OXNARD•LANCASTER ENGINEERING, INC. INSPECTION REPORT INSPECTION ( )CONCREIB ARCHITECT: Jm/J¾' ~,ts't:-,/£...5 ( ) MASONRY t"'"'.-/Z ' A __ J e / ( )P.T.CONC. ENGINEER: v ~ /nrG /YH.iln:::,-(Gr PAGE l OF l CTEJOB# /O-d'-1/?9 REPORT# ______ _ MATERIAL IDENTIFICATION CONC. MIX#/PSI ______ ~_ GROUT MIX#/PS._ ______ ...,..., MORTAR TYPE/PSI ______ __ ;/). _r_ _...., _L. -L _,t; _ ( ) FIELD WELD REBAR GRADE CONTRACTOR: C~C. ~ J"~~ -------,---,-',_u_ L:A7 ( )SHOP:WELDING $TR.· ..•. S'fEEL _____ -,-----,-~ INSPECTION DATE: _Q__.,....1..-J,=G, _ _,2_,...•<2_"--____ _ PLAN FILE: ____________ _ ( ) ~.IiEJ)RMNG . H.S,:BOJ;.T_-,----,----,----,-,---,- BLDG PERMIT: ___________ _ i ( )°BATCHPLANT MAS.BLOCK_.-------- OTHER: _____________ _ ( ) EXP .. ANCHOR bL)OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) STRUCTURAL STEEL ( ) BOLTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFLCATION, PROGRESS, WORK REJECTED, REMARKS )REBAR Certification of Compliance: All work, unles;s othetwise·.noted, complies with the approved plans and specifications and the· uniform. building code. · · · · · · · · NAME: (PRINT) ~( Q_, (b'} SIGNATURE: ~ CERTIFICATION NO.: _ _.t:}__,-;? ___ /i.c;tp.....,o""------- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 INSPECTION RE.Jf.ORT -r;;_,1.· /-v· ,' // A, IJ,1. ENGINEERfNG, INC. , /) , (//Me' (.)v 7 , / r; /J1. PROJECT NAME: / oT #. 4/,3 ---------------------- PAGE OF -·--··-------~-- /4_/7/ CTE JOB# __ r __ 'P ____ _ :1..At 5r°c:-C ?&-V J;if· /1,1 /I/ luv (,. of" 1;/J O;: 80A1:.'.i.) 7Z.) . .-( ... 6oF ,){./(5-s 7-<'(./c7u.<.e ,0::,'oN1 lt~ll.5 lfo 7 .1st-f!uEt·Af (j,v[S" // :fo F, 1VA1(;/\rC-. V,4.S /d./.f'Ptc7t=·o r-o.<:: .:{r"'¾Jc.iMC.-;,,vl) ! O(A 1/o~ P~tC'-/1//j/(r,ut[-.. ?J/~rc.t:·/7/V{ o..-../ S--'7, Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. ---NAME: (PRINT) L.J/Jc11I i MA7.?r:;i,,._; CERTIFICATION NO.: .5. c). C ;-;, ;r YY c;,oC: f; CoNsTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO • CORONA • OXNARD • RENO• SEA 'ITLE • LAS VEGAS INSPECTION REPORT PAGE_OF_ PROJECTNAME: l,.O[ 4:2 t<.7:hfAl.:0/ //)C., ADDRESS: 1 ·-:J 1121 EAfsF{; l-F/ C/tf.L2f]t) P ARCHITECT:_!2/!'l( t'H C l 1/{/$, L.r.1_-~-:3 ·=5 ENGINEER: rr r. _.,,,. coNTRAcroR: &.tidO c c.J V:zT /sj ~LT/ on/ INSPECTION DATE: :::i. --/ 2 · St',(--; PLAN FILE: ____________ _ BLDG PERMIT: ___________ _ OTHER: ___ a~7;~5_· _c-'--0_} (_.;£--_·-, _____ _ Material Sampling CTEJOB # IO·-Jt(76 REPORT# ______ _ ( ) CONCRETE ( ) MORT AR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS fl/Le L (Jf;>(/L(& IE/::FCErJ I -p t fL f' i)f.. lk) l-t c., roJ /11l .-:)1·· +I' ' l-··. r· --r C, NAME: (PRINT) ftl-{>.4c:/! ;;, ''!1'/~,r-t-(' ,,,, .. I\ " r: "'!:!. ' :... l 2,1--d./(;c,; a CERTIFIC~TION NO.: _2-"-'--_?~i/-_j.1_,.'y_,'1!....,'7'---------- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 TEL: Nov 03,95 11:12 No.001 P.01 _____________________ ,., ___ , ___________ _.,.. Tot=' OF 1:Xl&T, ~~D!9=AM \_ ;.,." D~L& TO MATCI-I -PANEL ~01.DOWN eA~ __. &IZE AND &PACING TYP, ...__ ..... --_,.,.,, -· ---· ........ --eef: NOTE& __ ... ____ ...,_,_. ___________ ,. ____ , Nc:>Tl:&1 1. Ofl!ILL 1-lOl.ee -C>IA"'!ETe" Cf', ~Ol.E& to 8E 6!..IGl-4lL .,.. LARGEFt T~AN D~Ll:~. I-IOLES 61-!0ULO ee Ml!Cl-lANICAL.L "T" ROUGI-ITl=Nf:D Wl-!EN A POLl~ED Sl.!FilFACE Re:iUL T&. ,. 1-lOLI:!& Sf: T~ Y' FLIJNC> CLEAN AND 6AT~Tl!D :l4 1-10UJI$ ~I~ TO <:,~OUTING. ,. FIL.L WI NON-61-1"1!11< ~t <HIN r'Cd~H P$1) !'OR >1" OF MOL!. 4, &!1' t)OWl.! lN MOLE fiLQ,jL Y' IN ~Slit TO AVOID Al~ Poct(f:T. .· .. , ·----------------------------------···,,,.,...,_.______,_ .. . . r'Jli!IMI 6TIIUCT~RAl-· l~IN···& 2614 <:!rlANl:LL.1.LANE, EecoNDIDO, CA 91~&·. T!L (61~) 146•4E>II -· .. ,, .. FAX ( 019) 14E:> ·Cb141S> . . , ' , :~ • ·.•· •••• ' ) 11 '~ .,· P:IEl..0 DWGI NO : ex-l .. ,.-. .,._, ____ ··---·" .. , .... , .. --. ·-·~-- F'~OJEO't : ~~~r 11,~ ~•n"~""-··• ·----···-·'"'•~•,··-~•-• .... • OATE : lJ-l"''~ 11 II !I 11 :1 ·I i ~ 'I ~ I CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • CORONA• MODESTO • OXNARD ENGrNEERING, INC. INSPECTION REPORT PAGE_L_OF_ CTEJOB# REPORT# _______ _ PROJECT NAME: ,Ca/· p .,.,~. ,:"~0:· (" a t-G.I -~ ADDRESS: ,</J2/ ,,C/t.£1-la;,k ~£4f"d'4·-t'> INSPECTION (.;()CONCRETE ( )MASONRY ( ) P.T. CONC. MATERIAL IDENTIFICATION CONC. MIX#/PSI ;r:c ""'.~ ·:f'a>::t,) GROUT MIX#/PSI, _______ _ . MORTAR TYPE/PSI_.·------- ENGINEER: ~t-t6 5':',c;"'..< ,,._,::-:z:::; CONTRACTOR: ~A/C i::;;:"411~ INSPECTION DATE: .-0-zz -x'S:: ( } FIELD WELD ( ) SHOP WELDING STR.STEEL ________ -- ARRIVED: Z .. a, DEPARTED: ____ _ ( ) PILE DRIVING H.S. BOLT _________ _ PLANFILE: _____________ _ ( ) BATCH PLANT MAS. BLOC!< ____ ---'---- BLDG PERMIT: Ci?-7S:-SLZ ( ) EXP. ANCHOR ELECTRODE ________ _ OTHER: _______________ _ ( )OTHER Material Sampling (3} CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS . .INSP; PERF9RMED, jQB PROBLE.M, MATERIAL IDENTIFICATION, PROGRESS, WORK.REJECTED, REMARKS ' ••> ; ~ 7 __,,.,.,. • 0 ,;, "' .// (Ii <---• ,;#, ..,_11 :::-7 Z .:1 z':ct ,, ,e <a, rt·1 t< k'.e'd? == '24 ,., ,.1 ~%ra:1<.·&t1 ~rl~~~·\ 4~· #r / ,= / ; 9 Z / d . .....,--/ n ,.:;r· _.,., ~e-2-e ;i.3'.MZ +-t!«~.t: Ztr9 'r:4'.u,/'''"'":, ' ' / -~ ) /4 ce: <ec:m·· a< c,_... , .. ·:. /. 44<~?:-? ,< -<A-.,, A ·-,,I,· ,. ,.,,/~~·";U: ""-< -;;? f-3.J j ' ) > ) • ,/ ·' G rC"f,:?: :6(·;· : ... ,rv'. c,-_,,,.( &-. ¢;'c,.-7 ,<,... ~,.." 4:1a,\.:.,.<'.'. ~ 6 } ·-:'1 ~ 0 > ~ 7 < ,«<17 ;:-r.; IV " <anc, nEi-/, :: 8,9, Certification of Compliance: All-work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) C:7,;;p<:"q ,.-,dz~ ,~t SIGNATURE: z9~~ ... -,.,.,, .. :/ CERTIFICATION NO.: &.· 4, ~;fr··)c." ;:(:71' ,./ _./ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAKDALE ROAD MODESTO, CA 95357 (209) 551-2271 FAX (209) 551-3593 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • CORONA• MODESTO• OXNARD INSPECTION REPORT PAGE_OF_ CTEJOB # j(i76 PROJECT NAME: I.QT /./.3 -f<.5.2£b'l<tH c:r/<,. ADDRESS: 2-101 PMAOA,Y c..-,4 &k7 ~ P ARCHITECT: 7M lrti COM, -lt.i.ctl ENGINEER: ft<1m£ su. t:NG, coNTRACToR: /?.61110 courE. INSPECTION DATE: /Q-'?O · 9.s:· ARRIVED: G ;:,-o ' ')(_') DEPARTED: Io , (, ,.,' PLAN FILE: ____________ _ BLDG PERMIT:~o/~'5--~~~/~2,_ _____ _ OTHER: _____________ _ INSPECTION ~CONCRETE ( )MASONRY ( ) P.T. CONC. · ( ) FIELD WELD REPORT#__._L _____ _ MATERIAL 'IDENTIFICATION CONC. MIX#/PSI "30~/~ GROUTMIX#/PSI ______ _ MORTAR TYPE/PSI ______ _ REBAR GRADE. _______ _ ( ) SHOP WELDING STR, STEEL_· ---,-,------- ( ) PILE DRIVING H.S. BOLT ________ _ ( )BATCHPLANT MAS.BLOCK _______ _ ( ) EXP. ANCHOR ( )OTHER ELE<:;TRODE __ _c_ ____ _ Material Sampling (~ CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS f'R-(.'.M1xco CO~C~E--r& T(D/(€,, (1Fr>rro / IN~P. PERFORMED, JOB PROBLEM, MATERIAL.IDENTIFICATION, PROGRESS, WORK.REJECTED, R.EMAR.KS. --..,_ hrmox /Oqf cuu YAtfD5i Of CQN'ClflETC ft-A.C-fi-0 ....... Certificatic;m of Ci;,mpliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) /rL.... C,,,4 CA 2 CERTIFICATION NO.: 2't?W I 567 { ,'7,4 c~~~ SIGNATURE:_~__:=---~--=='-"--=------- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAKDALE ROAD MODF.STO, CA 95357 (209) 551-2271 FAX (209) 551-3593 ESCONDIDO • CORONA• MODESTO • OXNARD ENGINEERJNG, JNC. INSPECTION REPORT •.•. _!, PROJECT NAME: u # if-) Cu Q_L~~~ ADDc:_~ ro,,,_,,.Q,.v :;:;OR, ~ ~- INSPECTIONDATE: /0 -ix 7 -Cf .5 ARRIVED: /7) 100 DEPARTED: / .,: 1 c·) PLAN FILE: ____________ _ BLDGPERMIT: c l3 -9 5 -&c/;l. OTHER: ______________ _ INSPECTION ~CONCRETE ( )MASONRY ( ) P.T. CONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT ( ) EXP. ANCHOR ( )OTHER Material Sampling PAGE_-OF CTE JOB # / Q .... I 1/ 'Jt;::i REPORT# _______ _ MATERIAL IDENTIFICATION CONC. MIX#/PSI 30· -~-3o0(02000 GROUT MJX#/PSI _______ _ MORTAR TYPE/PSI ______ _ REBAR GRADE__,... ______ _ STR-STEEL H.S.BOLT MAS.BLOCK ELECTRODE ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS IN$P. PER.FORMED, JOB PROBLEM, MATERIAL IDENTIFiCATION, PROGRESS, WORK REJECTED, REMARKS Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. I NAME: (PRINT)(": h A ,t '£ "; "-A:-A) G 5~T c) I\) CERTIFICATION NO.: --t'-(_.,,(::.,...,,5_~~={------- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAKDALE ROAD MODESTO, CA 95357 (209) 551-2271 FAX (209) 551-3593 EsGil Corporation Professional Plan Review Engineers ~T ~ D FIRE DATE: August 23, 1995 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-812 D PLAN REVIEWER D FILE SET: III PROJECT ADDRESS: 2101 Faraday Avenue PROJECT NAME: Office/Warehouse -Carlsbad Research Center D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes. • The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: • 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: L/.~o/4 Date contacted: (by: ) Tele u #: • REMARKS: 1.Provide structural calculations for the girder r, pared by Tru-Truss. This item was deferred by Mike Peterson of the Building departme . (See attached letter). 2. Field verify the existing water line from the meter to the building. This must be at least 3" dia. By: Abe Doliente Esgil Corporation D GA O CM O GP O PC 8/22/95 Enclosures: trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 DATE: August 11, 1995 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-812 EsGil Corporation Professional Plan Review Engineers SET: II PROJECT ADDRESS: 2101 Faraday Avenue Cl APPLICANT cg]URISDICTlob, Cl PLAN REVIEWER Cl FILE PROJECT NAME: Office/Warehouse -Carlsbad Research Center 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: Larry Kloha 5355 Mira Sorrento Pl.# 750, San Diego, CA 92121 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corp.oration staff did advise the applicant that the plan check has been completed. Person contacted: f6-..x-e.d Date contacted: 8/14/qs (by:~) D REMARKS: By: Abe Doliente Esgil Corporation D GA DCM D PC F~ Telephone#: 452 -3707 Enclosures: 8/2/95 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 95-812 II August 11, 1995 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2101 Faraday Avenue DATE PLAN· RECEIVED BY ESGIL CORPORATION: 8/2/95 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): PLAN CHECK NO.: 95-812 SET: II DATE RECHECK COMPLETED: August 11, 1995 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items 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. 303 (c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. 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 on the plans. Have changes been made not resulting from this list? DYes DNo ·'l ! Carlsbad 95-812 II August 11, 1995 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 7. Revise the plans to incorporate the soils engineer's recommendation on his letter dated July 25, 1995. TITLE 24 DISABLED ACCESS 11. Provide note and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. Notes are shown on sheet A-2 of the plans. These will have to be verified in the field and also during the tenant improvement phases of the project. ADDITIONAL 13. Complete structural calculations for the roof framing system; purlins and girders. 14. Show the required camber of the purlins between 4 & 4.5 and E & F(C = 7/8") as called out on sheet 3 of the structural calculations. 15. Show RB-15 (W 12 X 14) as called out on sheet 35 of the structural calculations. It seems that this is the beam between grid line 6 & 6.8 and A & A.2. 20. In the design of the pre-cast concrete walls, the allowable service load deflection is exceeded in most of the panels. Refer to sheets 110 through 133 of the structural calculations. Recheck design. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Glen Adamek NOTE; To the Building Inspector, existing water line from the meter to the building must be checked. This is shown as 3" minimum per water line sizing. Field verify. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: July 10, 1995 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-812 ~oV SET: I PROJECT ADDRESS: 2101 Faraday Avenue PROJECT NAME: Office/Warehouse -Carlsbad Research Center D PLAN REVIEWER D FILE D The pJans 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: Larry Kloha 5355 Mira Sorrento Pl.# 750, San Diego, CA 92121 • 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: Date contacted: (by: ) Telephone #: • REMARKS: Application is for shell building only. Please see revised valuation. By: Abe Doliente Esgil Corporation • GA DCM D PC 6/22/95 Enclosures: trnsmtl.dot Carlsbad 95-812 July 10, 1995 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 95-812 OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: 64,000 SF SPRINKLERS?: Yes JURISDICTION: Carlsbad USE: Office/Warehouse ACTUAL AREA: Office-20,334 SF Whse -43,657 SF STORIES: 2 HEIGHT: OCCUPANTLOAD: 290 REMARKS: First Floor -54,124 SF; Second Floor -9,867 SF DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 10, 1995 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/22/95 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conseNation, 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 and ordinances 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 1991 UBC. 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. 303 (c), 1991 Uniform 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. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1991 UBC) comforw.dot Carlsbad 95-812 July 10, 1995 1. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468 or to the jurisdiction's building department. 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 3. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area Justification to exceed allowable area in Table 5-C. See correction items 5 and 6. 4. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 5. As shown, the building(s) is/are over area for the Type of Construction shown. Table 5-C. 6. No single story can exceed the basic area allowed by Table 5-C plus the increases allowed by Section 506. 7. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 8. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." Carlsbad 95-812 July 10, 1995 9. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 306 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH STRENGTH BOLTS PRECAST CONCRETE REQUIRED? X X X X X REMARKS 10. Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2505. • TITLE 24 DISABLED ACCESS 11. Provide note and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. Notes are shown on sheet A-2 of the plans. These will have to be verified in the field and also during the tenant improvement phases of the project. • ADDITIONAL 12. Complete and recheck all the callouts and cross references of the details. 13. Complete structural calculations for the roof framing system; sub-purlins, purlins and girders. 14. Show the required camber of the purlins between 4 & 4.5 (C = 7/8") as called out on sheet 3 of the structural calculations. 15. Show RB-15 (W 12 X 14) as called out on sheet 35 of the structural calculations. 16. Show FB-26 (W 12 X 14) and FB-28 (W 12 X 16) as called out on sheet 35 of the structural calculations. 17. Show the required reinforcements for panel E-5 at piers 01 and 02 as called out on sheets 102 & 103 of the structural calculations. Carlsbad 95-812 July 10, 1995 18. Show the required thickness and reinforcements of panel E-6 as called out on sheet 104 of the structural calculations. 19. Show the required thickness and reinforcements of the panel at line F (S-1 at piers D1 & D2) as called out on sheet 107 of the structural calculations. 20. In the design of the pre-cast concrete walls, the allowable service load deflection is exceeded in most of the panels. Refer to sheets 110 through 133 of the structural calculations. Recheck design. 21. Show grad beam G-3 (3'-9" X 3'-0" with 2-#8 top & 5-#8 bot) as called out on · sheet L-21 of the structural calculations. 22. Show grad beam G-5 (4'-6" X 3'-0" with 2-#8 top & 8-#8 bot) as called on sheet L-27 of the structural calculations. 23. Show concrete panel elevations of wall panels 1-3 and 1-4. 24. Show the required reinforcements of the boundary elements of panel 1-5 as called out on sheet 112 of the structural calculations. 25. Show the required reinforcements of the boundary elements of panel 1-2 as called out on sheet 123 of the structural calculations. 26. 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. 27. 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: D Yes D No 28. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suit~ 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. Carlsbad 95-812 July 10, 1995 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 2101 Faraday Avenue BUILDING PORTION BUILDING AREA (sq. ft.) Shell Bldg( Off/Whse) 63,991 SF Air Conditioning Fire Sprinklers 63,991 SF TOTAL VALUE Building Permit Fee: Plan Check Fee: Comments: PLAN CHECK NO.: 95-812 DATE: July 10, 1995 BUILOING OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N VALUATION MULTIPLIER 24.00 1.70 VALUE ($) 1,535,784 108,785 1,644,569 $ 4,829.50 $ 3,139.18 Sheet 1 of 1 valuefee.dot ... 1) City of Carlsbad M #iei• 11 ei444i,i-i•l§ •61 ii• ,i§lii / /,,,~r" BUILDING PLANCHECK CHECKLIST ,p, DATE: &7 /-y{y L2.. u PLANCHECK NO. CB 9 .j,-llf/o 7 ~ BUILDING ADDRESS: cil. /o I ~ J;-4 ' PROJECT DESCRIPTION: S R// /3r.; '-·.,v '/Jv.Jr,e,119- ASSESSOR's PARCEL NUMBER: c?-lo<.-~70-0/ EST. VAL E /4 .S::357 7?Y, ENGINEERING DEPARTMENT APPROVAL The Item you have submitted for review has been ,_. approved. The approval Is based on plans, informatlon and/or speciflcationS provided In your submittal; therefore any changes to these Items after this date, including field modifications, must be revi8wed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result In suspension c::A permit to build. DENIAL Please see the attached report c::A deficiencies marked with 17( Make necessary correctlona to plans or ~ for compliance with applicable codes and standards. Submit corrected plans and/or specificatiO(IS to this office for review. 'ST ,;gf cb/87JM0 b£'/!I)~? ~j) /Ylt/.. By/M,/ ~ oma:!i4t{ D ~ ~ A Right-of-Way pennit Is required prior to construction ----------- c::A the following improvements: ATTACHMENTS D Dedication Applcld0rl D Dedication a.clcllt 0 Improvement Applcld0rl D Improvement Checkllst D Future Improvement Agreement D Grading Permit Appllcatlcn D Grading Submittal Checklist D Right c::A Wttt Permit Application D Right c::A Wirf Permit Submittal Checklist and Information Sheet D Sewer Fee Information Shelt By: ________ Date: __ _ ENGINEERING DEPT. CONTACT PERSON NAME: ____________ _ Cltyclcartsbad ADDRESS: 2075 Las Palmas Dr., cartsbad, CA 92009 PHONE : (619) 438-1161, Ext. A-4 P:\DOCS\CHKLST\BP0001.FRM REV 05/11 /94 2075 Las Palmas Or. • Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 Y• ~ BUILDING PLANCHECK CHECKLIST SITE Pl.AN 1 st/ 2nd./ 3rd./ IB · D D 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow 8. Existing & Proposed Structures C. Existing Street Improvements D. Property Unes Easements E. Easements F. Right-of-Way Width & Adjacent Streets D 2. & ;e,,1 /),-.Vt:---' /)()16 ,,311;~31/ Show on site plan: A. Drainage Patterns 8. Existing & Proposed Slopes C. Existing Topography D D 3. Include note: MSurface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less).· (Per 1985 USC 2907(d)5]. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the Inlet of an approved drainage device - a minimum of 12 Inches plus two percenr (per 1990 use 2907(d)5.). 4. Include on title sheet A. Site address 8. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant Improvement projects, inciude: TotaJ building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Page 1 d4 REVOS/11/M BUILDING PI.ANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE d../ 3rd./ D D 5. Project does not comply with the following Engineering Conditions of approval for ~ Project No. Conditions were complied with by:______ Date: ______ _ D DEDICATION REQUIREMENTS 6. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ _____ -pursuant to Code Section 18.40.030. Dedication required as follows: _______________ _ Attached please find an application form and submittaJ checklist for the dedication process. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Dedication completed by ___________ _ Date: ---- IMPROVEMENT REQUIREMENTS 7a. AJI needed public Improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ -pursuant to Code Section 18.40.040. Public improvements required as follows: ____________ _ Pleale have a registered Civil Englnffr prepare appropriate Improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck prOC88S through the Enginffring Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. Attached please find an application form and submittaJ checklist for the public improvements requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittaJ. Improvement Plans signed by: _________ _ Date: __ _ P:\DOCI\CHKLl1\ISPCI001.fRII Page2 of 4 REVOIJ/11/M BUILDING PLANCHECK CHECKLIST 1 stv' 2ndv' 3rdv' D D D 7b. Conatruction of the p1Jblic improvements may be deferred pursuant to code Section 18.40. Please submit a recent property title report or current grant deed on the property and· processing fee of $ ________ so we may prepare the necessary Future Improvement Agreement. This agreement must be signe_d, notarized and approved by the City prior to issuance of a Building Permit. Future public improvements required as follows: ___________ _ Improvement Plans signed by: __________ _ Date: ___ _ D O O 7c. Enclosed please find your Future Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department. D 0 0 0 Future Improvement Agreement completed by: ___________ _ Date: ______ _ 7d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. aa. Inadequate Information available on Site Plan to make a determination on grading requirements. Include accurate grading q~antities (cut, fill Import, export). Sb. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be Submitted together with the completed application form attached. NOTE: The Grading Permit must be Issued and rough grading approval obtained prior to issuance of a Building Permit. j)>vG-3 'fe2-3 A . Grading Inspector sign off by: ________ Date: ___ _ 0 0 D ac. No GtadJng Permit required. Page 3 ct 4 REV OCS/11 /14 • j BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS \;.;t./ 2nd./ 3rd./ ;X D D s. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for _______________ _ A separate Right-of-Way permit issued by the Engineering Department is required for the following: · 1 o. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 11. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial waste permit accepted by:. ______ _ Date: ___ _ P:\DOCS\CHKLS1\IPOG01.FAII Page 4 014 REYOIS/11/M .., .... -,,. r' 2~-~---------~~~---··,··~-,-~-~ ENGINEERING DEPARTMENT ENGINEERING REV~EW SECTION FEE CALCULATION WORKSlmlEET D Estimate based on unconfirmed information from applicant. )r' Calculation based on building plancheck plan submittal. Address: ~ / 0 I FM 11-CJA Y Bldg. Permit No. C,6 7 5-# 11/ :L Z/11, I Prepared by: ~ Date: /"MfiS"' Checked by: C, £_,,.. Date: '3, / ~q f q .5 EDU CALCULATIONS: List types and square footages for all uses. Types of Use: WI/st£" Sq. Ft/Units: /.3'191 ~ EDU's: /2, fl} Total EDU's: __ ~/.~',:?_.~f7t~~---- ADT CALCULATIONS: List types and square footages for all uses. Types of Use: W fl5e;r Sq. Ft./Units: ~ 399/ 1(}'1M ADT's: ___ 3_Z._~ ____ _ Total ADT's 3 .2 0 ------- FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED )g( YES O NO (See Building Department for amount) WITHIN CFD: "Vf"vEs (no bridge & thoroughfare fee, D NO A L1tx r reduced Traffic Impact Fee) /~/ 1.PARK-IN-LIEU FEE PARK AREA: ___ _ FEE/UNIT:_____ X NO. UNITS: __ _ fa 2.TRAFFIC IMPACT FEE nil ADT's/UNITS: 3 :2-tJ '¼4 3. BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: ____ _ D( 4. FACILITIES MANAGEMENT FEE SQ.FT.: b 3 99/ . ~ 5. SEWER FEE - X FEE/ADT: t?(_ J,_ X FEE/ADT:. ___ _ ZONE: __ ~-- X FEE/SQ.FT.: &¢ PERMIT No. s £ 9 5bo St'{ EDU's: /t:c< ,.. ft} BENEFIT AREA: __.P __ FEE/EDU: Jllb DRAINAGE BASIN: 5f3 X J EDU's: /q(J(l) )f 6. DRAINAGE FEES ~LOA /J iJ,d_, ACRES: ,t/-,11&,e; ,v'/A 7. SEWER LATERAL ($2,500 DEPOSIT) ~ 8. WATER FEE EDU's: / ;2_ .,fo X FEE/EDU: j?J~ HIGH X: /LOW __ _ X FEE/AC: ~/4 X FEE/EDU: z,1/ O I =$_~~~- =$ · 26 'to =$ =$ //, ~.S-/ ., =$ ~5,, 3o / =$~-~---- ==$ 3o 7;J.,o ) TOTAL OF ABOVE FEES*: $ / ;2_ ~, 0 53 I *NOTE: This calculation sheet Is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. < ~""~ ~. •• • ,_ • ,, • , ,c-~ ,'i, • • ~• P:\DOCS\MISFORMS\BP0002.FRM REV 01/04/95 41 " • ... • .,. • • Q Q Q ~, I I t t t ; N ; -• • • y y ~ 41 • J:: .I: a (,,I (,,I i .! i -a. a. a. Pl.ANNING CiECXLISf Plan Check No. 95-f, l 2 ~dress 'Z/0 I HJfL.AbA}L A(/. Planner VAN LYNCH Phone 438·1161 ext. IJ325 ------------(Name) APN: 7-.C2--070-of Type of Project and Use _('. __ 'JV __ /)...;.U...:.~-1&1}~l-_______ _ Zone C YVI Facilities Management Zone -"'L---- crD~out) # 1-cude (_tf_p_ro_perty __ Ul,_c_o_m_p_lete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) //porJ§"t/.L~ Item Complete f tem rncomplete -Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified Environmental Rmew Required: YES _ NO L TYPE __ _ DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval _____________________ _ Discretionary Action~ YES _ NO :X... TYPE __ _ APPROVAL/R.ESO.NO. __ _ DATE: ------PROJECT NO. ___ _ OTHER RELATED CASES: __________________ _ Compliance with conditions of approval? If not, state.conditions which require action. Conditions of Approval _____________________ _ califomia Coastal C'm,mission Permit Required; YES _ NO ~ DATE OF APPROVAL: ___________________ _ San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with· conditions of approval? If not, state conditions which require action. Conditions of Appro~ _____________________ _ r:t6o ! 'I - u:ic!usio~ Mou,ing Fee ·l'l!qUired:· ~s _ NO L . (Eff~Qve d~t-" of m¢lusionary .Housing Orciinaric.e·_· -May ·21, 1993.J -Sitel>~ ' . ·~O:. I , ! I, C91J:o- rra15 CJ ~oo· @~ i Zoning: l. Provide a fully ditne~io11.ed site! .Pl~· drawn to scale. .Show:. Nor.th ~o_w, property lines~· easements, exiswig· ~d proposed' .structu+es, streets, existing street improvements;, pgtlt-of~way width, dimensioned setbacks and· exi$ting topographic-1 14'ies. - 2._ Provide legal desqiptiqn :of .property, and assessor's parcel number: l. Setbacks: Front: .~OJl,tN& -o.~) .rnt~ :Side: Street Side: ·~ · 2! Lot coverage: 3. · Height: Req~ed . Required R .uired -eq . ,fleq'1ired r r --3o Shown 76' ·,,.,,,,,1 _ , _ (o" ~ Shown. -2#tpw s-.i ... ~J · J'<,;> • · Shown "?~'1,,,u,.J -Shown. _____ _ · Required '7 So~ Shown, _ ~)( j Required_ -_2_ · >-> 1 Shown 'Jl/1 4., Rad<i.ng: -Spac~ :Required GUe$t Sp-.:es: :Required \ 7:,,l{ Shown· w:9 ,..... ____ Shown __ OK /0 !SSUE AND ENrUE0 "1!PII.OVAL INTO COMPtrrERa~ATE q-~;;,_---9;; : ' . City of Carlsbad 95077 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Thursday, August 17, 1995 Reviewed by: (!_ · ~o...i!_~ Contact Name Address City, State Larry Kloha 5355 Mira Sorrento Pl Ste 750 San Diego CA 92121 Bldg. Dept. No. _95_-_8_1 _2 ___ _ Planning No. Job Name Lot 43/Faraday Job Address _2_10_1_F_a_ra_da_y ____________ _ Ste. or Bldg. No. ____ _ jgi Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st ----2nd. __ _ 3rd. __ _ Other Agency ID CFD Job#_--'-95 __ 0;_7_7 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 GENERAL: International Structural Products Cor:p. RECOMMENDATIONS FOR HANDLING AND ERECTING INTERNATIONAL STRUCTURAL PRODUCTS OPEN JOIST AND WEB STEEL JOIST GIRDERS 1. WHEN UNLOADING BY CRANE, ALWAYS HOOK CHAINS OR SLINGS TO TOP OR BOTTOM CHORD, NOT TO THE WEB MEMBER, PREFERABLY AT 1/3 POINTS, DO NOT JERK JOIST WHEN LIFTING. WHEN UNLOADING BY HAND, BREAK BUNDLES AND UNLOAD EACH JOIST SEPARATELY. 2. CHECK QUANTITIES, MARK NUMBER, AND CONDITIONS OF JOIST AND ACCESSORIES ON ARRIVAL. NOTE ON THE DELIVERY TICKETS ANY SHORTA~ES, DISCREPANCIES OR DAMAGE. 3. STORE JOIST ON WOODEN SKIDS TO KEEP THEM OFF THE GROUND. COVER JOIST TO PROTECT THE PRIME COAT IF THEY ARE NOT ERECTED IMMEDIATELY. 4. ISP JOISTS ARE FABRICATED TO MEET THE ERECTION REQUIREMENTS OF THE OCCUPATIONAL SAFETY AND HEAL TH THIS ACT. FIELD COMPLIANCE WITH THIS ACT IS NECESSARY. 5. ERECT ALL JOIST AND JOIST GIRDERS WITH TAG END TO THE LEFT OR BOTTOM OF THIS DRAWING UNLESS TAG ENDS ARE NOTED ON THE FRAMING PLAN. . . 6. TOR V DENOTED TAG END OF JOIST GIRDER. 7. DO NOT COMPLETELY WELD JOIST TO BEARING SUPPORTS UNTIL PROPERLY ALIGNED, TACK WELD EACH END,-· ~ OF JOIST ON THE SAME SIDE AND DO _ANY ALIGNMENT DURING THE INSTALLATION OF BRIDGING, AFTER ·._ . INSTALLATION OF BRIDGING, COMPLETE THE ATTACHMENT TO THE JOIST BEARING SUPPORT, DO NOT ATTEMPT . TO ALIGN OR STRAIGHTEN JOISTS IN GROUPS AFTER INSTALLATION OF BRIDGING AND PERMANENT ATTACHMENT·~ . . .._ \\ TO BEARING SUPPORTS HAS BEEN MADE. e ~ 8. DO NOT WELD BOTTOM CHORD EXTENSIONS TO STABILIZER PLATES OR CLIP ANGLES UNLESS SPECIFICALLY NOTED ON ERECTION OR STRUCTURAL DRAWINGS AND THEN ONLY AFTER ALL DEAD LOAD HAS BEEN APPLIED. . . 9. ISP MUST BE NOTIFIED AT ONCE IF JOISTS AND ACCESSORIES CANNOT BE ERECTED ACCORDING TO THE FINAL ERECTION PLANS. ISP WILL NOT BE RESPONSIBLE FOR ANY FIELD REPAIRS OR CHANGES MADE WITHOUT PRIOR CONSENT. DO NOT CUT AWAY CHORDS OR WEBS. 10. JOIST CHORDS ARE NOT DESIGNED FOR CONCENTRATED LOADS. EITHER PLACE LOADS AT-PANEL POINTS OR FIELD WELD AN EXTRA_ MEMBER FROM POINT LOAD TO NEAREST PANEL POINT ON OPPOSITE CHORD AT NO. EXPENSE TO ISP (SEE DETAIL "B") CONSULT STRUCTURAL ENGINEER FOR SIZING OF THESE MEMBERS. 11. DO NOT APPLY ANY LOADS TO JOISTS UNTIL ALL BRIDGING IS COMPLETELY INSTALLED AND THE JOISTS ARE PERMANENTLY FASTENED INTO PLACE. CONTRACTOR SHALL PROVIDE MEANS FOR ADEQUATE DISTRIBUTION OF CONCENTRATED LOADS SO THAT THE CARRYING CAPACITY OF ANY JOIST IS NOT EXCEEDED. 12. ALL HORIZONTAL BRIDGING SHALL HAVE A STANDARD 3• LAP. 13. ALL BRIDGING TO BE EQUALLY SPACED UNLESS NOTED OTHERWISE. SHORTSPANS 14. H SERIES JOISTS WHERE FIVE ROWS OF BRIDGING ARE REQUIRED IN SPANS OVER 40 FEET, EACH JOIST SHALL BE ADEQUATELY-BRACED LATERALLY BEFORE THE NEXT JOIST IS ERECTED AND BEFORE ANY LOADS ARE APPLIED; HOISTING CABLES SHALL NOT BE RELEASED UNTIL SUPPORT HAS BEEN PROVIDED BY THE CENTER ROW OF DIAGONAL BRIDGING AND THE BRIDGING LINE HAS BEEN ANCHORED TO PREVENT LATERAL MOV~MENT AND WHERE JOISTS ARE BOTTOM BEARING. THEIR ENDS MUST BE RESTRAINED LATERALLY. K SERIES AND CS •. SERIES JOIST -WHERE FOUR OR FIVE ROWS OF BRIDGING ARE REQUIRED. EACH JOIST SHALL BE ADEQUATELY 6112 North Mesa Suite 215•El Paso, Texas 79912 • Phone (915) 532-4414•Fax 532-4728 ···. u International structural Products Co,:p. BRACED LATERALLY BEFORE THE NEXT JOIST IS ERECTED AND BEFORE ANY LOADS ARE APPLIED HOISTING CABLES SHALL NOT BE RELEASED UNTIL SUPPORT HAS BEEN ANCHORED TO PREVENT BRIDGING NEAREST THE MID-SPAN OF THE JOIST AND THE BRIDGING LINE HAS BEEN ANCHORED TO PREVENT LATERAL MOVEMENT WHERE JOIST ARE BOTTOM BEARING, THEIR ENDS MUST BE RESTRAINED LATERALLY. 15. ENDS OF JOISTS RESTING ON STEEL SUPPORTS SHALL BE CONNECTED WITH A MINIMUM OF THE EQUIVALENT OF TWO 1/8-INCH FILLET WELDS 1 INCH LONG OR 1/2-INCH BOLT THE STRUCTURAL DRAWINGS ON THE PROJECT SHOULD BE REVIEWED TO DETERMINE WHETHER ANY ADDITIONAL WELD IS REQUIRED DUE TO SPECIAL CONDITIONS (UNLESS NOTED OTHERWISE). 16. BRIDGING SHALL BE CONNECTED TO THE JOIST WITH A MINIMUM OF 1/8 INCH FILLET WELD 1/2 INCH LONG OR EQUIVALENT, EXCEPT WHERE BRIDGlt:JG IS BOLTED. LONGS PANS 17. HOISTING CABLES SHALL NOT BE RELEASED UNTIL ONE LINE OF BOLTED DIAGONAL BRIDGING NEAREST MIDSPAN FOR SPANS OF 40 FT. TO 60 FT. TWO LINES OF BOLTED DIAGONAL BRIDGING NEAREST THE THIRD POINTS OF THE SPAN FOR SPAN OF OVER 60 FT. TO 100 FT., AND ALL BOLTED DIAGONAL BRIDGING LINES FOR - SPANS OVER 100 FT. ARE INSTALLED. AND WHERE JOISTS ARE BOTTOM BEARING, THEIR ENDS HAVE BEEN RESTRAINED LATERALLY. · 18. ENDS OF JOIST RESTRING ON STEEL SUPPORTS SHALL BE CONNECTED WITH A MINIMUM OF THE EQUIVALENT OF TWO 1/4 INCH FILLET WELDS 2 INCHES LONG, OR WITH TWO 3/4 -INCH SOL TS. THE STRUCTURAL DRAWINGS· - ON THE PROJECT SHOULD BE REVIEWE:0_ TO_ DETERMINE WHETHER ADDITIONAL WELD-IS REQUIRED DUE TO . SPECIAL CONDITIONS. 19. BRIDGING SHALL BE CONNECTED TO THE JOIST WITH A MINIMUM OF 1/8 INCH FILLET WEL'o 1 INCH LONG-OR EQUIVALENT, EXCEPT WHERE BRIDGING IS BOLTED. JOIST GIRDERS 20. NO LOADS SHALL BE PLACED ON THE JOIST GIRDER UNTIL THE JOIST BEARING ON THE JOIST GIRDER ARE IN PLACE, BRIDGED AND PERMANENTLY FASTENED TO THE JOIST GIRDER. 21. THE STRUTTED ENDS OF THE BOTTOM CHORDS OF JOIST GIRDERS MUST BE RESTRAINED FROM LATERAL MOVEMENT TO BRACE THE GIRDER FROM OVERTURING DURING ERECTION THIS IS USUALLY ACCOMPLISHED. WITH A VERTICAL STABILIZER PLATE (MINIMUM SIZE 6 X 6 X 3/4) PLATE BETWEEN THE CHORD ANGLES. · 22. AFTER COLUMNS ARE PLUMB WITH ERECTION BOLTS. FIELD WELD.JOIST GIRDERS TO CAP PLATE WITH MINIMl:JM OF· TWO 1/4" x 2" WELDS. THE STRUCTURAL DRAWINGS ON.THE PROJECT SHOULD· BE REVIEWED TO DETERMINE WHETHER ADDITIONAL WELD IS REQUIRED DUE TO SPECIAL CONDITIONS. 23. DO NOT WELD BOTTOM CHORD BRACES FOR JOIST GIRDER TO BOTTOM CHORD OF JOIST GIRDERS UNTIL ALL ROOF LOADS ARE APPLIED. BOTTOM CHORD BRACES SHALL BE CONNECTED WITH A MINIMUM OF 1/8 INCH FILLET WELD 1 INCH LONG OR EQUIVALENT. IMPORTANT NOTES: A. ONLY ITEMS SHOWN ON BILLS OF MATERIAL TO BE FURNISHED BY ISP. B. ALL SHORT SPAN, LONG SPAN AND JOIST GIRDERS ARE CAMBERED IN ACCORDANCE WITH S.J.I. STANDARDS UNLESS OTHERWISE NOTED. C. BOLTS FOR SHORT SPAN AND LONG SPAN TO ISP JOIST GIRDER CONNECTIONS ARE FURNISHED BY ISP. D. BOLTS FOR SHORT SPAN, LONG SPAN & JOIST GIRDERS TO BEAM OR COLUMN CONNECTIONS ARE NOT BY ISP. E. CEILING EXTENSIONS ARE NOT FURNISHED FOR DROP-IN CEILINGS ATTACH HANGERS TO TOP CHORD OF JOIST WHERE NECESSARY. F. BOLTED BROG DETAILS SHOW 3/8 o BOLTS VERIFY ON BROG BILL OF MATERIAL IF LARGER BOLTS ARE REQUIRED. 6112 North Mesa Suite 215•El Paso, Texas 79912 • Phone (915) 532-4414•Fax 532-4728 ·· GIRDERS BILL OF MATERIAL SHEET I OF 1 DATE: ~ /11 /~5IBY 'RoY\BY Al£ IJOB #: D-4L\-9S-5tq IP.O # IQTY: 5 PAINT eJIZ-Al OXIDE __ _ 5 772 North Mesa El PASO, TX. 79912 JOB NAME: L.oT -4 3 Phone (800)452-4772 (915!833-1714 fax (800 452-4492 915 833-4230 SH IP TO: C.,tJ Rl.fi;.~ Q , CA- FOR: H.J2\. TIMe>i:."R How bNPS Cu::A·R Fa~ i<tviF'E:. 12 I:_ 3' P, PE: TL .Ll LL A Su::'11.:ves ·t 1./' o. c.. A LL-a, Roe.R5 :::-LI i b O I :5E.E A TTJC/l/7/e:AJT ::r-L / 240 /~ ~0 _ 1z .·. ! f U) TH 2J A~D -->•-•.JI b ,_:::.c>4T--5 LIST# ~ / OF_,_/_. _ TECH: OFFICE USE ONLY 1 :/IR£ -Jr ~ -4" GA (M') I:=====-=:;;::«~~ ,L HLE/HRE k r 'l STD "' NO EXTN ¾ HLE TYPE R 1 = ONE ANG EXTD l:~-(SJl:R1-R12) 2 "' BOTH ANG EXTD [ w = -GIR-1J/16X1 1/t' SLOT TYP~ . CL, •. \ ~ QlY DESCRIPTION MARK BAS.E .. SEATS TCXL TCXR BCXL BCXR OAL TOP CHORD HOLES SEAT HOLES LENGTH BDL BDR LGTH 1Y LGTH 1Y LGTH 1Y LGTH 1Y TLE I TRE GA HLE HRE GA I i\8G, 7 N 8.7/c. qi 50'-3 ~ b '7 1/z i ~II,, ~ 2-55'-3 lz I :,'' -4'2" 511 I 486-, 0N S-1/C C-,2. 41 1-// 11 4'-2-"co 41'-f/" I 4 'l-'' 41l'1 I -I , 42 Gt <::,N 1.f?!::. 0 3 do 4'-:.i. ~6 de> I 412'' -41.t'' .- . I 48Gt (;,f-{5. ,oit-Gi --1 48-/ 34-'1'2. ~ 3" 8" 48-34 I 112'1 co . I 40GJ ~Nb<W~ 65 43··4 3 4-0? Cd I 112 bfl 1'2 yfl '/-! I r bl o '' l: al 4 ;;,-73+ I I I I . '\ N o ~T £..,,, ~ ?,fe: sELE vE? w£Lo1ro ,Yf e ,,.,,, o. c. 1J1. AL.L c, 1P-O£{l...":> e T-G-..,..-.~ - PANEL LAYOUT ADDITIONAL CONCENTRATED LOADS Q) NET Q AXIAL LOAD FIXED MOMENT ([ LATERAL MOMENT (D MIN LL j. MARK A I # N R LOAD DIST. I LOAD I DIST. UPLIFT TC@ BC@ LE RE LE RE "r (2) DEFL REMARKS ··-- ~I 1~4 15 ~I t/ -0 l '-ll'z I I 37-5~ -1 4,75 J:-OL .•. "Cdvc T<!> 5e1s1-1ic._-rY.P, P.vl"'lw 01-oNL'f' l c,i 11-11 12 I 4 6'-d' 1'-IJ'z I I I oo 6~ 11 '-l/1l (4 e>'-o" 7'-ll1l I I -4,IZK Ol. 614 7 Jf:i. 14 Ls:3-o'A ~-13+ ill:'.-1'-//12 111 I oo 4.15t 0 ' nF:..<::.10 ,c, Fote l3Gt--Jo,AJc, --TG vA.11 r LOAD.. 4-{)o PLr-. /": ~5 -01' ., ,, I I ll-5 i 3.9/ fj -',_. --1" (,.., . (. ')~ ";\ .. 2.4. ~ . . ,_. . { -"i 0£'5l6AJ roR 8Cr-lP/Nb--7L UNI F LOAD..:::-::17/ Pt..F / (i) = FT -Kl PS (i) = INCHES 4 @ = LOAD IN KIPS ----...__,~ \ =· 5772 North Meso • El PASO, TX. 79912 Phone (800)452-4772 (915~833-1714 Fox (800 452-4492 915 833-4230 GIRDERS BILL OF MATERIAL SHEET 20F_j IJOB #: 1)--41-45-519 jP.O # IQTY: 7 JOB NAME: LOT 4? --- SHIP TO: ~RL$~O.CA OFFICE USE ONLY FOR: l"I g. -r I I""\ B_~ f?_. lYPE "rf' t "A" t ' 0 N t "B" =BASE LGTH l'r'PE "\/' or • B" • A" ,.l O N J • B" l =BASE LGTH DATE: 9/11 /9~BYRO'{ IBY;V.R PAINT G,RAl: OXIDE __ _ UST# GI oF_L TECH: ,, .., ,. -~1 l H~E i 1~fli-n~) , 1 STD = NO EXTN 1 HLE TYPE R 1 = ONE ANG EXTO f ~ ~ Bl ll£ 1 L ~ BC BCXR l H~-==-(SJl:R1-R12) 2 = BOTH ANG EXTD --------OVERALL LENGTH (O~~) --------I I [ c:::, GIR-13/16X1 1/'l' SLOT j • -·-.. -•-u, -------·--·-•· ---· ---·--·-,~.- 1 TYPI=" U_..,- '· ,. '·· Ql"Y DESCRIPTION MARK BASE SEATS TCXL TCXR BCXL BCXR OAL TOP CHORD HOLES SEAT HOLES LENGTH BDL BDR LGTH 1Y LGTH 1Y LGTH 1Y LGTH 1Y TLE TRE GA HLE HRE GA I 4Ac11NIO,l.¥ C:J~ 5S'-3 'z (:i" ~" 11z.. Z 4-2. SSL?:,~ 3 11 -t2·· S'' : 2 4 8&,hN 10~2."-C, 7 -4 l 1-II'' . ·4 '2. 2-4 ~12.. 4T-I/ 11 Lj ·~ --~Ei11 5 '' I 48&&NiJ,ZKG"7A /.17-1/ 4 '2-4 -2 47-:l 4'z. 4 -5 I 40GJ6t--L6.CJ}(. C,8 43-JO~ 5~'' 5t _e;;,¾. 7-5 3&. Z 44-414-· 4" U)•, 5'' ' I 4AGi7f-./7,0/C. Gi 9 5S I_~ 1z. l'L l. -4 Z 6'5'-?Jlz-7 11 4~1 5" I c'.J8Gibl-lto,21' G1IO 41'-I/'' co co ~ l 1 2-41'-/J'' 4 12.'' -4 1t 11 5'' "" ' ~MA_R_K-,--~PA~N~E~L~~~Y~o~uT=---~~~Dl~TIO~N~AL~C~ON~C~EITT~M~T~ED~ill~AD~S~@~3~NCT~Q~Ax~,A~L~L~O~A~D~Fl~X~ED--MO~M~E~ITT~~~~~TE~RA~L~M~O~M~EN~T~ffi~MI-N~-LL_T _____ lJ A I # N I R LOAD DIST. I LOAD I DIST. UPLIFT TC @ BC @ LE I RE LE I RE "r l?> ni=T1 REMARKS G ~ 11-4 I t::5 8'-o h'~ (IZ I I 43-~K. I · I 5.58~ OL ··· ..... Jee --ro sr:1su1c. I -T-------,-~-----------------~ G, 1 7L11 12. IL/ 5'-o l7L//'l, I I I I clo G7A 7-;1·2 4 8 0 ·1-112 5.58KDL G 8 7,, tll4-I LJ e.i.o~ IJ~to'zl I I co I I 5.2.?> \G-OL G,C/ 1L-A-l5 6'-0 11 11'-ll'z., I I 43.8t I I 4.\1tOL G, JO 11~11 'z 14 e/-o 11'-ll'zl I I 81-3r.. --6-:\ I I 5-58 t'-Ot. (D = FT -KIPS (i} = INCHES 4 @ = LOAD IN KIPS GIRDERS BILL OF MATERIAL I sH;~F -1 DATE: 5772 North Mesa El PASO, TX. 79912 IJOB #: D--4"\-9G-5t, IP,O # IQTY: (o JOB NAME: LOT -1S PAINT c, AAY OXIDE __ _ UST# (,/ OF _l I TECH: Phone (800)452-4772 (915i833-1714 Fax (800 452-4492 915 833-4230 SHIP TO: CA-RL.Sl3AD1 CA ···-- FOR: ~R-,IJ-tBE"fl OFFICE USE ONLY TYPE "rJ' t "A" l ' 0 N t "B" =BASE LGTH TYPE "I/' or "B" • A" ,,l 1 O N J "B" I =BASE LGTH I, "' ,. ~1 _,___ ____ _...J. I = J BC --------OVERALL LENGTH (O~~) -------- BCXR { : ~-4"GA(1YP) (IRE 1 t I ~ --- 1 -'7=;; 1 TYP STD = NO EXTN =i HLE E R 1 = ONE ANG EXTD l:R~ ~-(SJl:R1-R12) 2 = BOTH ANG EXTD [ ™ c:::;Jw m = GIR-13/16X1 1/2" SLOT 9/16 f/ . ---.... ,,,_ ------·--·-~· ---------·--·---" TYPE '·-. \ ~0 QTY DESCRIPTION MARK BASE SEATS TCXL TCXR BCXL BCXR OAL TOP CHORD HOLES SEAT HOLES LENGTH BDL BDR LGTH TY LGTH TY LGTH TY LGTH TY TLE TRE GA HLE HRE GA ' 48C7'7N 10.2.~ Gr'' -41 1-JI" b'' f / -4 l 1 z ~l'-JJ'' --4 1L 41z, 5 I 48a,Sf4/0,1K-C,12. __ 3'.;;· -/ ·4--1'-0'' s"f 4 1-7~ 37-J11--412'' - I 406ibN u.o~ GJI':' ,t:;3-fl~ I l'l 1s1 4-1' :,f 8' 11-1~ 54.-4 34-fi'Jz,• . I 4AG'-t-i 10 .. 20~ C714 41 1-1'1" ,,2 ,, 4 41'-7'4'' ?J ~'2- I 'I~ rlo G7t5 L\l'-11 11 co c<l 4 Ir h 4 le~ -41'-111' ~·~ 4'1\' co :- MARK PANEL LAYOUT ADDITIONAL CONCENTRATED LOADS Q) NET Q AXIAL LOAD FIXED MOMENT (1 LATERAL MOMENT (D MIN LL REMARK :-., A I # N I R LOAD DIST. I LOAD I DIST. UPLIFT TC@ BC@ LE RE LE RE "r I?) DEFL Gi JI lll/12. I 4 ~ '-0 '' 11 '-atL I I 118.11 r} I 5-58 ~OL .•. L-dai, ,o '5E,SM/C. \ Gill l'-f/1i I 5 s· ,, I .. .,...,: -o 1-l-·.::.4 I I J47~l dO' l-dc.t.., -ro 51Zl51-t/C. . G11?;, 8-1~+1-4 8'-0 1' IL3-4~ 1;.,c.i<-148-2!41 I ~,.stb g.11t OL ldc.J!. ,o 5 fl5J1IC.. Git4 1'-1:i1 I 4 8'-o'' b'-ll1z I I 22-~~ 5.58~0L \ Ldv~ -ro :5'f:/S,t..f/C, \ G115 1'~1/I;, 1-4 B'-d' 17 ~f/1& I I do do G) = FT-KIPS {Z) = INCHES 4 @ = LOAD IN KIPS ----- GIRDERS BILL OF MATERIAL SHEET A OF, 5772 North Meso I JOB #: D--4L\~9S-5J9 IP,O # IQTY: 5 JOB NAME: LoT 43 --- EL PASO, TX. 79912 Phone (800)452-4772 (915~833-1714 Fox (800 452-4492 915 833-4230 SHIP TO: CA/?.LoBA_.tJ'-,-~A FOR: H(2.. TIJ..le>t::(2.. OFFICE USE ONLY TYPE "rf' 1. "A" f ~ O N f "8" . "'BASE LGTH TYPE "lror "B"l "A" J ON J "B" I ~=BASE LGTH _.___ ___ ____J I' "' ,. 1 ! ~ l .:1 ~, BC ,___ _______ OVERALL LENGTH (OAL) ---------i BCXR 1 :/JR£ t ~ -4" GA (TYP) -« --) ~ HLE/HRE L , 1 STD = NO EXTN ¾ HLE TYPE R 1 = ONE ANG EXTD l~~~-(SJl:R1-R12) 2 = BOTH ANG EXTD r c:::, = GIR-13/16X1 1/t' SLOT I I . -----~ .. ----·----·--·-·· ---·-----·-....... -. TECH: $TC&~~ Il-E E 1 L . I ' TYPE <\:. \ ~ ~ 0 QTY DESCRIPTION MARK BASE SEATS TCXL TCXR BCXL BCXR OAL TOP CHORD HOLES SEAT HOLES LENGTH BDL BDR LGTH TY LGTH TY LGTH TY LGTH TY TLE TRE GA HLE HRE GA I 40Gi bN 1 \.D ~ Gill? 43-LO~ {r/ v:/ ,::;'2-Sf 5-¾ l <o!J: z 44-4!4-4-10. s I 486 C,l'I 6.:; tL <::, 11 LJT-11"-I '/z 4 47'-714-3'' -1'2'' /. 4~G::.#-J8.,~ 618 41 1-11'1 ~ ~ 41'-// ~~ -1~~11 . , I 40C1GNB.1~ G lq 4.2-7. ~ (0 Co ,;:~ cd-t 1-1 C. · 42.-.J_ 41_1 c? - I A/1/:,~NB, 3 K. Ii,-; 21') 4-7-/ / 12 I~ ~ '3'1 ? 1 .. ~ 2 4-,-1 /~J 4'-z 4 s I 486uNI0,2.K l",2/ 4-7-// UJ (p 4 2 4-_2 4 7-. // _ 4!z_ 4-5 .. PANEL LAYOUT ADDITIONAL CONCENTRATED LOADS Q) NETQ AXIAL LOAD FIXED MOMENT ('[ LATERAL MOMENT (D MIN LL ... MARK A I # N I R LOAD DIST. I LOAD I DIST. UPLIFT TC Q) BC Q) LE RE LE I RE "r I?> DEFL REMARKS ,,, 6ilk· 7-11~ 14 A-0 ~l.3-10 'z. I I 32//t, I ',~3k OL_ ... ;.... cl~;e, --ro s-r:,s1-11c . 611 l'-711414 A'-o·· 17'-//~ I I 35:fid · I .. t~3.t OL -1~ ~ --' G,18 l7t //~ , ~ 8'-o" 17'-//lz I I co I do 6,11 7-//7 14 a~o~l2-1 I I Ct? I '5. of ~Ol DE:St&N Fat< BG/VD/Ne; -,c. 1.//VIF LOAD-384-PL,r r-,?() 7--Jlz.. I 4 iP1-0hl,-nz I I .?15. UJ I 4.S3K 1"721 7-11 'z_ 4 .8-0 7-ll'z 32,q ,.-::::: Ir:> ,::;,.:; 7 K G) = FT-KIPS (i) = INCHES 4 Q) = LOAD IN KIPS L BRIDGING JOB# JOB NAME LOCflTION LOT 4;, GARL5BAO PAINT •• 4W'I ·-· .. DWG.BY Cf,J.8Y SHEET 'KOY D / OF / ~ ., ~----r-_ _.._ ____________ -r----"'--------"'---.----.J.- TYPE D E T .A I L s X-½ELDES (SSJ OR LSJ) hi . :l i5 . /JE:B--~ ,, Cl. 1/2 SLOT' S\;QT AT 16 ONLY DETAIL 1·, 1 A 011.1 ..... 7r X --,r----'L X-BOLTED (L~J ONLY) ::x 11/16" HOLES ck SLOT o DETAIL 26 9 / I 6" HOLES & SLOT O OETAJL 2A 7 / 16" HOLES & SLOT O OCTAJL 2 DETAIL 2.2A.28 . b . l, ' :l a JOIST SIZE OR BEAM DEPTH CIIJ • o· • Qtf'F. IN ELEVATION ...IL--- JOB# ----------- X-SOL--1 (SSJ ONLY) GJ' '/ . :.~-, , '~ El .Ll.lli!l..= 00-00 CLIP Jlili,!L:: S-CLIP QrT(\ll- COPEO _,.__ . •,.,r. -"":'~-~~":' ........ . . .. BSHEET. .., ,· l :, A _International :Siructuicil Products· Corp. · Refe.rence: Lot 43 Open Web Steel Joist calculations,. iSP # D-44--95-519 To whom, it may cpricem: ,' Piease .find attached the oalculat.ions 01,1. the above i'.eferenced job. . ' Nov.· 22, 19·95 This is to certify that International Structural Prodticts. Corp: designs andJabricate~ a'ccor~ng to the.l~test adoptiori of the Steel:Joist Institµte's Specifi<;ations.:' ' . ' . lf ~01,1 have any que.stions co~cenring the itttai;h~d, plea~~ call our .office. · Respectfully, , ' ' Salvador Nuiiez, P .E. ··•:. 1 ·: ) ' •; . -~ ,~--'.J? -. ·, c::::!) ' • ; ' '. • \) ••• , • , C • 6112 North Mesa Suite 21.S•El ·Pa~o;, Texas ,.7991i., Phone (915) 532-4414•.Fax ·532-4728 ' ' ' ' ' I ' . i ' i . . ·. I. I . ~ ,.. ;;, ,t;'' . ' •• ~. ,·>,• -~i ·,;)?> ,ii~l'.! LEFT END 2 1/-r' SSJ STD. STANDARD SHORTSPAN JOIST -CRIMP STANDARD LONGSPAN JOISTS. <[_ PANEL LENGTH (P) , 0 , \:all ,\{ ,. ~ ~L \+l·----·-.. ---@ •. \21 ---· --·----- , I I ~ ~ lv2 V? -' "-., V2 / V2 / "-/ © W~ ® W6R W5 / W4R W5L W6~~ L:_w7-~----------~l-LL~=========~===:=====~::c ~~~========~~~=,;==r===:._::.: ,::__BOTTOM CHORD (BC) INTERIOR PANEL FILLERS -· ·-· · • ·-~ ~~ vY.9.BtJ.N._G_~f:!'l_g_lJl_ · I I. BC LEFT LEFT --------·-- BASE LENGTH /I" WEB MEMBER NUMBER (H) PANEL POINT NUMBER ,lST HALF; RIGHT OVERALL LENGTH·------------------------1--i . ;~ L • -V1 MEMBER MAY BE TILTED PER DESIGN C LSJ, V1 NORMALLY TILTED @ SSJ-CRIMP « ALL MATERIAL ASTM A529 ~I ~9E~~~~¥ ~ 2 ~~ 2L 9u • kL r ~ ~ ·~ y,LS ~ FILLER 0 2.£. MEMBERS V WELD THICKNESS: IF WEB THICKNESS IS < 1 / 4", WELD SIZE EQUALS WEB THICKNESS. IF WEB THICKNESS IS > 1/4", WELD SIZE EQUALS WEB llilCKNESS -1/16 U.N.O. 0 PL ~bt,iit~ 1· 1)1' r--f , ,;,[~ :1'm ooes< °'"'"" ~ STD. CRIMP?'.) TYP ~An~es .I! 4x4x7 /16~(PJIQjAl PL 1'xf er 1' RD PEG Bose Plate ...Jl::c < 1-~ n. UW <o IC<=21{h21/'hl/! ~ ~ i!: Un_ il-15~ -l4 OR LESS NUMBER THAN SHOWN l , TC~ ~L B.L l ,. H ~ • '.:}j :,~ //{i )] tJfi ..... ·, · .... : .... .. TCXL I V1 DIST END PANEL (TlL TED) I ~ -· I PANQ._ LENGJH (P) ·ST:\NDARD GIRDERS N t ' I No. @ LENGTH B INTERIOR PANEL 1/8 ( 3/8 /1.11N.<TYPtl Au. V1 DIST I TCXR J. FILLERS '\ LLERS I I I · / TOP CrtORD (TC) I '"' ·= @i / ,.:J @ ® @ 0 6J d _ --L 7 \ i r _J-+BDR-1: .· I / / ·11• --~ l 6" . t=I QJ I@ ~ (4) I® BDL C:::--- 0 STD. LEFT END ; V2 // t V2 /.,,..r V2 \ /' STD.' STD. ; . /W7L I W6R W5 W4R W3 /W2R j , -I _· / I Tsrt. A\t·1 /4 ' IV2 ./ ~ . W7'... \_ W3L /W5L W6 __,__ ___________ ___,,,_,_ __ ~---·--·-----· ---------:J I, <:T <-a I BCXR ~Lfj END PANEL RIGHT --.---BC RIGHT I I BCXL c: ---, j 1ST HALF! 2"11 ---·. LEFT ( # ) PANEL PONT NUMBER .:..._ BOTTOM CHORD (BC) WORKING LENGTH ' N WEB MEMBER NUMBER ' BASE LENGT!-l l OVERALL LENGTH * -V1 MEMBER MAY BE TILTED PER DESIGN << ALL MATERlAL ASTM A529 ~ ~ ~~ ~~ ,,.~ 2L'U . 1L" ~ •. ~ /_.',' ·:/2.LS 1L ~Lfl21 ~ FILLER @ 2L MEMBERS WELD THICKllESS: IF WEB THICKNESS IS < 1/4", H fl PL or PEG ~ .Ji oo mm TYP 7F Mcjes 2. 4x4x7 /16j_JL ~CPTOUJ. L f'x 4' rr \' RO P£G Base Plate Base Plate TC> 3x3x5/16 TC<= 3x3x5/16 STO. Co. • 4• ~· .. ;_ou: __ c""_oi_:;r ~ , '11· s.or (UHo)i+r-,l STD. Co. -5" TC WELD lf WELD SIZE EQUALS WEB W 1HICKNESS. ..J > HQI E DETAIL IF WEB 1HICl<NESS IS ::, 1/4", < F FIF 1 WELD SIZE. EQUALS WEB j:: a.. 1i] ~ l : 12 r--' 7,) L • ~ ' I 11 • I '-. 'st }-'" . l'"'""'ss -, ;,a u.N o· ~ ~ ll iii, o f TCX ~ 8.L. ~t I -+ k X/Y '1 ~ _j ·\ . _··. :+2+.. • --. * JOIST GIRDERS MAY HAVE MORE OR . · , . . · · _· .. _ , .. . . . , . i;~~,;1;,,·11&~¾ll:l;~i!~~J\~{~~iit/JP,,\'fJ,r, ~i:#-~~1~X~~JiW~~i.~,11tJ'.~.tf~ii~ittii".~1;li%~ti~/:lli'AS1fe{iiiltitii~f; ~;; ST~ESS ANALYSIS: 4867N8.7K 61 I.S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-51J LOT 43 CARLSBAD CA JFL , . BASE LENGTH 55-3 1/2 WORKING LENGTH 54-11 1/2 DEPTH 48 BC PANLS LE= 4-0 TC PANELS LE= 4-0 FIRST HALF LE= 3-4 FiRST DIAS LE= 7-4 DEPTHS LE= 48.000 MULTIPLE LOADING: 6 BC PANELS AT 8-(I SPECIAL 1ST COMP CENTERLINE= 48.000 EFF DEPTH 46.32 RE= 4-0 RE= 4-0 RE= 3-11 1/2 RE= 7-11 1/2 RE= 48.000 JOIST GIRDER DESIGN: 8700 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC·LOAD= 0 REACTIONS Rl= +30,746.82 R2= +30,153.18 MIN SHR= 7,686.70 TL= -------------STRESS ANALYSIS------------- 60,900.00 NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -26,214 0 26,396 37,202 1.409 65.28 0-2 'i ,_ W" ,, -26,214 49,009 26,396 -34;877 -1.321 61.2(1 4-0 3 W4 -67,348 49 !,009 17,696 25,484 1.440 66.70 7-4 4 we ,, -67i348 85,686 17!696 -25!484 -1.440 66,70 11-4 C W6 -95,010 85,686 8.996 12,956 1.440 66.70 15-4 ,, 6 W7 -95/110 104,333 8,996 -12,956 -1.440 66.70 19-4 7 WB -104 i64(1 1(14,333 296 li,069 1.440 66.70 23-4 8 WB -104,640 104,948 296 -11,069 -1.440 66.7(1 27-4 9 W7 -96,240 104,946 -8!403 -12,101 1.440 66.70 31-, 4 10 W6 -96,24(1 87,532 -8,403 12,101 -1.440 66.70 35-4 1' i.l W~1 -69,808 87,532 -17,103 -241630 1.440 66.70 39-4 I" ~,_ N4 -691808 521085 -17!103 24!630 -1.440 66.70 43-4 13 W3 -25~024 52,085 -2~1,803 -36~ 9~18 1.432 66.34 47-4 14 W2 -25!624 0 -25,803 36!365 -1.409 65.28 51-3 1/2 -----STD VERTICALS---- 15 SE SG END 301746 -30,746 1.000 46.32 16 V1 END PNL 0 (l 1.000 46.32 17 V2 iNTERIOR (I (I 1.000 46.32 !'JAX TC COMPRESSION=-104,640.80 MAX BC TENSION= 104i948.38 MAX INT TC PANEL LENGTH= 48.00 MAX INT BC PANEL LENGTH = 96.00 • • ~ : \ STRESS ANALYSIS: 4867N8.7K 61 D-44-95-51 t LOT 43 I.S.P. i MEXAM! INC. RUN ON 11-1-95 CARLSBAD CA JFL BASE LENGTH 55-3 1/2 BC PANLS TG PANELS LE= LE= FIRST HALF 'LE= FIRST DIAG LE= IWRKINS LENGTH 54-11 1/2 DEPTH 48 4-(I 6 BC PANELS AT 8-(I 4-(l 3-4 SPECIAL 1ST COMP 7-4 DEPTHS LE= 4B.000 CENTERLINE= 48.000 MULTIPLE LOADING: EFF DEPTH 46.32 RE= 4-0 RE= 4-0 RE= 3-11 1i2 RE= 7-11 1/2 RE= 48.000 JOIST GIRDER DESIGN: 4750 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 37500 UNIFORM TC LOAD= (l UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25i. REACTIONS Rl= +121590.29 R2= +12,347.21 MIN SHR= 3,147.57 TL= 24,937.50 -------------STRESS ANALYSIS------------- NO MEM i i~2 2 W3 3 W4 5 ~l6 b W7 7 W8 B W8 9 W7 Hi W6 11 W5 12 W4 13 W3 14 W2 TC F -i(i,734 -10,734 -27,577 -27' ~1i7 -38!904 -38,904 -42,848 -42,848 -39,408 -39,408 -28,585 -281585 -10,492 -10,492 15 SE SQ END 16 Vl END PNL 17 V2 I~TERiOR BC F (I 20,068 20i%8 35i087 35,087 42,722 42,722 42,974 42,974 35,843 3HEAR 10,809 10,809 7,246 7,246 3,684 3,684 121 121 -3,440 -3,440 WEB F CSC WEB L PP DISTANCE 155233 -14,281 1(1i435 -10,435 5,305 -5,305 4~532 -4,532 -4/?55 4,955 35,843 -7,003 -10!085 1,409 65.28 0-2 -1.321 61.20 4-0 1.440 66.7(1 7-4 -1.440 66.70 11-4 1.440 66.70 15-4 -1.440 66.70 19-4 1.440 66.70 23-4 -1.440 66.70 27-4 1.440 66.70 31-4 -1.440 66.70 35-4 1,440 66.70 39-4 -1.440 66.70 43-4 1.432 66.34 47-4 -1.409 65.28 51-3 1i2 21,328 -7!003 10,085 21,328 -10!565 -15,134 0 -10,565 14,890 -----STD VERTICALS---- 12,59(1 -12,590 1.000 46.32 0 (i 1.000 46.32 0 0 1.000 46.32 MAX BC TENSION= 42,974.5~, riAX iNT TC PANEL LENBTti = 4!i.OO MAX INT BC PANEL LENGTH = 96.00 • • 48G7N8.7K'Gl RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM • 1 28, 12:, -38,859 0 0 37!202 0 ,., 28,125 -38,8fi9 49,009 0 0 -34, 877 '-.,. 28,125 -67,348 49,009 0 25,484 0 ,, 4 28 ! 125 -67,348 85,686 0 (I -25,484 C •' 28,125 -95,010 85,686 0 12,956 0 6 28,12~, -95,010 104,333 0 (I -12,956 7 28,125 -104,640 104,333 0 11,069 (I 8 28,125 -104,640 104,948 0 0 -11,069 q 28,125 -96,240 104,948 0 (I -12,101 10 28,125 -96,240 87,532 0 12,101 (I 11 28,125 -69,808 87,532 0 0 -24,630 1" -'-28,125 -69,808 52,085 0 24,630 (I . .,. !..:-28,125 -38,617 52,085 (! 0 -36,958 14 28,125 -38,617 (I 0 36,365 (I 15 (I (I 0 (I 0 -30,746 16 (I (I (I (I 0 0 17 (I (I (I (1 (I (I • MAXIMUM UNIFORM LOAD: TOP CHORD= 0 . : Internati"cral Structural Products MEMBER SIZES: 4867N8.7K 61 D-44-95-519 LOT 43 Fy = 50,000.000 BENDING LOAD = (1,(100 OUTSIDE DEPTH = 48.000 BC = 37 · AREA= 1.7770 y(x) = (i.8650 TC = 3F AREA= 2.2900 Rx = 1.0780 y = 1.0(12(1 Sl = 2.6556 ACTUAL EFF DEPTH= 46.133 CORRECTED LOAD TC= 105,064,963 LIRE= 44.526 USING L = 48.00 L/Rz = 34,883 USING L = 24.00 Fa= 24 1047,6 USING UR= 51.92 MAX LOAD (FILLERS)= 1111239.73 FILLER PANELS REQD = 2 El Paso , Texas CARLSBAD CA JFL Fb = 30,000.0(}(l ASSUMED FORCE = 104ib40.801 ASSUMED EFF DEPTH= 46.320 Ryy = 1.6471 Rz = (l, 5890 Rz = 0.6880 Ryy = 1.8487 Ss = 1.0652 Gs = 1.0000 GAP BETWEEN CHORD= 1.000 BC = 105i373.79(1 L/Ryy= 51.925 USING L = 96.00 WITH FILLERS r-,-1.00 F'e= 75,319.28 Cm= 0.00000 MAX LOAD NO FILLER= 97,053.05 MIN t~ELD LEN 2X = 0.754 TC (fa/Fa) = 0.95393 USING TC= 3F = 3 1/2 X 3 1/2 X .344 BC STRESS = 29,649.35029 USING BC= 37 = 3 X 3 X .31? CHORD WT = 1,552.248 CHORD Wi!FT = 28.(17(1 END PANEL CHECK W= 0 END PANEL CHECK = LEFT END LENGTH = 46.00 AXIfiL LOAD = 391016.88 AXIAL STRESS ,_ = B,~118.97 Jd ,-_ = 21,512.16 F'e = 82,(111.17 fc,_ 'ib Pi\NEL PT = 0.00 fb MID-PANEL = 0.0(1 Cro = 0,968 fa/Fa = 0.396 PilNcL PT= Bi~•1B,9 MID PANEL= 0.3960 NO FILLERS L/R= 66.86 END PANEL CHECK = RIGHT END LENGTH : 46,(1(1 AXIAL LOAD = 38,774. ~,(i AXIAL STRESS fa = 8,466.04 Fa = 21.~·12.16 F'e = 82,011.17 ,c I L1 PANEL PT = (l,(i(I fb HID-PANEL = (l,(l(l Cm = (1,969 fa/Fa : (1,393 PANEL PT-,-8,466.(1 MID PANEL= 0,3935 NO FILLERS L/R= 66.86 BOTTuM CHORD L/Rz= 162.988 TC OAL/Ryy = nfiJ. BR iDB ms CHECK TC= 26 .19' BC= 32. 94' MOMENT OF INERTIA= -c TENSJON STRESS = 6;16~,. 72 RUN ON 11-1-95 • • WEB DESIGN:· 4867NB,7K 61 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 3F = 3. 1/2 X 3 1/2 X .344 BC= 37 = 3 X 3 X .312 ------WEB DESIGN------• NUMBER SZ GTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 25 2 B 37,202 43,329 0 19,257 13.4 .187 2 X 2 X .187 2 W3 2C 2 B 0 61,509 34,877 38,622 12.6 .187 2 1/2 X 2 1/2 X .212 3 W4 1J 2 B 25,484 26,906 0 6,396 11.0 .156 1 1/2 Y. 1 1/2 X .156 4 W5 2A 2 B 0 54,661 25,484 31,087 9.2 ,187 2 1/2 X 2 1/2 X .187 5 W6 23 1 12,956 18,937 0 3,305 5.4 .163 2 X 2 X .163 6 W7 21 2 B 0 33,451 12,956 14,422 6.2 .143 2 X 2 X .143 7 W6 21 1 il,069 16,725 (I 2,934 5.3 .143 2 X 2 X .143 8 WB 20 2 B (i 29,330 11,069 12,494 6.0 .125 2 X 2 X .125 9 W7 20 2 B (l 29,330 12,101 12,494 6,6 .125 2 X 2 X .125 1Q W6 23 1 12,101 18,937 0 3,305 5.0 .163 2 X 2 X .163 11 W5 2A 2 B (1 54,661 24,630 31,087 8.9 .187 2 1/2 X 2 1/2 X .187 12 W4 1J 2 B 24,630 26,906 (l 6,396 10.7 .156 1 1/2 X 1 1/2 X .156 13 W3 2E 2 B (I 66,478 36,958 39,370 13.3 ,187 2 1/2 X 2 1/2 X .230 14 W2 25 2 B 36,36~1 43,329 (l 19,257 13.1 ,187 2 X 2 X .187 ----STANDARD VERTICALS---- 15 SE 26 2 B (l 47,146 30,746 31,324 11.1 .187 2 X 2 X .205 • 16 Vl lE 1 0 10,877 2,101 2,211 2,0 .070 1 1/2 X 1 1/2 X .125 17 V2 1E 1 0 10,877 21101 2,211 2.0 ,070 1 1/2 X 1 1/2 X .125 .. : STRESS ANALYSIS: 48G6N8.7K 62 I.S.P. I MEXAM, INC RUN ON 11-1-95. D-44-95-5!9 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 3-11 1/2 FIRST HALF'LE= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48,000 MULTIPLE LOADING: CENTERLINE= 48.000 EFF DEPTH 46.133 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 4B.000 JOIST G1RDEE DESIGN: 8700 LB CONG LOAD AT DIAGONAL TC FANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= (! UNIFORM BC LOAD= (J REACTIONS R1= +26,100.00 R2= +26,100.00 MIN SHR= 6,525.00 TL= -------------STRESS ANALYSIS------------- 52,200.00 NO MEM TC F BC F SHEAR WEB F csc WEB l PP DISTANCE 1 1,r -21, 4~.1 0 21,7~,(! 30,548 1.404 64.79 (!-2 .,L. ., If' -21,451 44,081 21,750 -31,387 -1.443 66.57 3-11 1/2 L. -.) 7 W4 -57,659 44,081 13,(}~10 18!832 1.443 It t::"7 7-11 1 .... •' ob. ,..11 IL. 4 w::, -57,659 ?i,238 13,050 -18!832 -1.443 66.57 11-11 1/2 5 W6 -7~,,764 7i,238 4,3~,0 9,416 1.443 66.57 1::.-11 112 6 W7 -7::,,764 80,29(1 4,350 -9,416 -1.443 66. ::,7 19-11 1/2 7 W7 -75,764 80,290 -4,350 -9,416 1.443 I: J:--t bo,,1/ 23-11 1 . ., IL. 8 W6 -75,764 71,238 -4,350 9,416 -1.443 66.57 27-11 1/2 9 W" •' -57,659 71,238 -13,050 -18,832 1.443 66.57 31-11 1/2 10 W4 -57,659 44,081 -13,0:,0 18,832 -1.443 66.57 35-11 1/2 11 W3 -21,451 44,081 -211750 -31,387 1.443 .. t t:'7 39-11 1i2 00.,..1, 12 W2 -2i,451 (i -21,750 30,548 -1.404 64.79 43-11 1/2 -----STD VERTICALS---- 13 SE SG END 26,1(!(1 -26,100 1.000 46.13 14 Vl END PNL (J (! 1.000 46.13 15 V2 INTERIOR (I 0 1,000 46.13 MAX TC COMPRESSION= -75,764.09 MAX BC TENSION= 801290.13 • • . _; STRESS ANALYSIS: 4866N8,7K 62 I.S.P, I MEXAM, INC . RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 iC PANELS LE= 3-11 1/2 FIRST HALF 'LE= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48.000 MULTIPLE LOADING: 5 BC PANELS AT 8-0 CENTERLINE= 48. 000 EFF DEPTH 46.133 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 48.000 JOIST GIRDER DESIGN: 4750 LB CONC LOAD AT DIAGONAL TC FANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 37500 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= (I ALL LOADS SHOWN REDUCED BY 25% REACTIONS R1= +10,687.50 R2= + 10,687. 5(1 MIN SHR= 2;671.88 TL= 21,375.00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W'' -8!784 (I 8,906 12,509 1.404 64.79 (1-2 ,i. 2 W" -8,784 18,(i'% 8,906 -12,8~12 -1.443 66.57 3-11 1/2 ,, '< W4 -23,61(! 18,050 5,343 7,711 1.443 66,57 7-11 1/2 ,, 4 WC -23,610 29,170 ~1,343 -71711 -1.443 66.57 11-11 1/2 ,, C W6 -31,024 29,170 1,781 3,855 1,443 66.57 15-11 1/2 •' 6 W7 -311024 32,877 1,781 -3,855 -1.443 I I C'""J 00.;.1/ 19-11 1/2 7 W7 -31,024 32c877 -1,781 -3,855 1,443 66.57 23-11 1/2 8 !i/6 -31,024 29,170 -1,781 J,855 -1.443 66.57 27-11 1/2 9 W5 -23,610 29!170 -51343 -7!711 1.443 b6.57 31-11 1/2 10 W4 -231610 1810~1(! -5,343 7,711 -1.443 66.57 35-11 1 "' Ji. .. ll w~ ::, -8!784 18,050 -8/106 -12,852 1.443 66.57 39-11 1/2 12 W2 -81784 0 -8,906 121509 -1.404 64.79 43-11 1/2 -----STD VERTICALS---- 13 SE Sli END 10,687 -10,687 1,00(! 46.13 14 Vl END PNL (i (I 1,(l(l(l 46.13 <r V2 INTERIOR (l (1 1.000 46.13 .i. ~I MAX TC COMPRESSION= -59 1149,09 MA1 BC TENSION= 32~877.42 • • . .~ 4866N8. 7K s~· RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 28!12=· -36,909 0 (I 30! =·48 0 • 2 28,125 -36,909 44,081 (I (I -31!387 ., 28,125 -=,7, 659 44,081 (I 18,832 0 •' 4 28,125 -57,659 71,238 (I (I -18,832 C •' 28,125 -75,764 71,238 0 9,416 0 6 28,125 -75,764 80,290 (I 0 -9,416 7 28,125 -75!764 80,290 (I 0 -91416 B 28,125 -75,764 71,238 (I 9!416 (I 9 28i125 -57 ,6~,9 71,238 (I (I -18,832 1(1 28,-125 -57,659 44,081 0 18,832 0 •• 28,125 -36,909 44,081 (I (I -31,387 ll 12 285125 -36,9(19 (I (l 30,548 0 13 (I (I (I (I 0 -26,100 14 0 0 0 0 0 0 15 0 0 (I (I 0 (I MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • Internatieel Structural Products MEMBER SIZES: 48G6NB.7K 62 El Paso , Texas D-44-9~,-519 ~y BENDING LOAD OUTSIDE DEPTH BC = 33 · · LOT 43 CARLSBAD CA JFL = 50,000.000 Fb = 30,000.000 = 0.000 ASSUMED FORCE = 75,764.095 = 48.000 ASSUMED EFF DEPTH= 46,133 AREA= 1.4380 y(x) = 0.8420 Ryy = 1,6328 Rz = 0.5920 TC = 37 AREA= 1,7770 Rx = 0,9220 Rz = 0.5890 Ryy = 1,6471 y = 0.8650 SI = 1.7456 Ss = 0.7072 Gs = 1.0000 ACTUAL EFF DEPTH = 46. 293 GAP BETWEEN CHORD= L 000 CORRECTED LOAD TC= 75,502.235 BC = 80,012.636 L/Rx = 52.060 USING L = 48.00 L/Ryy= f,8,263 USING L = 96.00 L/Rz = 40.747 USING L = 24,00 WITH FILLERS K= 1.00 Fa= 23,008.2 USIN6 UR= 58,28 F'e= 55,097.32 Cm= i),00000 MAX LOAD (FILLERS)= 821589.08 MAX LOAD ND FILLER= 67,167.73 FiLLER PANELS REGD = 4 MIN NELD LEN 2X = 0.542 TC (fa/Fa) = BC STRESS = 0.92333 USING TC= 37 = 3 X 3 X .312 27,820.80559 USING BC= 33 = 3 X 3 X .250 CHORD WT END PANEL CHECK W= 0 END PANEL CHECK = LEFT END LENGTH AXIAL LOAD = 36,781.47 AXIAL STRESS fa Fa = 19,556.59 F'e fb PANEL PT = 0,00 fb MID-PANEL = = = = 22.189 45.5(1 Hi,349.31 611318.31 0.00 Cm = 0.949 fa/Fa = 0.529 PANEL FT= 10,349.3 HID PANEL= 0. 5291 NO FILLERS L/R= 77 .24 END PANEL CHECK = RIGHT END LENGTH = 45.50 AXIAL LOAD = 36,781.47 AXIAL STRESS fa = 10,349.31 Fa = 191556.59 F'e = 61,318.31 fb PANEL PT = 0.00 fb MID-PANEL = 0.00 Cm = 0.949 fa/Fa = 0.529 PANEL PT= 10,349.3 MID PANEL= 0.5291 NO FILLERS UR= 77.24 BOTTOM CHORD L/Rz= 162 .162 TC OAURyy = 346.667 MAX BRIDGING CHECK TC= 23.33' BC= 32.65' tiOMENT OF INEH IA= 3,4i2,1 LL 360=1,183,2 LL 240=1.774,8 TC TENB1DN STRESS= 7,886z20 RUN ON 11-1-95 • • WEB DESI6Ni'4866N8.7K 62 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 37 = 3 X 3 X .}12 BC= 33 = 3 X 3 X .250 ------WEB DESIGN------• NUMBER SZ GTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NANE 1 W2 1K 2 B 30,548 31,936 0 7,907 11,0 .187 1 1/2 X 1 1/2 X .187 2 W3 2C 2 B 0 61, f,(19 31,387 35,896 11.3 .187 2 1/2 X 2 1/2 X .212 3 W4 29 1 18,832 28,421 0 4,879 6,8 .187 2 X 2 X .250 4 1~5 26 2 B (l 47,146 18,832 20,026 6.8 ,187 2 X 2 X .205 5 W6 20 1 9,416 14,665 (I 2,608 5.1 .125 2 X 2 X .125 6 W7 20 2 B 0 29,33(1 9,416 12,529 5.1 .125 2 X 2 X .125 7 W7 20 2 B (I 29,330 9,416 12,529 5.1 .125 2 X 2 X .125 8 W6 20 1 91416 14,665 (l 2,608 5 .1 .125 2 X 2 X .125 9 W5 26 2 B (i 47,146 18,832 20,026 6.8 .187 2 X 2 X .205 10 W4 29 1 18,832 28,421 (I 4,879 6,8 .187 2 X 2 X .250 11 W3 2C 2 B (l 61,509 31,387 35,896 11.3 .187 2 1/2 X 2 1/2 X .212 12 W2 1K 2 B 30,548 31,936 0 7,907 11.0 ,187 1 1/2 X 1 1/2 X .187 ----STANDARD VERTICALS---- 13 SE 24 2 B 0 40,783 26,100 26,963 10.0 .176 2 X 2 X .176 14 Vi lE 1 (I 10,877 1, 51(1 2,229 2,0 ,050 1 1/2 X 1 1/2 X .125 15 V2 1E 1 0 10,877 1,510 2,229 2.0 .050 1 1/2 X 1 1/2 X .125 • . ! STRESS ANALYSIS: 48G7N10,2K 66 I.S.P. I MEXAM, INC . RUN ON 11-1-95 D-44-95-5~~-LOT 43 BASE LENGTH 55-3 1/2 WORKING LENGTH 54-11 1/2 CARLSBAD CA JFL DEPTH 48 EFF DEPTH 46.32 RE= 4-0 RE= 4-0 BC PANLS LE= 4-0 TC PANELS LE= 4-0 FIRST HALF 'LE= 3-4 FIRST DIA6 LE= 7-4 6 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= 3-11 1/2 RE= 7-11 1/2 DEPTHS LE= 48.000 t1UL TI PLE LOAD ING: CENTERLINE= 48. 000 RE= 48.000 JOIST GIRDER DESIGN: 10200 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS Rl= +36,047.99 R2= +35i352,01 MIN SHR= 9,012.00 TL= 71,400.00 -------------STRESS ANALYSIS------------- NO MEii TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -30,734 0 30,947 43,616 1.409 65.28 0-2 2 lfi 3 W4 4 W5 -30,734 57,459 30,947 -40,890 -1.321 61.20 4-0 -78,960 57,459 20,747 29,878 1.440 66.70 7-4 -78,960 100,460 20,747 -29,878 -1.440 66.70 11-4 5 ij6 -111,391 100,460 10,547 15,190 1.440 66.70 15-4 6 \f.i -111,391 122,321 10,547 -1~·,190 -1.440 66.70 19-4 7 WB -122,682 122,321 347 12,978 1.440 66.70 23-4 e we -122 1682 123,042 347 -12,978 -1.440 66.70 27-4 9 w7 -112,'833 123,042 -9,852 -14,187 1.440 66.70 31-4 1(1 W6 -112,833 102,624 -9,852 14,187 -1.440 66,70 35-4 11 v!5 -Bl,844 102,624 -20,052 -28,876 1.440 61:,.70 39-4 12 W4 -81,844 61,065 -20,052 28,876 -1.440 66.7(1 43-4 .13 W3 -30,043 61,065 -30,2~,2 -43,331 1.432 66a34 47-4 14 W2 -30,043 (I -3(1!252 42,635 -1.409 65.28 51-3 1/2 -----STD VERTiCALS ---- 1~, SE SG END 16 Vl END PNL 17 V2 INTERIOR MAX TC COMPRESSION=-122,682.31 36;047 -36,047 1.00(1 46.32 0 0 1.000 46,32 0 Ci 1.000 46.32 r-lAX INT TC PANEL LENGTH = 48,00 MAX BC TENSION= 123,042.93 MAX INT BC PANEL LENGTH = 96,(1(1 • • SlRESS ANALYSIS: 48G7N10.2K 66 I.S.P. / MEXAM, INC. RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 55-3 1/2 WORKING LENGTH 54-11 1/2 DEPTH 48 EFF DEPTH 46.32 BC PANLS LE= 4-(I TC PANELS LE= 4-(I FIRST HALF ·LE= 3-4 FIRST DIAG LE= 7-4 DEPTHS LE= 48,000 MULTIPLE LOADING: 6 BC PANELS AT 8-0 SPECIAL 1ST COMP CENTERLINE= 48.000 RE= 4-0 RE= 4-0 RE= 3-11 1/2 RE= 7-11 1i2 RE= 48,000 JOIST GIRr1ER DESISN: 558(1 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 43900 UNIFORM TC LOAD= (I UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 2~,'.t ~Ei\CTIONS Rl= + 14i 790. 28 R2= + 14 i 504. 72 MIN SHR= 3,697.57 TL= 291295. 00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP flISTANCE 1 ti:2 r. W3 3 W4 4 W5 5 W6 6 W7 1 WB 8 W8 9 W7 10 W6 11 w~, 12 W4 13 W3 14 W2 i ~I SE 1' _/:) Vi ,., JJr-J.! V-'. -12,610 -12,610 -32!396 -32,396 -45,703 -45,703 -5(}~33~1 -50~33~1 -46,294 -46,294 -33,580 -33~ ~180 -12,326 -12,326 Sil END END PNL Ilfi'ERJDF: ~"':t i::.,r j,.,_\ ~ i.,1 / ~I 23,575 41,218 41,218 12,697 12~ 697 8,512 8,512 4,327 17,895 1.409 65.28 -16,777 -1.321 61.20 12,259 1,440 66.70 -12,259 -1.440 66.70 6,232 1.440 66.70 (!-2 4-0 7-4 11-4 15-4 50,187 4,327 -6,232 -1.440 66.70 19-4 50,187 142 ~,,324 1.44(1 66.70 23-4 ~.0,483 142 -~1!324 -1.440 66.70 27-4 50,483 -4,042 -5,821 1,440 66.70 31-4 42,106 -4,042 5,821 -1.440 66.70 35-4 42,106 -B,227 -11,847 1.440 66.70 39-4 2~·,0'54 -8,227 11,847 -1.440 66.70 43-4 Z51054 -12,412 -17,778 1.432 66.34 47-4 0 -12,412 17,493 -1.409 65.28 51-3 1/2 -----STD VERTICALS---- 14,790 -14,790 1,(1(1(! 46.32 (I (j 1,(1(1(! 46.32 i) \.,! 1. (F)O 46.32 MAX TC C:OMF'RES3ION= -33,260.83 MAX iNT TC PANEL LENGTH = 48. (l(! MAX INT BC PANEL LENGTh = 96. (H) • • 48G7N10.2K'G6 . RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- HEM TC TEN TC COM BC TEN BC CON WEB TEN WEB COM ' 32,925 -45!535 0 0 43,616 0 • 1 .., 32, 92~1 -4~1, 535 57,459 0 0 -40,890 L ,' 32!925 -78,960 57,459 0 29,878 (I 4 32, 92~· -78,960 100,460 (l (I -29,878 C 32/125 -111,391 100,460 (I 15,190 0 •' 6 32,925 -111,391 122,321 0 (I -1~·,190 "i 32,925 -122,682 122,321 (l 12,978 0 5 32,925 -122,682 123,042 (I (I -12,978 9 32,925 -112,833 123,042 (I (I -14,187 10 32,925 -112,833 102,624 0 14,187 0 11 32,925 -81,844 102,624 (I (l -28,876 '~. 32,925 -81,844 61,065 (I 28,876 (l lL t~ ,., :52,925 -45,251 61,065 0 0 -43,331 14 32,925 -45,2~11 0 (l 42,635 0 1~, (l 0 (l (I 0 -36,047 16 0 (I (I (l (I (I 17 (l (l (I (l (l 0 MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • Internaticial Structural Products MEMBER 5IZES: 4867N10.2K 66 El Paso , Texas D-44-9:,-519 LOT 43 CARLSBAD CA JFL Fy BENDING LOAD i:iUTSIDE DEPTH BC = 3E · AREA= 2.0900 TC = 42 = ·so, ooo. ooo = 0,000 = 48.00(1 y(x) = 0,9900 Fb = 30,000.000 ASSUMED FORCE = 122,682.319 ASSUMED £FF DEPTH= 46.320 Ryy = 1.8417 Rz = 0.6900 AREA = :Z.8590 RY, = 1.2350 Rz = 0.7880 Ryy = 2,0512 y = 1.1380 SI = 3.8304 Ss = 1.5230 Gs = 1.0000 A(:TUAL EFF DEPTH = 4f,.872 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 1231880.472 BC = 124,244.606 L/R>: = 38.866 USING L = 48,00 L/Ryy= 46,800 USING L = 96.00 L/Rz = 30.456 USING L = 24.00 WITH FILLERS K= LOO Fa = 24,841.5 USING L/R= 46.80 r e= 98,855.89 Cm= 0.00000 MAX LOAD (FILLERS)= 143i464.19 MAX LOAD NO FILLER= 130!293,37 NO INTERIOR FILLERS REGUIRED TC (ta/Fa) = 0,87212 USING TC= 42 = 4 X 4 X .375 BC STRESS = 29,7:Z3.59011 USING BC= 3E = 3 1/2 X 3 1/2 X ,312 CHORD ~T = i,888,880 CHORD WT/FT END PANEL CHECK W= 0 END PANEL CHECK = LEFT END LENGTH = 34.157 = 46.00 AXIAL LUAD = 45,979.76 AXIAL STRESS fa = 81041.23 Fa fb PANEL PT Cm = = 22 1992.82 F'e = 0,(i(l fb MID-PANEL (i,977 taiFa = = 107,638.93 = 0.00 o.~49 PANEL PT= 8/141.2 HID PANEL= 0,3497 NO FILLERS L/R= 58,37 END PANEL CHECK = RI6HT END LENGTH = 46,(l(i AXIAL LOAD = 45,693.41 AXIAL STRESS fa = 7,991.15 Fa = 221992.82 F'e = 107,638.93 fb PANEL PT = (i,(l(i fb MID-PANEL = (l,(i(l Cm = 0.977 faiFa = 0.347 PANEL PT= 7,991.1 MID PANEL= (i,3475 NO FILLERS L/R= 58.37 BOTTOM CHORD L/Rz= 139. 130 TC OAL/Ryy = 321.508 MAY. BF:ID6IN6 CHECK TC= 29.05' BC= 36.83' FiOHENT OF INERTIA= }L: JENS} DN STRESS = :1 C Bl 4 C 36 RUN ON 11-1-95 • • WEB DESIBNi. 4867N10,2K 66 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 42 = 4 X 4 X .375 BC= 3E = 3 1/2 X 3 1/2 X .312 ------WEB DESIGN------• NUMBER SZ GTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 26 2 B 43,616 471146 (I 201823 15.7 .187 2 X 2 X .205 2 W3 2E 2 B 0 66,478 40,890 42 1361 14,7 .187 2 1/2 X 2 1/2 X .230 3 W4 21 2 B 29,878 33,451 (I 14,422 14.1 .143 2 X 2 X .143 4 W5 2A 2 B 0 54,661 29,878 31,087 10,8 .187 2 1/2 X 2 1/2 X .187 5 W6 26 1 15,190 23,573 (I 4,073 5.5 .187 2 X 2 X .205 b W7 23 2 B 0 37,875 15!190 16!314 6.3 .163 2 X 2 X .163 7 11;8 23 1 12/178 18!937 (, 3,305 5,4 .163 2 X 2 X .163 8 W& 21 2 B 0 33,451 12,978 14,422 6.2 .143 2 X 2 X .143 9 W7 21 2 B 0 33,4~,1 14,187 14,422 6.7 .143 2 X 2 X .143 10 W6 25 1 14,187 21,664 (I 3~762 5.1 .187 2 X 2 X .187 11 W5 2A 2 B 0 54,661 28,876 31,087 10.4 ,187 2 1/2 X 2 112 X .187 12 W4 20 2 B 281876 29,330 (I 121494 J5,6 .125 2 X 2 X .125 13 W3 31 2 B (l 79,386 43,331 51,899 15.6 .187 3 X 3 X .227 14 W2 25 2 B 42,635 43,329 0 19,257 15.4 ,187 2 X 2 X .187 ----STANDARD VERTICALS---- 15 SE 29 2 B (I 56,842 36,047 37 1494 13.0 .187 2 X 2 X .250 • 16 \11 1J 1 0 13,453 2,4Ti 2,716 2.0 ,083 1 1/2 X 1 1/2 I .156 17 V2 iJ 1 (I 13~453 2,477 2,716 2.0 .083 1 1/2 X 1 1/2 I .156 . _; STRESS ANALYSIS: 48G6N10,2K 67 I.S.P. / MEXAM! INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LEHGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 3-11 1/2 FiRST HALF.LE= 4-0 FiRST DIAG LE= 7-11 1/2 DEPTHS LE= 48,000 MULTIPLE LOADING: CENTERLINE= 48.000 EFF DEPTH 45.872 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 48.000 JOIST GiRDER DESIGN: 10200 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS R1= +30,600.00 R2= +30.,600,00 NIN SHR= 7,650.(lO TL= -------------STRESS ANALYSIS------------- 61,200.00 NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE f W2 -25,293 0 25,500 35,916 1.408 64.61 (I-2 l 2 W3 -25,293 51! 976 25,500 -36,908 -1.44, 66.39 3-11 1/2 ., W4 -67/1"85 51,97b 1~•,3t)O 22,145 1.447 66.39 7-11 1!2 ._, 4 W5 -67,985 83,995 15,3(1(, -22,i45 -1.447 66.39 11-11 1/2 C W6 -89~332 83,995 5,100 11,072 1.447 66.39 15-11 . ,., •' l ! i. 6 W7 gn -::-:rr: -1,,_.~.Jk 94,668 5,l(l(I -il,072 -1.447 66.39 19-11 112 7 W7 -89,332 94,668 -5,100 -11,(J72 1.447 66.39 23-11 1/2 8 W6 -89,332 83,995 -5,100 11,072 -1.447 66.39 27-11 1/.2 1 we ,,, -67,985 83,995 -15,300 -22,145 1.447 66.39 31-11 1/2 1(l W4 -67,985 51,976 -15,3(1(1 22,145 -1.447 66.39 35-11 1/2 11 W3 -25 5293 51,976 -25,500 -36,908 1.447 66.39 39-11 1/2 12 W2 -25,293 -(I -25,500 35,916 -1.408 64.61 43-11 1i2 -----STD VERTICALS---- 13 SE 511 END 30,60(1 -30,600 1.(1()0 45.87 14 V1 END PNL (l 0 1.000 45.87 'C l ,, V2 INTERiOR 0 (l 1.000 45.87 MAX TC COMPRESSION= -89,332,27 MAX BC TENSION= 94,668.86 • • . _; STRESS ANALYSIS: 48G6N10,2K 67 I.S.P, I MEXAMi INC . RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47.:. 7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 3-11 1i2 FIRST HALF tE= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48,000 CENTERLINE= 48. 000 MULTIPLE LOADING: EFF DEPTH 45.872 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 48,000 JOIST GIRDER DESIGN: f,580 LB CONC LOAD AT DIAGONAL TC PANEL PTS 1..0AD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 43900 UNIFORM TC LOAD= (! UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25% REACTIONS Rl= +12,555.00 R2= +121555.00 MIN SHR= 3~13B.i5 TL= 25,110.00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F csc WEB L PP DiSTANCE 1 W2 -10,377 0 10,462 14!736 1.408 64.61 (I-2 2 W3 -10,377 ~f "'TJ"':Z:: £..l 5 .,)i:~1 101462 -15,143 -1.447 66.39 3-11 1/2 ~ :.J W4 -27,894 21,325 6,277 ~\085 1.447 66.39 7-11 112 4 W5 -27,894 34,462 6,277 -9,085 -1.447 06.39 11-11 1/2 C W6 -36,652 34,462 2,092 4,542 1.447 66.39 15-11 1/2 •' 6 i1)7 -::• ti::ri -.• ,\(),bi.IL 38,842 2,092 -4,542 -1.447 66.39 19-11 1/2 7 W7 -36~6~,2 38,842 -2,092 -4!542 1.447 66.39 23-11 1/2 8 w b -36,652 34,462 -2,092 4,542 -1.447 66,39 27-11 112 9 W5 -27!894 34,462 -6,277 -9,085 L447 66,39 31-11 1/2 10 W4 -27,894 21 !32:1 -6,277 9,085 -1.447 66,39 35-11 1/2 11 W3 -!(i$377 21,325 -10,462 -1~,, 143 1.447 66.39 39-11 1/2 1" -L W2 -10,377 (i -10,462 14,736 -1.408 64,61 43-11 1i2 -----STD VERTICALS---- l-) SE SD END 12,555 -12, 5~15 1.000 45.87 , , l't \J1 END PNL 0 0 LOOO 45.87 i5 \/2 INTERIOR (l (i 1.00(1 45,87 MAY. TC COMPRESSION= -69,577.50 MAX BC TENSION= 38,842.07 • • 4866N10.2~,B7 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 32,925 -43,302 (I (l 35,916 (I • " 32,925 -43,302 51,976 (1 (l -36,908 ,. 7 ,\ 32,925 -67, 98~, 51,976 (I 22!145 (I 4 32,925 -67,985 83,995 (I (I -221145 C ., 32,925 -89,332 83,995 (I 11.072 (I 6 32,925 -89,332 94,668 0 0 -11,072 -, 32,925 -89,332 94,668 (I (I -11,072 J 8 32,925 -89,332 83,995 (I 11,072 (I 9 32, 92~1 -67, 98~, 83,995 (I (I -22,14~, 1(1 32,925 -67 /165 51,976 0 22,145 0 11 32,925 -43,3(12 51,976 0 (I -36,908 i" --' 32!925 -43,302 (I -0 35,916 (l 13 (I (I (I 0 (I -30,600 14 (I (l (1 0 0 (I 15 0 (I (l (l (I (l MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • . -~ Internatioiil Structural Produc;ts MEMBER SIZES: 48G6N10.2K 67 El Paso I Texas D-44-9~,-~,19 · LOT 43 CARLSBAD CA JFL Fy = 50,000.000 Fb = 30,0(10.0(10 BENDING LOAD = 0.000 ASSUMED FORCE = 89,332.272 OUTSIDE DEPTH = 48.(100 ASSUMED EFF DEPTH= 45.872 Br· L, = 3~, AREA= 1.6070 y(x) = 0.8540 Ryy = 1.6403 Rz = 0.5910 TC = 3E AREA= 2.0900 Rx = 1.0820 Rz = 0.6900 Ryy = 1.8417 y = 0.9900 SI = 2.4737 Ss = 0,9756 Gs = 0.9859 ACTUAL EFF DEPTH = 46 .1 % GAP BETWEEN CHORD= L 000 CORRECTED LOAD TC= 881 782. 606 BC = 94,086.359 URx = 44.362 USING L = 48.00 L/Ryy= 52,125 USING L = 96,00 L/Rz = 34.782 USING L = 24.00 WITH FILLERS K= 1.00 Fa= 23i736.9 USING L/R= 52.12 F'e= n,,879.27 Cm= (l,(i(l(l(l0 MAX LOAD (FILLERS)= 100i212.:,3 MAX LOAD NO FILLER= 87,866.67 FILLER PANELS RE@ = 4 MIN WELD LEN 2X = 0.637 TC (fa/Fa) = 0.89480 USING TC= 3E = 3 1/2 X 3 1/2 X .312 BC STRESS = 29,273.91390 USING BC= 35 = 3 X 3 X ,281 CHORD i>iT END PANEL CHECK f::XIAL LOAD Fa fb PANEL PT = 1,222.845 CHORD WT/FT END F'ANEL CHECK W= 0 = · LEFT END LENGTH = 43!036.21 AXiAL STRESS = 21,455.67 F'e = (i,(i(I fb r-HD-PANEL Cm = Oir963 fa/Fa = = 45.5(1 fa = 10,295.74 = 84,446.73 = 0,00 = 0,479 PANEL F'T= 10i295.7 MID PANEL= 0.4798 NO FILLERS L/R= 65;94 END PANEL CHECK = RIGHT END LENGTH = 45.~10 AXIAL LOAD = 43 1036.21 AXIAL STRESS fa = 10i295.74 Fa = 21,455.67 F·e = 84,446.73 fb PANEL PT = 0,00 ib MID-PANEL = (1.00 Cm = 0.963 fa/Fa = (1,479 PANEL PT= 10i29~1.7 MID PANEL= 0.4798 NO FILLERS L/R= 65.94 BOTTOM CHORD L!Rz= 162.436 TC OALiRyy = 310,039 MAX ERJDGJNG CHECK TC= 26.09' BC= 32.80' t10MENT OF INERTIA= 3,878.4 LL 360=1,344,8 LL 240=2,017,3 RUN ON 11-1-95 • • WEB DESI SN~, -4866N10, 2K 67 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 3E = 3 1/2 X 3 1/2 X ,312 BC= 35 = 3 X 3 X .281 ------WEB DESIGN------• NUMBER SZ (HY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 25 2· B 35,916 43,329 0 191635 12,9 ,187 2 X 2 X .187 2 W3 2E 2 B 0 661478 36,908 39,341 13,3 .187 2 1/2 X 2 1/2 X .230 3 W4 16 2 B 22,145 23,937 0 5,794 10,9 ,138 1 1/2 X 1 1/2 X .138 4 W5 28 2 B 0 52,964 22,145 22,327 8.0 .1B7 2 X 2 X .232 5 W6 21 1 11,072 16, 72~, 0 2,961 5.3 ,143 2 X 2 X ,143 6 W7 20 2 B (I 29,330 11,072 12,578 6.0 .125 2 X 2 X .12~. 7 W7 20 2 B (I 29!33(1 11,072 12,578 6,0 .125 2 X 2 X ,125 6 W6 21 1 11,072 16,725 (I 2,961 5.3 .143 2 X 2 X .143 9 w~. 28 2 B 0 52,964 22,145 IV\ 7117 .Li.~ ._,1., B,O .187 2 X 2 X .232 10 \./4 i6 2 B 22,145 23,937 0 5,794 10.9 .138 1 1/2 X 1 1/2 X ,138 i1 W3 2E 2 B 0 66,478 36,908 39,341 13,3 ,187 2 1/2 X 2 1/2 X .230 12 W2 25 2 B 3:,, 916 43,329 (I 19,635 12,9 ,187 2 X 2 X ,187 ----STANDARD VERTICALS---- 13 SE 26 2 B 0 47,146 30,600 31,545 11.0 ,187 2 X 2 X .205 14 Vl lE 1 (1 10,877 1,775 2,254 2.0 .059 1 1/2 X 1 1/2 X .125 15 V2 lE 1 (I 10,877 1,775 2,254 2,0 ,059 1 1/2 X 1 1/2 X .125 • , _ .. STRESS ANALYSIS: 4066N8,9K 68 I.S.P. / MEXAM, INC . RUN ON 11-1-95 D-44-95-519 LOT 43 ',. BASE LENGTH 43-1(1 WORKING LENGTH 43-6 CARLSBAD CA JFL DEPTH 40 EFF DEPTH 38.6 BC PANLS LE= TC PANELS LE= FIRST HALF LE= 4-(l 4-0 3-11 1/2 ~. BC PANELS AT 8-0 SPECIAL 1ST COMP RE= 3-10 1/2 RE= 3-10 1/2 RE= 0-0 FIRST DIAG LE= 7-11 1/2 RE= 3-10 1/2 DEPTHS LE= 40.000 MULTIPLE LOADING: CENTERLINE= 40.000 RE= 40.000 jOIST GIRDER DESIBN: 8900 LB CONC LOAD AT DIAGONAL TC FANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= (; UNIFORM BC LOAD= 0 REACTIONS Rl= +24,611.40 R2= +28 1788.60 MIN SHR= 71197.15 TL= 531400,00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 w2 -24,026 o 20 1161 31,364 1.5~·=· 60.04 o-2 2 W3 -24 1026 481836 20,161 -31,969 -1.585 61.20 4-0 ~ N4 -62 1840 48 1836 11,261 17 1970 1.595 61.59 7-11 1/2 4 W5 -62 1640 76,844 11 1261 -17,970 -1.595 61.59 11-11 1/2 :, w6 -79,780 76,844 21361 H,484 1.:,95 61.59 1~,-11 1n 6 W7 -79,780 82 1717 21361 -11,484 -1.595 61.59 19-11 1/2 7 N7 -74,586 82,717 -6,538 -11 1484 1,595 61.59 23-11 1/2 6 W6 -74,586 66!455 -6,538 11,484 -1.595 61,59 27-11 112 9 W5 -47,257 66,455 -15i438 -24,635 1,595 61.59 31-11 '1i2 1(i W4 -47,257 28 1058 -15s438 24s635 -1.595 61.59 35-11 1/2 11 vJ3 -28/1~,8 28,058 -24,338 -24,338 1.000 38.60 39-11 1i2 .i.2 W2 -28,0~,8 -0 -241338 37s143 -1.526 58.9(1 39-11 1/2 -----STD vERTICALS ---- 13 SE SQ END 14 \/1 END PNL 15 \/2 INTERIOR MAX TC COMPRESSION= -79, 78(!, 62 26s788 -28,788 1.00(1 38.60 (l O 1.000 38.60 0 0 1.000 38.60 MAX INT TC PANEL LENGTH = 48. O(i MAX BC TENSION= 82,717.07 MAX INT BC PANEL LENGTH = 96.00 • • STRESS ANALYSIS: 40G6N8,9K GB I,S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 43-10 WORKING LENGTH 43-6 DEPTH 40 BC PANLS LE= 4-(I 5 BC PANELS AT 8-0 TC PANELS LE= 4-(l F iRST HALF · LE= 3-11 1/2 SPECIAL 1ST COMP FIRST DIAG LE= 7-11 1i2 DEPTHS LE= 40.000 CENTERLINE= 40. 000 MULTIPLE LOADING: EFF DEPTH 38.6 RE= 3-1(1 1/2 RE= 3-10 1/2 RE= 0-(I RE= 3-10 1/2 RE= 40.000 JOIST GIRDER DESIBN: 5230 LB CONG LOAD AT DIAGONAL TC PANEL PTS LOAD€ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMFRESSION AND TENSION ADDiTIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 43900 UNIFORM TC LOAD= (I UNIFORM BC LOAD= (1 ALL LOADS SHOWN REDUCED BY 251, REACTIONS R1= +10!846.99 R2= +12,688,01 MIN SHR= 3! 172. (1(1 TL= 23,~135,0(} -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F csc WEB L PF' DISTANCE 1 W2 -i(l ! 589 (i 8,885 13,823 1, ~,55 60.(14 0 " -.(. ~. W3 -10,~189 21 ~ ~,23 B,BB~, -14,089 -1.~185 61.2(1 4-0 .(. 3 W4 -27,695 21,523 4,963 7!919 1,595 61.59 7-11 1/2 4 W5 -27,695 33,867 4,963 -7,919 -1.595 61.59 11-11 1/2 C ,, W6 -35,161 33,867 1104(1 51061 L595 61,59 15-11 1/2 b W7 -35i161 36,-455 1,040 -51061 -1.595 61.59 19-11 1 '" It. 7 W7 -32rB72 36,4~,5 -2,881 -~1,061 1.595 61. 59 23-11 1/2 8 W6 -32,872 29,288 -2,881 5!061 -1.595 61.59 27-11 112 9 W5 -201827 29,288 -6,804 -10!857 1.595 61.59 31-11 1/2 10 W4 -20i827 12,366 -b,804 10,857 -1,595 61.59 35-11 112 11 W3 -12~366 12,366 -10,726 -10,726 1,(1(1(1 38.60 39-11 1/2 12 W2 -12,366 (I -10,726 16,370 -1.526 58.9(1 39-11 1 ,,., It. -----STD VERTICALS---- 13 SE SG END 12,688 -12,688 1.000 38.6(1 14 Yl END PNL (I 0 1.000 38.60 '~ J.1.I V2 INTERIOR (I (I 1.000 38,60 MAX TC COMPRESSION= -68 1086.7~ MAX BC TENSION= ~6!455,92 t'f'•\Z .ifit. INT TC PANEL LENGTH= 48,(1(1 NAX iNT BC PANEL LENGTH= 96.00 • • 40G6N8. 9K ·sa . RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM l 32,925 -43, ~,14 (I (I 31,364 (I • r; 32,925 -43i~•14 48,836 0 0 -311969 t. .) 32,925 -62,840 48,836 (I 17,970 0 4 32,925 -62,840 76,844 0 0 -17,970 r 32,925 -79,780 76,844 0 11,484 (I ., I 6 32,925 -79,780 82,717 0 0 -11,484 7 32,925 -74,586 82,717 0 0 -11,484 8 32~925 -74,586 66,45~1 0 11,484 0 9 32~ 92~1 -53,752 66,455 0 0 -24i635 i t1 32,925 -~13~ 752 28i058 0 24 ~ 63~1 0 J.t) ff 32,925 -45,291 281058 0 0 -24,338 J.l ,r; l.C 32!925 -4:,,291 0 -0 37 ! 143 (I ,.,. .i~' (I (I 0 (I (I -28,788 i4 (i 0 0 0 (I (I "' .ii..1 0 0 (I (I 0 (I MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • Internatioal Structural Products MEMBER SIZES: 4066N8.9K 68 El Paso , Te_xas D-44-95-519 LOT 43 Fy BENDING LOAD OUTSIDE DEPTH BC = 33 AREA= 1.4380 TC = 37 = 50,000.000 = (l,(1(1(1 = 40.000 y iY.) = 0.8420 CARLSBAD CA JFL Fb = 30,000.000 ASSUMED FORCE = 79,780.625 ASSUMED EFF DEPTH= 38.6(1(1 Rrt = 1.6328 Rz = o,::i920 AREA= 1.7770 Rx y = 0.8650 Sl ACTUAL EFF DEPTH = = 0. 9220 Rz = O. 5890 Ryy = 1.6471 = 1,7456 Ss = 0.7072 Gs 38.293 GAP BETWEEN CHORD= = 1.(1(1(1(1 1.000 !:uRRECTH LOAD TC= 80!420.237 BC = 83,380.233 URx = 5i,060 USING L = 48.(10 L/Ryy= 58.283 USING L = 96.00 LiRz = 40.747 USING L = 24.00 WITH FILLERS K= 1.00 Fa = 23!006.2 USING L/R= ~,8.28 F'e= :,5,097.32 Cm= 0.00000 MAX :..OAD iFILLERSi= 82 1589.08 MAX LOAD NO FILLER= 67,167.73 FiLLER PANELS REGD = 4 MIN WELD LEN 2X = 0.577. TC (fa/Fal = 0.98347 USING TC= 37 = 3 X 3 X ,312 BC STRESS = 28,991.73609 USING BC= 33 = 3 X 3 X .250 CHORD WT = 972. 806 CHORD WT /FT END PANEL CHECK W= 0 END PANEL CHECK = LEFT END LENGTH AXIiiL LuAD Fa fb PANEL PT = 43~863,0B = 195389.82 = (l,(l(l RX 1AL STRESS fa F'e fb MID-PANEL = 22,189 = 46.00 = 12,341.89 = 59!992.55 = o.oo Cw = 0.938 fa/Fa = 0,636 PANEi. PT= 12i341.8 MID PANEL= 0.636~, NO FILLERS L/R= 78.09 END PANEL CHECK AXIAL LOAD Fa = = = RIGHT END 4!:i,654.44 19;886.94 LENGTH AXIAL STRESS F. e fb PANEL PT = 0. 00 fo MID-PANEL fa Cm = 0.939 fa/Fa = Fi\NEL PT= 12, 84!:,. 9 rHD PANEL= (l, 6459 NO FILLERS BOTTOM CHORD L/Rz= 162.162 TC OAL/Ryy = MAX BRIDGING CHECK TC= 23.33' BC= 32.65' = 44. 5(1 = 12i84!:,.93 = 64ii05.15 = (l,(l(l (l,645 L/R= '""C J:t'. J 1.1. '-'"-'' 316.918 MOMENT OF INERTIA= 2,336.4 LL 360=1i060.4 LL 240=1i~%.6 TC "iENSIDN STRESS= 9~338.48 RUN ON 11-1-95 • • . : WEB DESIStH 4086N8.9K. 88 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 37 = 3 X 3 X .312 BC= 33 = 3 X 3 X .250 ------WEB DESIGN------• NUMBER SZ GTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 H ·2 B 31,364 31,936 (I 91207 11,3 .187 1 1/2 X 1 1/2 X .187 2 W3 2A 2 B 0 54,661 31,969 33,333 11,5 .187 2 1/2 X 2 1/2 X .1B7 3\i/4 26 1 17, 97(1 23,573 (I 4,776 6,5 ,187 2 X 2 X ,205 4 W5 23 2 B (I 37,875 17,97(1 18,562 7.5 .163 2 X 2 X .163 5 W6 20 1 11,484 14,665 (I 3,047 6.2 .125 2 X 2 X .125 6 W7 20 2 B (I 29~330 11,484 13,837 6.2 .125 2 X 2 X .125 7 W7 20 2 B (I 29,33(1 11,484 13,837 6.2 .125 2 X 2 X .125 a vi6 20 1 11,484 14,665 0 3,047 6.2 .125 2 X 2 X .125 9 w~. 28 2 B (I 52,964 24,635 25,631 8.9 .187 2 X 2 X .232 10 W4 lJ 2 B 24,635 26,906 0 7i502 10.7 .156 1 1/2 X 1 1/2 X .156 11 W3 23 2 B 0 371875 24,338 27,174 l(t,1 .163 2 X 2 X ,163 12 W2 25 2 B 37~143 43,329 0 22,727 13.4 .187 2 X 2 X .187 ----STANDARD VERTICALS---- 13 SE 24 2 B 0 40,783 28,788 29,888 11.1 .176 2 X 2 X .176 14 Vl 15 1 0 7,908 1,608 1,611 2.0 .054 11/4 X 1 1/4 X .109 1~, V2 15 1 0 7,908 1,608 1,611 2,0 .054 1 1/4 X 1 1/4 X .109 • -: S1RESS ANALYSIS: 48G7N7,6K 69 D-44-95-5.19 LOT 43 BASE LENGTH 55-3 112 WORKING LENGTH 54-11 1/2 I,S.P, I MEXAM, INC. RUN ON 11-1-95 CARLSBAD CA JFL DEPTH 48 EFF DEPTH 46.32 BC PANLS LE= 4-0 TC PANELS LE= 4-(I FIRST HALF' LE= 3-4 6 BC PANELS AT 8-(I SPECIAL 1ST COMP RE= RE= RE= 4-(l 4-0 3-11 1i2 FiRST DIAG LE= 7-4 DEPTHS LE= 48.000 MULTIPLE LOADING: CENTERLINE= 48. 000 RE= 7-11 112 RE= 48,000 JOIST GIRDER DESIGN: 7600 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRBS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS R1= +26,859.29 R2= +26,340.71 MIN SHR= 6,714.82 TL= 53,200.00 -------------STRESS ANALYSIS------------- NO MEii TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -22,899 (I 23,059 32,498 1.409 65.28 0-2 2 W3 -22,899 42,813 23,059 -30,467 -1s321 61.20 4-0 4 W5 5 ~l6 6 W7 7 WB B WB 9 W7 10 W6 11 W5 12 W4 13 W3 14 W2 -58,832 -~,B,832 -82,997 -82,997 -91,410 -91,410 -84,072 -84,072 -60,982 -6(1,982 -22,384 -22,384 SG END 16 V1 END PNL 17 V2 INTERIOR 42,813 74,8~,2 74,852 91,141 91,141 91,679 91,679 76,465 76,465 45,499 4~,,499 1~·,459 1~·,4~,9 7,859 7 !8~,9 259 259 -7,340 -7,34(1 -14,940 -14,940 -22,~·40 22,262 -22,262 11.318 1.440 66.70 7-4 -1.440 66.70 11-4 1.440 66.70 15-4 -11,318 -1.440 66.70 19-4 9,669 1,440 66.70 23-4 -9,669 -1.440 66.70 27-4 -10,5?1 1.440 66.70 31-4 10·;571 -1.440 66.70 3~,-4 -21,515 1.440 66,70 39-4 21!515 -1.440 66.70 43-4 -32,285 1.432 66.34 47-4 -0 -22,540 31,767 -1.409 65.28 ~.1-3 1/L -----STD VERTICALS---- 26,859 -26,859 1.000 46.32 0 (I 1.000 46.32 0 0 1.000 46.32 MAX TC COMPRESSION= -91i410.3:, MAX BC TENSION= 91i679,04 MAX HiT TC PANEL LENGTH = 48. 00 MAX INT BC PANEL LENGTH = 96.00 • • STRESS ANALYSIS: 4867N7.6K G9 I.S.P, / MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JF[ BASE LENGTH 5:,-3 1/2 WORKING LENGTH 54-11 1/2 DEPTH 48 BC PANLS LE= 4-0 TC PANELS LE= 4-(I FJRST HALF kE= 3-4 FIRST DIAG LE= 7-4 DEPTHS LE= 48,000 MULTIPLE LOADING: 6 BC PANELS AT 8-0 SPECIAL 1ST COMP CENTERLINE= 48. 000 EFF DEPTH 46.32 RE= 4-(l RE= 4-(l RE= 3-11 1/2 RE= 7-11 1/2 RE= 48.000 JOIST GIRDER. DESIGN: 4170 LB COtiC LOAD AT DIAGONAL TC PANEL PTS LOAD€ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 43800 UNIFORM TC LOAD= (1 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 2!:,7. REACTIONS Rl= + 11; 052. 9!:, R2= +10 1839, !:,5 MIN SHR= 2,763.24 TL= 21,892. !:,O -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP D15TANCE 1 W2 2 W3 3 W4 4 W5 !:, W6 6 W7 7 WB 8 WB 9 W7 1(1 W6 11 W5 12 W4 13 W3 14 W2 -~,42:S -9!423 -24,2i0 -24;210 -34,154 -34~154 -37,616 -37,616 -341596 -341.596 -25,095 -25;095 -9,211 -9;211 15 SE SG END 16 \/1 END PNi.. 17 V2 INTERIOR 0 17,618 17,618 30,802 30,802 3} I~1(}5 37, so:1 37,727 37,727 311466 31,466 18~723 18,723 9 ~4B9 9,489 6;361 6,361 3,234 3,234 -3!020 -3,020 -6,148 -6,148 -9;275 131373 -rz~537 9,161 -9,161 4,657 -4,657 3,979 -3,979 -4;350 4!3~10 -8!854 81854 -13;286 0 -9i275 13!072 1.409 65.28 (l-2 -1.3'21 61.20 4-(; 1.440 66.70 7-4 -1.440 66.70 11-4 1.440 66.70 15-4 -1.440 66.70 19-4 1.440 66.70 23-4 -1.440 66.70 27-4 1.440 66.70 31-4 -1.440 66.70 3!:,-4 1.440 66.70 39-4 -1.440 66.70 43-4 1.432 66.34 47-4 -1.409 65.28 51-3 1/2 -----STD VERTiCALS ---- 111052 -11,052 1.060 46.32 !) (l 1,(!(l(l 46.32 M?.X INT TC PANEL LENGTH = 4S. 00 MAX INT BC PANEL i.ENGT!-i = 96. (i(l • • 4BG7N7,6K 'B9 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COtl 1 32,850 -42,273 0 (l 32i498 (1 • r, 32,850 -42i273 42,813 (i 0 -30i467 .t. ~' 32, 85-0 -58i832 42i813 0 22i262 0 4 32,850 -58!832 74,852 0 0 -22,262 5 32,850 -82i997 74,852 0 11i318 0 6 32,850 -B2i997 91,141 0 0 -11,318 7 32i850 -91,410 91,141 0 9,661, (I 8 32,850 -91,410 91,679 0 0 -9,669 9 32i850 -84,072 91,679 (1 (I -10i571 10 32,850 -84i072 76,465 (I 10,571 0 il 32,850 -60,982 76,465 0 (l -21,515 12 32~8~,0 -60,982 45,499 (I 21,515 (I 13 32,85(1 -42,061 45,499 0 0 -32,285 14 32,850 -42,061 0 -Q 31,767 (I 15 0 0 0 0 -, (I -26,859 16 (i 0 (I 0 (l (l 17 (I (I (l (I 0 (l MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • . : Internatioal Structural Products MEMBER SIZES: 4867N7.6K 69 El Paso, Texas D-44-95-519 LOT 43 CARLSBAD CA JFL Fy = 50,(l(l(l,(!00 Fb = 30, (l(l(}, 000 BENDING LOAD = o. (l(l(l ASSUMED FORCE = 91,410.355 uUTSlDE DEPTH = 48,000 ASSUMED EFF DEPTH= 46,320 BC = 35 . AREA = 1.6070 y ( X) = (i.8540 Ryy = 1.6403 Rz = o.~.rn, TC = 3E AREA= 2.0900 Rx = 1.0820 Rz = 0.6900 Ryy = 1.8417 V = 0.9900 51 = 2.4i37 Ss = (1,9756 Gs = 0.9859 I ACTUAL EFF DEPTH= 46. 1~16 GAP BETWEEN CHORD= 1.(10(1 CORRECTED LOAD TC= 91,73~1.151 BC = 92,004.798 URx = 44.362 USING L = 48.00 L/Ryy= 52.125 USING L = 96.(10 LiRz = 34. 782 USING L = 24.(1(1 WITH FILLERS y-.. -LOO Fa= 23,736.9 USING L/R= 52.12 F'e= 75,879.27 Cm= 0.00000 MAX LDAD !FILLERS)= 100,212.53 MAX LOAD NO FILLER= 87,866.67 FILLER PANELS REQD = " MIN WELD LEN 2X = 0.658 .{. TC (fa/Fa) = 0.92456 USING TC= 3E = 3 1/2 X 3 1/2 X ,312 BC STRESS = 28,626,25954 USING BC= 35 = 3 X 3 X .281 CH:JRD !H = 1,411.030 CHORD WT/Fi END PANEL CHECK W= (; END PANEL CHECK = LEFT END LENGTH = 2~,.516 = 46.(l(l AXIAi. LDAD RXIAL STRESS fa = 10,149.24 : 42!423.84 Fa F ' e = 82, 62(1. 91 = 21,328.54 fb PANEL PT fb MID-PANEL = 0,(1(1 = (l,(l(l Cm = 0.963 fa!Fa = (1,475 PANEL FT= 10,149.2 MID PANEL= 0,4758 NO FILLERS L/R= 66.66 END PANEL CHECK = RIGHT END LENGTH = 46,(l(l AXIAL LOAD = 42,211.17 AXIAL STRESS fa = 10,098.36 Fa = 21s328.54 F'e = 82!620.91 fb P!'\NEL FT = 0.00 fo MID-PANEL = (l,(l(l Cm = (1,963 faiFa = (1,473 PANEL Pi= 101098.3 MID PANEL= 0,4734 NO FILLERS L/R= 66.66 BOTTOM CHORD L/Rz= 162,436 TC OALiRyy = 358.092 MAX BRElGING CHECK TC= 26.09' BC= 32.80' MDMENT OF INERTIA= RUN ON 11-1-95 • • ~ : WEB DESI6N°:'"4867N7 ,6K 69 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 35 = 3 X 3 X ,281 ------WEB DESIGN------• NUMBER SZ QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME i W2 23 2 B 32,498 37,875 0 16,954 13.5 .163 2 X 2 X .163 2 W3 2A 2 B (i 54,661 30,467 33,335 11,0 .187 2 1/2 X 2 1/2 X .187 3 W4 16 2 B 22,262 23,937 (I 5,740 10,9 .138 1 1/2 X 1 1/2 X .138 4 t~5 29 2 B 0 56,842 22,262 23,584 8.0 .187 2 X 2 X .2~,0 5 W6 21 1 11,318 16,725 0 2,934 5.4 ,143 2 X 2 X .143 6 W7 20 2 B (I 29 i33(1 11,318 12,494 6.1 .125 2 X 2 X .125 7 WB 2(1 1 91669 14,665 0 2!598 513 .125 2 X 2 X .125 8 WB 20 2 B (i 29,330 9,669 12,494 5.3 .125 2 X 2 X .125 9 W7 20 2 B (l 29 i33(1 10,571 12,494 5.7 .125 2 X 2 X .125 1(1 W6 21 1 10, ~,71 16,725 (i 2,934 5.0 .143 2 X 2 X .143 11 W5 28 2 B (l 52,964 21,515 22,119 7.8 .187 2 X 2 X .232 12 W4 16 2 B 21J515 23,937 (I 5,740 10,5 .138 11/2 X 1 1/2 X ,138 13 W3 2C 2 B (I 61,509 32,285 36i016 11.6 .187 2 1/2 X 2 1/2 X .212 i4 W2 23 2 B 31,767 37,875 0 16,954 13.2 .163 2 X 2 X .163 ----STANDARD VERTICALS---- 1~, SE 24 2 B (l 40,783 26,859 26,886 10.3.1762 X 2 X .176, • i6 \11 Ir I (I 10,877 1,834 2,211 2.0 ,06111/2 X 1 1/2 X ,125 _t ~ i7 V2 iE 1 (l 10,877 1,834 2,211 2.0 ,06111/2 X 1 1/2 X .125 STRESS ANALYSIS: 48G6N10,2K 610 I.S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47~ 7 DEPTH 48 BC PANLS LE= 3-11 1i2 ~. BC PANELS AT 6-0 TC PANELS LE= 3-11 1/2 FIRST HALF U= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48. 000 MULTIPLE LOADING: CENTERLINE= 48,000 EFF DEPTH 46.156 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-(1 RE= 7-11 1/2 RE= 48,000 JOIST BIRDER DESIGN: 10200 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= (I REACTIONS R1= +30,6(1(1.(10 R2= +30,600.00 MIN SHR= 7,650.00 TL= -------------STRESS ANALYSIS ------------- 61,2(1(1,(1(1 NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE • W2 -25i137 0 25,50(1 35,807 1,4(14 64.Bl (l-2 l 2 If' -2~,,137 51,656 25,5(1(1 -36,789 -1.442 66.59 3-li 1/2 ,., 3 W4 -67 i ~,67 51,6% 1~·,30(i 22,Ci73 1.442 66. ~.9 7-11 1/2 4 we ''7 C' "'1 83,478 15,300 -22, 073 -1,442 66.59 1!.-11 1/2 •' -0.1, ~•OJ " •' W6 -88,782 83,478 !:,,l(l(l 11,036 1.442 6ba59 1~1-11 1 "' I£. 6 W7 -88,782 g4,(186 5, 1 (H) -11,036 -1.442 66. !:,9 19-11 1/2 7 W7 -88,782 94,086 -5,100 -11,036 1.442 66.!:,9 23-11 112 8 Wo -88,782 83i478 -~,,1(10 11,(136 -1.442 66.59 27-11 1/2 9 W:i -67,567 831478 -1=•1300 -22/!73 1.442 66.59 31-11 1/2 10 W4 -67,567 51,656 -15,300 22,073 -1.442 66.59 35-11 112 1!. W3 -2~,,137 51 1656 -25150(1 -36,789 1.442 66.59 39-11 1/2 '" W2 -25~137 -0 -251500 35,8(17 -1.404 64.81 43-11 1/2 l.! -----STD vERTICALS ---- 13 SE SG END 3(11600 -301bOO 1.000 46.15 14 V1 END PNL (I 0 1.000 46.15 f C h' V2 INTERIOR (i (I 1,(1(1(1 46.15 MAX TC COMPRESSiotJ= -88 1782.60 MAX BC TENSION= 94,086.35 ., • .. _; ST.RESS ANALYSIS: 48G6N10,2K 610 I.S.P. /-MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47--7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 3-11 112 FIRST HALF.LE= 4-0 ~iRST DIAG LE= 7-11 1/2 DEPTHS LE= 48,000 CENTERLINE= 48,000 MUL rIPLE LOADiNG: EFF DEPTH 46.156 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-(I RE= 7-11 1/2 RE= 48.000 jQIST GIRDER DESJ6N: 5580 LB CONC LOAD AT DIASONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITlONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 81300 UNIFORN TC LOAD= 0 UNIFORM BC LOAD= (I ALL LOADS SHOWN REDUCED BY 251 REACTIONS R1= + 12 ! 5~,5. 00 R2= +12!555,00 MIN SHR= 3,138.75 TL= 2~1,110.00 -------------STRESS ANALYSIS ------------- ND MEM. TC F BC F SHEAR WEB F CSC: WEB L PP DISTANCE 1 W' ,: -!0~313 (l 10!462 14!691 1.404 64.81 (l-2 "' W3 -10,313 21,194 10,462 -1~1!094 -1.442 66.59 3-11 1/2 i. .,. ._, W4 -27~722 21i194 6,'i.77 9,056 1.442 66.59 7-11 1/2 4 W5 -27,722 34,2~,(} 6,277 -9,056 -1.442 66.59 11-11 1/2 C \iib -36,426 34,250 2!092 4,528 1.442 66.59 15-11 1/2 •' b W7 -36!426 38,603 2,092 -4,~128 -1.442 66.59 19-11 112 7 W7 -36,426 38,603 -2,092 -4,528 1.442 66.59 23-11 1/2 8 Wt -36,426 34~250 -2,092 4!528 -1.442 66,59 27-11 1/2 9 W5 -27,722 34!250 -6,277 -9,056 1.442 66.59 31-11 1/2 10 W4 -27?722 21,i94 -b,277 9 ,0~,6 -1.442 66.59 3~.-11 1/2 11 W3 -10,313 21,194 -10,462 -15,094 1.442 66.59 39-11 1/2 j r. -i. W2 -10,313 (l -10,462 14,691 -1.404 64.81 43-11 1/2 -----STD VERTICALS ---- 13 SE SG END 12! ~,55 -12,555 1.0(10 46.1~, 14 p: Yl END PNL (I (I 1.0(1(1 46.15 15 :il"'i y,: INTERIOR 0 0 1.(l(l(l 46.1~, w,v 1.NA TC COMPRESSION= -971401.98 MAX BC TENSION= 38:603.(17 • • 4866N10.2K°·o10 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB CON 1 60,975 -71i288 0 0 35,807 (I • 2 6(1,975 -71i288 51,656 (I (I -36,789 ':! 60, 97·5 -BB,697 51,656 0 22,(173 0 ,. 4 60,97!', -88,697 83,478 0 0 -22,073 r 60,975 -97,4(11 83,478 (I 11,036 (I •' 6 60i975 -971401 94,086 (l (1 -11,036 7 60,975 -97,4(11 94,086 (l (I -11, 036 8 60,975 -97,401 83,478 0 11i036 0 9 60i975 -88,697 83,478 •. -, (l -22,073 \,I 1(1 60,975 -88,697 51,656 (I 22,073 (I 11 60, 97~, -71,288 51,656 (l (l -36,789 12 60,975 -71i288 (I -(! 35,807 (I 13 0 (l (l (l (I -30i600 14 (I (1 (I (I (I (1 15 (I (I 0 (I (I (I MAXIMUM UNIFORM LOAD: TOP CHORD= (1 • lnternatio-a.l Structural Products MEMBER SIZES: 48GbN10,2K 610 El Paso , Te~as D-44-9~,-~,19 LOT 43 CARLSBAD CA JFL Fy BENDING LOAD OUTSIDE DEPTH B~ = 3~, . = = = 5(1, (l(l(l. (1(10 (l,(1(1(1 48.(l(l(l Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= 30,000.00(1 97,401.981 46.156 AREA= 1.6070 y(x) = 0.8540 Ryy = 1.6403 Rz = 0.5910 TC = 3E AREA= 2.0900 Rx = 1.0820 Rz = (l, 6900 Ryy = 1.8417 y = 0.9900 Sl = 2.4737 Ss = (,. 9756 Qs = 0.9859 ACTUAL EFF DEPTH= 46.156 SAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 97,401.981 BC = 94,086.359 L/Rx = 44.362 USING L = 48.(i(i L/Ryy= ::,2.12~, USING L = 96.00 L/Rz = 34.782 USING L = 24.00 WITH FILLERS K= 1.00 Fa = 23,736.9 USING L/R= 52.12 F'e= 75,879.27 Cm= 0.00000 MAX LOAD (FILLEP.Sl= 100,212.53 MAX LOAD NO FILLER= 87,866.67 Fi LLER PANELS REGD = 8 MIN WELD LEN 2X = 0. 699 TC (fa/Fa) = 0,98167 USING TC= 3E = 3 1/2 X 3 1/2 X ,312 BC STRESS = 29 ~273, 91390 USING BC= 35 = 3 X 3 X .281 CHORD WT = 1,222.845 CHORD WT/FT END PANEL CHECK W= 0 END PANEL CHECK = LEFT END LENGTH AXIAL LOAD = 71,288.79 AXIAL STRESS ia Fa = 21i45~1.67 F'e fb PANEL PT = 0.00 fb MID-PANEL Cm = 0.939 fa/Fa = = 25.516 = 45.50 = 17~054,7i = B4i446,73 = (l,(!O 0.794 PANEL PT= 17,054.7 MID PANEL= 0.7948 ND FILLERS L/R= 65.94 END PANEL CHECK = RIGHT END LENGTH AXIAL LOAD = 71,288.79 AXIAL STRESS fa Fa = 21,455.67 F'e fb PANEL PT = (i,(10 fb MID-PANEL Clll = 0.939 faiFa = PANEL PT= 17/154.7 MID PANEL= 0.7948 NO FILLERS BOTTOM CHORD L/Rz= 162.436 TC OAL/Ryy = MAX BR ID6 IN6 CHECK TC= 26. i.19' BC= 32. 80' MOMENT OF INERTIA= = 45. 50 = 17.054.73 = 84,446.73 = (!. (!(, 0.794 L/R= 65.94 310.039 RUN ON 11-1-95 • • . _-; WEB DESIGN:· 48G6N10,2K 610 RUN ON 11-1-95 1-44-95-519 LOT 43 CARLSBAD CA JFL TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 35 = 3 X 3 X .2B1 ------WEB DESIGN------• NUMBER SZ [HY ACTUAL T ALLOW T ACiUAL C ALLOW C WELD THK ANGLE NAME 1 W2 25 2 B 35,807 43,329 0 19 1521 12,9 .187 2 X 2 X .187 2 W3 2E 2 B 0 66,478 36,789 39,224 13.3 ,187 2 1/2 X 2 1/2 X .230 3 W4 16 2 B 22,(173 23,93i 0 5,760 10,8 ,138 1 1/2 X 1 1/2 X ,138 4 w=, 28 2 B 0 52,964 22,073 22,195 8.0 ,187 2 X 2 X .232 ~. W6 21 1 11,036 16,725 0 2,944 5.2 ,143 2 X 2 X .143 6 W7 20 2 B 0 29,330 11,036 12,525 6.0 .125 2 X 2 X ,125 7 iH 20 2 B 0 29 ,33(l 11,036 12!525 6.0 ,125 2 X 2 X .125 8 W6 21 1 11,036 16,725 0 2!944 5,2 ,143 2 X 2 X .143 9 W5 28 2 B (l 52,%4 22,073 22,195 8,0 .187 2 X 2 X .232 10 W4 16 2 B 22~073 23,937 0 5,760 10.8 .138 1 1/2 X 1 1/2 X .138 11 W3 2E 2 B 0 66,478 36,789 391224 13.3 ,187 2 1/2 X 2 1/2 X .230 12 W2 25 2 B 35,807 43,329 0 19,521 12.9 .187 2 X 2 X ,187 ----STANDARD VERTICALS---- 13 SE 26 2 B 0 47,146 30,600 31,405 11,0 ,187 2 X 2 X .205 14 Vl 1E 1 (I 10,877 1,948 2,226 2.0 ,065 1 1/2 X 1 1/2 X ,125 1~, V2 1E 1 0 10,877 1,948 2,226 2.0 .065 1 1/2 X 1 1/2 X .125 • STRESS ANALYSIS: 4B66N10,2K 611 I,S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-(I TC PANELS LE= 3-111/2 FIRST HALF lE= 4-0 FIRST DIAS LE= 7-111/2 DEPTHS LE= 48.000 CENTERLINE= 48. 000 MULTIPLE LOADING: EFF DEPTH 46.156 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-(l RE= 7-11 1i2 RE= 48,(100 JOJST GIRDER DESIGN: 10200 LB CONC LOAD AT DIAGONAL TC PANEL F'TS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS R1= +301600.00 R2= +30!6(10,0(1 MIN SHR= 7,650.00 TL= -------------STRESS ANALYSIS ------------- bl !2(1(1,(l(l NO MEM TC F BC F SHEAR WEB F csc WEB L pp DISTANCE 1 W2 -25,137 (I 25, ~.oo 35,B07 1.404 64.81 0-" I. 2 li3 -25,137 51,656 25,500 -36,789 -1.442 66.59 3-11 H2 .,. W4 -67 !567 ~.1, 656 1~1,300 22~073 1.442 66.:8 7-11 1i2 .J 4 wr -67,567 83,478 15,300 -22!073 -1.442 bb.59 11-11 1/2 ., C !ii6 -88!782 83,478 5! 1(!0 11,(!36 1.442 66.59 15-11 1/2 •' 6 W7 -88,782 9~/!86 5!100 -11!036 -1.442 66.59 19-li 1/2 7 W7 -88i782 94,086 -5,100 -11,036 1.442 66. ~.9 23-11 1 '" 1,. 8 W6 -88,782 83,478 -5,100 11,036 -1.442 66.59 27-11 1/2 9 we t""f ~ :""f 83,478 -15,300 -22,073 1.442 66.':,9 31-11 1i2 •' -01 p.•ol l(i \;;4 -67i567 51,656 -15,30(1 22,073 -1.442 66.59 35-11 1/2 ff W3 -25,137 51 ~6~16 -25i50(i -36,789 1.442 66.59 39-11 1i2 l! 12 IQ -25i137 -0 -25,500 35~807 -1.404 64.81 43-11 1/2 -----STD VERTJCALS ---- 13 SE SG END 30!600 -30,600 1.000 46.15 14 \/1 END PNL (i 0 1,(100 46.15 f C hi \12 INTERIOR (i (l 1.000 46.15 MAX TC COMPRESSION= -88,782.60 MAX BC TENSION= 94,086.35 • • ~ : STRESS ANALYSIS: 4866N10.2K G11 I.S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT B-0 TC PANELS LE= 3-11 1/2 FIRST HALF LE= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48.000 CENTERLINE= 48.0(1(1 MULTIPLE LOADING: EFF DEPTH 46.156 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-(I RE= 7-11 1/2 RE= 48,000 JOIST BIRDER DESI6N: 5580 LB CONG LOAD AT DIAGONAL TC PANEL FTS LOAD@ BOTH BRGS ADD1TIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSJON AND TENSION ADDITiONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 11890(1 UNIFORM TC LOAD= (l UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25% REACTIONS Rl= +12,555.00 R2= +12,555.00 MIN SHR= 3,138.75 TL= 25, 11(1, (1(1 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE • W2 -10,313 (I 10,462 14,691 1. 4(14 64.81 0-2 J. 2 W3 -1(i~313 21! 194 10,462 -15,(194 -1.442 66.59 3-11 1/2 7 •' W4 -27,722 21i194 6,277 9,056 1.442 66.59 7-11 1/2 4 w~, -27,722 34,25(1 6,277 -9,056 -1.442 66.59 11-11 1/2 ,: ,! W6 -36,426 34!250 2,092 4~ 52d 1.442 66.59 15-11 1i2 6 W7 -30,.426 38,603 2,092 -4,528 -1.442 66.59 19-11 1/2 T Wt -36,426 38,6(13 -2i092 -4,528 1.442 66.59 23-11 112 E W6 -36,426 34!2~,0 -2,092 4!528 -1.442 66.59 27-11 1/2 9 W5 -27;722 34,25(1 : .-i.-,--o,.t.J i -91056 1.442 66.59 31-11 1/2 10 W4 -27, 7'i.2 21,194 r -,"1""' -01.t.1 I 9,0% -1.442 66.59 35-11 1i2 11 W3 -10,;:;13 21,194 -1(1,462 -15,094 1.442 66.59 39-11 1/2 12 W'' L. -10,313 0 -10,462 14,691 -1.4(14 64.81 43-11 1/2 -----STD VERTICALS---- 13 SE SU END 12 ~ ~,55 -12,55~, 1.(1(1(1 46.1:, 14 '" vl END PNL (I (i 1,000 46,15 1" Jl'i INTERiOR (i (I 1.000 46.15 .. , Vi. MAX TC CuMPRESSiDN=-125!601.98 MAY. BC TENSION= 38,603.07 • • ... 4BG6N10.2K°-'B11 R~N ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM • B9, 17~, -99,48B 0 0 35,807 (I • i 2 B9,175 -99,48B ~,1 ,656 0 0 -36,789 7 89117·5 -116,897 :,1 ,656 (I 22,(173 0 •' 4 89,175 -116,897 83,478 0 (I -22,073 C 89,175 -125,601 83,478 0 11,036 0 •' 6 89,175 -125,601 94,086 0 0 -11, 036 7 89,175 -125,601 94,086 (I (I -11/136 8 89,175 -125,601 83,478 (I 11,036 0 9 89,17:, -116,897 83,478 0 (I -22,073 10 89,~75 -116,897 51,656 (I 22!073 (I ,, 89,175 -99,488 ~,1, 656 (I (I -36,789 ll 12 89,175 -99,488 (i -(I 35,BOi (I 13 (I (i (I (I (I -30,600 f. ~'t (I (I (I (I (I (I 15 (l (I (I (I (I (l MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • Internatioal Structural Products MEMBER SIZES: 4866N10,2K 611 El Paso , Texas D-44-95-519 · LOT 43 CARLSBAD CA JFL Fy BENDING LOAD OUTSIDE DEPTH BC = 35 . AREA= 1.6070 TC = 42 = :,0,000.00(1 = (l.(l(l(I = 48.(l(i(l y(x) = 0.8~,4(1 Fb = 30,000,(l(l(I ASSUMED FORCE = 125,601.981 ASSUMED EFF DEPTH= 46.156 Ryy = 1.6403 Rz = 0.5910 AREA= 2,8590 Rx = 1.2350 Rz = 0,7880 Ryy = 2.0512 y = 1,1380 Sl = 3.8304 Ss = 1.5230 Gs = 1.0000 ACTUAL EFF DEfTH = 46.008 GAP BEH)EEN CHORD= 1.(1(10 CORRECTED LOAD TC= 126,006.021 BC = 94 1389,019 L/Rx = 38,866 USING L = 48,00 URyy= 46.800 USING L = 96.00 L/Rz = 30.456 USING L = 24.00 WITH FILLERS K= LOO Fa = 24,841.5 USING L/R= 46.80 r e= 98,855.89 Cm= 0,00000 MAX LOAD (FILLERS)= 143,464.19 MAX LOAD NO FILLER= 130,293.37 NO INTERiOR FILLERS REGUIRED TC (fa/Fal = 0,88709 USING TC= 42 = 4 X 4 X .375 BC STRESS = 29;368.08316 USING BC= 35 = 3 X 3 X .281 CHORD WT END PANEL CHECK AXIAL LOAD Fa fb PANEL PT Cm = 1i477.204 CHORD WT/FT = END PANEL CHECK W= 0 = LEFT END LENGTH = 99,808.83 AXIAL STRESS fa = 23,099.33 F'e = 0.00 fb MID-PANEL 0.952 fa/Fa = 30.824 = = 45.50 = 17!45f,.2(1 = 110/117.62 = (l,(l(l 0.755 PANEL PT= 171455.2 MID PANEL= 0.7556 NO FILLERS UR= 57.74 END PANEL CHECK = RIGHT END LENGTH = 45.50 AXIAL LOAD = 99,808.83 AXIAL STRESS fa = 17,45:,,2(1 Fa = 23~099,33 F'e = 110f017,62 fb PANEi. PT = 0,00 fb MID-PANEL = 0,00 Cm = (l,952 faiFa = 0.755 PANEL PT= 17,455.2 MJD PANEL= 0,7556 NO FILLERS L/R= ~,7.74 BOTTOM CHORD L/Rz= 162. 436 TC 0/ll/Ryy = 278.364 MAX BRIDGING CHECK TC= 29. O~,' BC= 32. 80' MDMEhT OF INERTIA= TC TEN3ION 5T~ESS = RUN ON 11-1-95 • • . _; WEB DESJ6N°:··4a66N10.2K 611 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 42 = 4 X 4 X .375 BC= 35 = 3 X 3 X .281 ------WEB DESIGN------• NUMBER SZ GTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 25 2· B 35,807 43,329 (I 19!52112.9 .187 2 X 2 X .167 2 W3 2E 2 B 0 66,478 36,789 39,224 13,3 .187 2 1/2 X 2 1/2 X .23(1 3 W4 16 2 B 22,073 23,937 0 5,760 10.8 .138 1 1/2 X 1 1/2 X ,138 4 145 28 2 B (l :,2,964 22,073 22,195 8,0 .187 2 X 2 X .232 5 Wb 21 1 11,036 16,725 (I 2,944 5.2 .143 2 X 2 X .143 6 W7 20 2 B (! 29,330 11,036 12,525 6.0 .125 2 X 2 X .125 7 W7 2(1 2 B 0 29,330 11,036 12 ! 52~1 6.0 .125 2 X 2 X .125 6 Wo 21 1 11, (136 16,725 (I 2,944 5.2 .143 2 X 2 X .143 9 W5 28 2 B (l 52,964 22/173 22i195 8. (; .187 2 X 2 X .232 1(1 W4 16 2 B 22,073 23$937 (I 51760 10,8 .138 1 1/2 X 1 1/2 X .138 11 W3 2E 2 B 0 66,478 36,789 39,224 13.3 .187 2 1/2 X 2 1/2 X .230 12 W2 25 2 B 35,807 43,329 (l 19,521 12.9.1872 X 2 X .187 ----STANDARD VERTICALS---- 13 SE 26 2 B 0 47,146 30,600 31,405 11.0 .187 2 X 2 X .205 14 Vl 1J 1 (l 13,453 2,520 2,735 2,0 .084 11/2 X 1 1/2 X .156 15 V2 lJ 1 0 13,4~,3 2,520 2,735 2,0 .084 1 1/2 X 1 1/2 X .156 • SlRESS ANALYSIS: 4865N10.2K 612 D-44-95-519 LOT 43 BASE LENGTH 36-5 1/2 WORKING LENGTH 36-1 1/2 I.S.P. / MEXAK, INC. RUN ON 11-1-95 CARLSBAD CA JFL DEPTH 48 EFF DEPTH 46.008 BC PANLS LE= 4-0 4 BC PANELS AT 8-0 RE= 4-6 RE= 4-6 RE= 0-0 RE= 4-6 TC PANELS LE= 4-0 FIRST HALF ·LE= 3-11 1/2 SPECIAL 1ST [:QMf' FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48.000 CENTERLINE= 48.000 RE= 48,000 MULTIPLE LOADING: JOiST GIRDER DESIGN: 10200 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS Rl= +231547,06 R2= +271452,94 MIN SHR= 61863.24 TL= 51,(JOO,OO -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -18 1443 0 18 1447 26,085 1.414 65,05 0-2 2 W3 -18!443 37!489 18,447 -26,514 -1,437 66,12 4-0 3 W4 -46,093 37,489 8,247 11 1918 1.445 66.48 7-11 1/2 4 W5 -46,093 54,697 81247 -11,918 -1.445 66.48 11-111/2 ~. W6 6 W6 7 W5 8 W4 -~,2 I 6~19 -52~659 -37,943 -37,943 54.697 -1,952 50!622 -1,952 50,622 -12,152 25,264 -12,152 -9,918 1.445 66.48 15-11 1/2 9,918 -1.445 66.48 19-11 1/2 -17,562 1.445 66.48 23-11 1/2 17,562 -1.445 66.46 27-11 1/2 '1 W3 -25 1264 25i264 -22 1352 -22,352 1.000 46,00 31-11 1/2 10 W2' -251264 -(I -22,352 331733 -1.509 69.43 31-11 1/2 -----STD VERT1CALS ---- 11 SE Sli EtJD 271452 -271452 LOOO 46.00 12 V1 END Pf-IL 0 0 1,000 46.00 13 V2 INTERIOR O (I 1.000 46.00 riAX TC COMPRESSION= -52 1 b59, 89 MAX BC TENSiON= 54,697, 39 MAX INT TC PANEL LENGTH = 48,(10 t!AX INT BC PANEL LENGTH = 96.00 • STRESS ANALYSIS: 4865N10.2K 612 1.S,P. / MEXAH, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 36-5 1/2 WORKING LENGTH 36-1 1/2 DEPTH 48 BC PANLS LE= 4-0 4 BC PANELS AT 8-0 TC PANELS LE= 4-(I FIRST HALF LE= 3-11 1/2 SPECIAL 1ST COMP FIRST DIAG LE= 7-11 112 DEPTHS LE= 48.(>00 CENTERLINE= 48.000 MULTIPLE LOADING: EFF DEPTH 46.008 RE= 4-6 RE= 4-6 RE= (1-0 RE= 4-6 RE= 48.000 JOIST 61RDER DESIGN: 558(1 LB CDNC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDiTIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 147000 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 2!:il REACTIONS Rl= +9 1661.22 R2= +11 1263.78 MIN SHR= 2!815.95 TL= 201925.M -------------STRESS ANALYSIS------------- ND MEM TC i BC F SHEAR WEB F csc vJEE L pp DISTANCE 1 !f7 -J: '': (i 7!:.68 10~702 L414 65,(15 0-r. ~ -J ! 1..fb! i. L W3 ~ J:'.,. -j ,.•bl 15,381 7,568 -10,878 -1.437 66.12 4-(i 3 W4 -1B/t11 15;381 3,383 4,889 1,44:1 66.48 7-11 1/2 4 W5 -18,911 22~442 3~383 -4,889 -1.445 66.48 11-11 1i2 C W6 -21,606 22,442 -801 -4,069 1.445 66.48 15-11 1/2 ,} 6 W6 -21,606 201770 -801 41069 -1.44~ 66.48 19-11 112 7 ws -15,567 20,770 -4,986 -7!205 1.445 66.48 23-11 1/2 B W4 -15i567 10,365 -4,986 7,205 -1.445 66.48 27-11 1/2 9 W3 -10,365 10,365 -9,171 -9,171 1.000 46.(10 31-11 1/2 l(i W2 -10,36~1 -(i -'1,171 13,840 -1. ~1(J~ 69.43 31-11 112 -----STD VERTICALS ---- 11 SE SQ END 11,263 -11,263 1,(J(l(l 46.(l(I 12 Vl END PNL (l (l LOO(! 46.00 l7 fir: INTERIOR (l 0 1.(l(l(i 46.00 •' V.t. MAX TC COl'!PRESSION=-131,856.04 MAX BC TENSION= 22,442.01 i'!hV I.HA INT TC PANEL LENGTH= 48.M MAX INT BC PANEL LENBTH = 96.00 • • 4865N10.2K0 612 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 110,250 -117,817 (I (I 26! (185 (I • l 110,250 -117,817 37,489 (l 0 -26, :,14 7 110,250 -129,161 37,489 (I 11,918 (I ·-' 4 110,250 -129,161 54,697 (I (I -11,918 C 110,250 -131,856 54,697 (I (I -9,918 •' b 110,250 -131, 8:,6 50,622 0 9,91B 0 ., 110,250 -125,817 50,622 (I (I -17,:,62 I 8 110,250 -12~·,817 25,264 (I 17,562 (I 9 110,250 -120,615 25,264 (I (I -22,352 10 110!250 -120,615 (i -(I 33!733 (I '' (I (I (i (I (I -27,452 !.i 12 (i (I (I (I (I 0 !7 .!.·_\ 0 (I (I (I (1 (I nAXiMLIM UNIFORM LOAD: TOP CHORD= 0 • Internatioar·structural Products MEMBER SIZES: 4865N10,2K 612 El Paso , Texas D-44-95-519 'LOT 43 CARLSBAD CA JFL Fy :: 50,000.000 Fb :: 30,000.000 BENDING LOAD OUTSIDE DEPTH BC = 31 · :: :: (1,000 48.000 ASSUMED FORCE = 131,856,045 ASSUMED EFF DEPTH= 46,008 AREA:: 1.3100 y(xl:: 0,8340 Ryy :: 1.6282 R2 TC :: 42 R2 = 0.7880 Ryy Ss = 1.5230 Gs AREA:: 2.8590 Rx :: 1.2350 t = 1.1380 Sl = 3.8304 ACTUAL EFF DEPTH= 46.028 CORRECTED LOAD TC= 131,798.751 SAP BETWEEN CHORD= BC = = (1,5940 = 2.0512 = 1.0000 1.(100 54,673.625 L/Rx = 38. 866 USING L = 48. (>v L/Rrt= 46. 800 USING L = 96. 00 L/Rz = 30.456 USING L = 24.00 WITH FILLERS K= 1,00 Fa = 24,841.5 USING UR= 46.80 F'e= 98,855.89 Cm= 0,00(>00 MAX LOAD (FILLERS)= 143i464.19 MAX LOAD NO FILLER= 130,293.37 FILLER PANELS REQD = 2 MIN WELD LEN 2X = 0,946 TC (fa/Fa) = 0.92787 USING TC= 42 = 4 X 4 X .375 BC STRESS = 20.867.79609 USING BC= 31 = 3 X 3 X .227 CHORD WT = 1,049,259 CHORD WT/FT END HlNEL CHECK W= 0 END PANEL CHECK = LEFT £ND LENGTH AX~AL LOAD = 117,766.20 AXIAL STRESS Fa = 22,992.82 F' e fb f'ANEL PT = 0.00 fb riID-PANEL Cm = 0.942 faiFa = fa :: 28.774 = 46.0(, = 2(1,595.69 = 107,638.93 = (I, (JO (l,895 PANEL PT= 20 1595.6 MID PANEL= 0.8957 NO FILLERS L/R= 58.37 am PANEL CHECK = RIGHT arn LENGTH = ~t2r(J(l AY.I AL LOAD = 120, E,63. 32 AXIAL STRESS fa = 21.084.87 Fa = 21,668.91 F'e = 84,232.24 fb PANEL PT = (1,(1(1 fb MID-PANEL = (I, (;(I Cm = 0.924 fa/Fa = Os973 PANEL PT= 21 1084.8 MID PANEL= i),9730 NO FILLERS L/R= 65.98 BOTTOM CHOR[! L/Rz= 161.616 TC OAL/Ryy = 211.332 MAX BRID8IN6 CHECK TC= 29.G5' BC= 32.56' NOMENT Or INERTIA= 3 1817. 5 LL 360=3 1 02E,. l LL 240=4 1 53'i. 7 RUN ON 11-1-95 • • WEB DESI6N:°4865N10.2K 612 RUN ON 11-1.,95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 42 = 4 X 4 X .375 BC= 31 = 3 X 3 X .227 ------WEB DESIGN------• NUMBER SZ GTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 1J 2 B 26,085 26,906 (I 6,724 11.3.1561 1/2 X 1 1/2 X .156 2 W3 2A 2 B (i 54,661 26,514 31,327 9.6 .187 2 1/2 X 2 1/2 X .187 3 W4 23 1 11,918 18,937 (i 3!326 5.0 .163 2 X 2 X .163 4 W5 20 2 B 0 29,330 11,918 12,552 6.5 .125 2 X 2 X .125 5·W6 20 2 B 0 29,330 9,918 12,552 5.4 .125 2 X 2 X .125 6 W6 2(i 1 9,918 14,665 1) 2,615 5.4 .125 2 X 2 X .125 7 W5 24 2 B (I 40,783 1i,%2 17,593 6.B .176 2 X 2 X .176 8 W4 28 1 17,562 26,482 0 4,582 6.4 .187 2 X 2 X .232 9 W3 23 2 B 0 37,875 22,352 24,65~ 9.3 .163 2 X 2 X .163 10 W2 24 2 B 33,733 40,783 0 16,135 13.0 .176 2 X 2 X .176 ----STANDARD VERTICALS---- 11 SE 2~, 2 B 0 43,329 27,452 28,996 9.9 .187 2 X 2 X .187 12 Vi 1J 1 0 13,453 2,635 2,753 2.0 ,088 1 1/2 X 1 1/2 X ,156 13 V2 1J 1 (l 13~453 2~635 2,753 2.0 .OBS 1 1/2 X 1 1/2 X .156 • , _; STRESS ANALYSIS: 4066N11K 613 I.S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 53-11 3/4 WORKING LENGTH 53-7 3/4 DEPTH 40 BC PANLS LE= 4-2 1/4 b BC PANELS AT 8-0 TC PANELS LE= 4-2 1/4 FIRST HALF·LE= 4-0 5PECIAL 1ST COMP FIRST DIAB LE= 8-2 1/4 DEPTHS LE= 40.000 CENTERLINE= 40. 000 MULTIPLE LOADING: EFF DEPTH 37.701 RE= 3-9 1/2 RE= 3-9 1/2 RE= 2-0 RE= 5-9 1/2 RE= 40.000 JOIST BIRDER DESISN: lHiOO LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS PT LOAD OF ~•i160 LBS AT PANEL PT 13 48.19'LE 5,79'RE UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS R1= +37i567.26 R2= +44,592.74 MIN SHR= 11,148.18 TL= 82,160.00 -------------STRESS ANALYSIS------------- NO MEI'! TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -41i039 0 32,067 52,082 1.624 61.23 0-2 2 W3 -41,039 81,867 32,067 -51,915 -1.618 61.03 4-2 1/4 3 W4 -10Bi689 81,867 21,067 34,106 1.618 61.03 B-2 1/4 4 W5 -108,689 135,511 21,067 -34,106 -1.618 61.03 12-2 1/4 5 W6 -14BiJ29 135i511 10/161 iB/148 1.618 61.03 16-2 1/4 6 W7 -148,329 161,146 10,067 -18,()48 -1.618 61.03 20-2 1i4 7 WB 8 WB 9 W7 10 Wb 11 W5 12 W4 13 W3 14 W2 -1591959 161,146 -932 -18,048 1.618 61.03 24-2 1/4 -159_;959 158,771 -932 18,048 -1.618 61.03 28-2 1/4 -143,579 158,771 -11,932 -19i318 1.618 61.03 32-2 1/4 -143,579 126,386 -111932 19,318 -1.618 61.03 36-2 1/4 -991189 128,386 -22,932 -37,126 1.618 61.03 40-2 1/4 -99,189 69,991 -22,932 37,126 -1.618 61.(13 44-2 1/4 -45,105 69,991 -39,092 -46,341 1.185 44.69 48-2 1/4 -45,105 0 -39,(192 59,688 -1.526 57.56 50-2 1/4 -----STD VERTICALS---- 15 SE Sl.i END 44,592 -44,592 1.000 37,70 16 V1 END PNL O (I 1. 00(1 37. 70 17 V2 HHERIOF: (I (1 1.(100 37. 70 MAX TC COMPRESSIGN=-159i959.06 MAX BC TENSiON= 161,146,60 MAX INT TC PANEL LENGTH = 48. 00 MAX INT BC PANEL LENGTH = 96. (i(l • • . : SFRESS ANALYSIS: 4066NllK 613 I.S.P. / MEXAM, INC. RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL . , . BASE LENGTH 53-11 3/4 WORKING LENGTH 53-7 3/4 DEPTH 40 BC PANLS LE= 4-2 114 6 BC PANELS AT 8-0 TC PANELS LE= 4-2 1/4 FlRST HALF 'LE= 4-0 FIRST DIAG LE= 8-2 1/4 DEPTHS LE= 40.000 MUL TIPi.E LOADING: SPECIAL 1ST COMP CENTERLINE= 40,000 EFF DEPTH 37.701 RE= 3-9 1/2 RE= 3-9 1/2 RE= 2-(I RE= 5-9 1/2 RE= 40.000 JOIST GIRDER DESIGN: 8710 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS PT LOAD OF 5;160 LBS AT PANEL PT 13 4B.19'LE 5.79'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 41500 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= (I ALL LOADS SHOWN REDUCED BY 25% REACTIONS Rl= +22,394,31 R2= +27,203.19 MIN SHR= 6180(1,80 -------------STRESS ANALYSIS ------------- ND MPl 1 !fi .L 2 W3 3 W4 4 vl5 " •' W6 6 W7 7 W6 8 W8 9 W7 10 W6 11 W5 12 W4 '7 .!.-..' If' •' 14 W2 15 SE 16 Vi TC F -24,480 -24,480 -64,869 -64,869 -88;625 -88i625 -95,747 -95,747 -86,234 -86,234 -60,088 -60,088 -27,618 -2i,618 SQ END END PNL !J V2 !NTERiOR BC F (I 48,833 48,833 80,906 80,906 %,344 96,344 95,149 95;149 77,320 77,320 42,8% 42,856 0 -----STD Mh; TC CuNPRES3ION=-i26,872.31 SHEAR !4EB F 191128 31 ~ (167 19,128 -30,967 12;595 20,391 121595 -201391 6,063 11,010 6,063 -11 ! (;l(i -469 -11,01(! -469 .i.1,010 -7,0(ii -i1 ~33~, -7,0(11 11,335 -13,534 -21,911 -13,~134 21,911 -231936 -28,375 -23,936 36,MB VERTICALS ---- 27,203 -27,203 t"'lr.r- ~i:ii... 1.624 -1.618 1.618 -1.618 1.618 -1.618 1.618 -1.618 1.618 -1.618 1.618 -1.618 1.185 -1.526 1. 0(1(, 1,(,(i0 WEB L 61.23 61.03 61.03 I ~ .-l-r 01.t,.) 61.03 61.03 61.03 61.03 61.(13 61.03 61.03 61.(13 44.69 J:'""' J:' ~·1 ~ ~'b ""1'"'T "T,• ;J/ I j t) :1hX INT TC PANEL LENG Th = 48. (J(J u O 1.00(! 37.70 MAX BC TENSION= 96! 344. 99 NAX INT BC PANEL i.EN6T~ = TL= 49 ,~197. 50 FP DISTANCE (!-r, ,:_ 4-"' 1/4 ,:_ 8-2 1/4 .,., 2 1/4 lL- 16-2 1/4 20-2 1/4 24-"' 1/4 ,:_ 28-2 1/4 32-2 1/4 36-2 1/4 4(1-,, 1/4 ,:_ 44-,, 1/4 ,:_ 48-2 1/4 50-,, 1/4 ,:_ 96. (!(l • • 4 OG6N 11 K -'613 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEN TC TEN TC COM BC TEN BC COM WEB TEN WEB COM • 1 31,125 -55,605 (I 0 521082 (I "· 31,125 -~1~1,605 81,867 (I 0 -51,915 i. ., ,, 31,1-25 -108,689 81,867 0 34,106 (I 4 31,125 -108,689 135,511 0 0 -34,106 5 31,125 -148,329 135,511 (I 18,048 (I 6 31,125 -148,329 161,146 (I (I -18,048 7 31,125 -159,959 161,146 0 (I -18,048 8 31,125 -159,959 158,771 (l 18,048 (I 9 31,125 -143,579 158,771 (I (I -19,318 1 (I 31,125 -143,579 128)86 0 19,318 (I 11 31,125 -99,189 128,386 (I 0 -37, 126 Iii 31,125 -99,189 69,991 (I 37,126 (I li. i3 31,125 -58,743 69,991 (I (I -46,341 14 31!125 -58,743 (I (I 59,688 (I 'C l1..t (I (I (I (I (1 -44,592 .. lb 0 (I (I 0 (I (l 17 (l (l (I (I (I (I MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • . ! Internati~~l Structural Products MEMBER SIZES: 4066N11K 613 El Paso , Texas D-44-95-519 LOT 43 CARLSBAD CA JFL = ~.o, ooo. ooo Fb :: 30,000.000 BENDING LOAD OUTSIDE DEPTH BC = 42 · AREA= 2.8590 TC = 44 = O.O(J(I ASSUMED FORCE = 159,959,(,69 = 40.0(;(1 ASSUMED EFF DEPTH= 37.701 y(x) = 1.1380 Ryy :: 2.0512 Rz = 0.7880 AREA= 3.3090 Rx = 1.2260 Rz = 0,7850 Ryy = 2.0644 y = 1.1610 SI = 4.2842 Ss = 1.7520 Gs = 1.0000 ACiUAL EFF DEPTH = 37. 701 GAP BETWEEN CHORD= 1. 000 CORRECTED LOAD TC= 159,959.069 BC = 161,146.609 L/Rx = 39.151 usrns L = 48,(1(1 URyy= 46.500 USING L = 96.00 L/Rz = 3(i,573 USING L = 24.00 WITH FILLERS K= LOO Fa= 24,886.6 USING LiR= 46.~,0 r e= 97,420.33 Cm= 0.00000 MIU LOAD (FILLERS)= 166,346,97 MAX LOAD NO FILLER= 150,533.30 FILLER PANELS REGD = 2 MIN WELD LEN 21 = 1,149 TC (faiFa) = 0,97121 USING TC= 44 = 4 X 4 X ,437 BC STRESS = 28,182.33807 USING BC= 42 = 4 X 4 X .375 CHORD WT = 2,298,259 CHORD WT/FT :: 42,571 END PANEL CHECK W= (i END PANEL CHECK = LEFT END LENGTH = 48,2~1 AXIAL LOAD :: ~,5!605,22 AXIAL STRESS fa = 8,402.11 Fa :: 22,465.86 F. e :: 96,413,41 fb PANEL PT :: (l,(l(i fb MID-PANEL = 0.00 Cm = (1,973 fa/Fa :: 0.373 PANEL Pi= 8,402.1 Min PANEL= (i,3739 NO FILLERS L/R= 61.46 END PANEL CHECK = RIGHT END LENGTH AXIAL LOAD Fa = 58~743.81 AXIAL STRESS fa = 23,484.85 F'e = 0,(i(l fb MID-PANEL fb PANEL PT Cm = 0.977 faiFa = FANEL PT= 81876.3 MID PANEL= 0.3779 ND FILLERS BOTTOM CHORD L/Rz= 121.827 TC OAL/Ryy = MAX BRIDSING CHECK TC= 29.2~' BC= 41.(12' :: 43,5(1 = B,876.36 = liB,618.81 = (l,(l(l iJ.3i7 L/R= 55,41 311.821 MOMENT JF INERTIA= 41378.8 LL 360=1/159,6 LL 240=1!:,8'1,,;. TC TENSION STRESS= " ""''"·-··-r .ii-; fl}.) I tlO RUN ON 11-1-95 • • WEB DESIBN: 4066N11K 613 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 44 = 4 X 4 X .437 BC= 42 = 4 X 4 X .375 ------WEB DESIGN------ NUMBER SZ GTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK AN6LE NAME • ' W2 28 ,2 B 52,082 52,964 (i 25,874 18.8 .187 2 X 2 X .232 ! WEB W2 -FLILL THICKNESS WELD REG'D 15.22 .232 2 W3 31 2 l.i 0 79,386 51,915 E,4,280 18. 7 .187 3 X 3 X .227 WEB W3 -FLILL THICKNESS WELD REG' D 15.5 .227 3 W4 23 2 B 34,106 37,875 (I 18,80(114.1 .163 2 X 2 X .163 4 ¥)!:, 2C 2 B 0 61,Wt 34,106 38,704 12.3 .187 2 1/2 X 2 1/2 X .212 5 W6 '26 1 18i048 23,573 0 4_,864 6.~1 .187 2 X 2 X .205 6 W7 23 2 B (1 37,875 18,048 18,800 7 C 1 • ~I .163 2 X 2 X .163 7 WB 23 2 B (1 37,875 18,048 18,80(1 7,5 .163 2 X 2 X ,163 a W8 26 1 18,048 "'l":r c.,.,. i.-.\' :..1/ ._l (I 4,864 ' C o ... , .187 2 X 2 X .205 9 W7 24 2 B (I 40,783 19,318 20,326 7,4 ,176 2 X 2 X ,176 1(1 W6 26 1 19,318 23,5i3 (l 4,864 7.0 .187 2 X 2 X .205 11 W5 2C 2 B (l 61,509 37,126 38,704 13.4 ,187 2 1/2 X 2 1/2 X .212 12 W4 23 2 B 37,126 37,875 0 18,800 15.4 .163 2 X 2 X .163 13 lti3 2E 2 B (I 66,478 46,341 50,987 16.7 .187 2 1/2 X 2 1/2 X .23(1 14 W2 2E 2 B 59,688 66,478 (l 44,387 21.5 . 187 2 1i2 X 2 112 X .230 WEB W2 -FULL THICKNESS WELD REG'D 17. 58 .23 • ----STANDARD VERTICALS ---- !5 SE 2C 2 B (, 61,509 44,592 46,951 16.1 .187 2 1/2 X 2 1/2 X .212 16 V1 1E 1 l) 10,877 3,199 ..,. "'T'..,~ ~,,~;J,J I"'; .~, ..l..sV .107 1 1/2 X 1 1i2 X ., 'iC ,J..£1.I 17 V2 ,~ ' (i 10,877 31199 3~337 2.0 .107 1 1/2 X ' 1/2 X .125 it l ! SlRESS ANALYSIS: 4866Nl0,2K 614 I.S,P, / MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-7 1/4 WORKING LENGTH 47-3 1/4 DEPTH 48 BC PANLS LE= 4-0 1/2 ~. BC PANELS AT 8-0 TC PANELS LE= 4-0 1/2 FIRST HALF -LE= 3-7 1/4 SPECIAL 1ST COMP FIRST DIAB LE= 7-7 3/4 DEPTHS LE= 48.000 CENTERLINE= 48. 000 MULTIPLE LOADING: EFF DEPTH 46.32 RE= 4-(1 RE= 4-(I RE= 3-11 RE= 7-11 RE= 48.000 l ,,, Ii. 1/2 JOiST BIRDER DESIGN: 10200 LB CONG LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS R1= +30,768.58 R2= +30,431,42 MIN SHR= 7i692,14 TL= 61i200.00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -25i768 0 25,668 36i371 1.416 65.63 0-2 2 W3 -25i76B 491735 25,668 -35,118 -1.368 63.37 4-0 1/2 3 W4 -65 1765 49,735 15 1468 22i276 1.440 66.70 7-7 3/4 4 N5 -65,765 81,794 15,468 -22,276 -1.440 66.70 11-7 314 ~. W6 -87,254 81,794 51268 11,077 1.440 66.70 15-7 3/4 6 W7 -87,254 92,714 5,268 -11,077 -i.44(, 66.7(> 19-7 3/4 7 W7 -871603 92,714 -41931 -11 1077 1.440 66.70 23-7 3/4 S W6 -87,603 82!493 -4,931 11,077 -1.440 66.70 27-7 3/4 9 W5 -66,813 82,493 -15,131 -21,790 1.440 66.70 31-7 3/4 10 W4 -66 1813 51,133 -15,131 21,7% -1.44(1 66.70 35-7 3/4 11 W3 -25 1156 51,133 -25,331 -36,283 1,432 66.34 39-7 3/4 12 WL -25,156 0 -25,331 35!700 -1.409 65,26 43-7 1/4 -----STD VERTICALS---- 13 SE SG END 14 Vl END PNL 15 V2 INTERIOR 30,768 -30,768 1.(l(i(I 46.32 MAX TC COMPRESSION= -87,603.90 MAX INT TC PANEL LENGTH = 48. 00 (i O 1.000 46.32 0 0 1.000 46.32 MAX BC TENSION= 92,714.19 MAX INT BC PANEL LENGTH= 96.00 • • STRESS ANALYSIS: 4866N10,2K 614 I,S.P. / MEXAM, INC . RUN ON 11-1-95 D-44-95-51J LOT 43 CARLSBAD CA JFL BASE LENGTH 47-7 1/4 WORKING LENGTH 47-3 1/4 DEPTH 48 BC PANL5 LE= 4-(I 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 4-0 1/2 FIRST HALF LE= 3-7 1/4 SPECIAL 1ST COMP FIRST DIAG LE= 7-7 3/4 DEPTHS LE= 48, O(>v CENTERLINE= 48. 000 MULTIPLE LOADING: EFF DEPTH 46.32 RE= 4-0 RE= 4-0 RE= 3-11 1/2 RE= 7-11 1/2 RE= 48.000 JOIST GIRDER DESIGN: 5580 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD€ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITiDNAL TOP CHORD LOAD 32900 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= (l ALL LOADS SHOWN REDUCED BY 25;( REACTIONS Rl= +12,624.17 R2= +12,485.83 MIN SHR= 3,156.04 TL= 25!11(i,(l(i -------------STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W" -10!572 0 10,531 141922 1.416 65.63 (l-r, l. [. ., W3 -101572 201406 10, ~,31 -14;408 -1.368 63.37 4-(i 1/2 [. 7 ,., W4 -26,983 20i406 6,346 9i139 1.440 66.70 7-7 3i4 4 W5 -26,983 33,559 6,346 -9,139 -1.44(! 66.70 11-7 3/4 C ,, W6 -35 180(i 33:559 2,161 4i544 1.44(1 06,70 15-7 3/4 I W7 -35,800 38,040 2!161 -4i544 -1.440 66.70 19-7 3/4 0 7 IF -35,943 38,040 -2,023 -41544 1.440 66.70 r ,,-7 3/4 8 W6 -3~,,943 33!846 -2,023 4,544 -1.440 66.70 27-7 3/4 9 W5 -27,413 33,846 -6,2(!8 -8,940 1.440 66.70, 31-7 3/4 10 W4 -'27,413 20,97S -6,2% B, 94(1 -1.44(! 66.70 3~,-7 3/4 11 W" ,, -10;321 20,979 -10i393 -14i886 1.432 66.34 39-7 3/4 1~, W2 -10,321 I, -i0,393 14,647 -1.409 6~,.28 43-7 1i4 -l. V -----STD VERTICALS ---- ,17 !,., SE SQ END 12,b24 -12,624 1.000 46.32 14 Vi END PNL (I (l 1,(l(l(l 46,32 'C lF"'; INTERIDR .!,'-I V.i. (l (l 1,(l(i(i 46.32 MAX TC CONPRESSION= -60,618.36 MAX INT TC PANEL Li:NciTH = 48. 00 MtiX INT BC PANEL LENGTH = 1b. 00 • • .. : 48G6N10.2k,614 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM • 1 24 ! 67'5 -351247 (I (I 36,371 (I 2 24!675 -35!247 49 i 73:, (I (I -35,118 ., 24,675 -65,765 49,735 (l 22!276 (I ,.) 4 24,675 -6~1~ 765 81,794 0 (I -22,276 ~ •' 24,675 -87,254 81!794 (l 11,077 0 6 24,675 -87,254 92,714 (i 0 -11,077 7 24,675 -87!603 92,714 0 (I -11!077 B 24,675 -87,603 82!493 (l 11!077 0 9 24~675 -66!813 82,49:5 (i (I -21, 79(1 10 24,675 -66~813 51,133 (i 21,790 (l 11 24,675 -34,996 51,133 !) (I -36,283 12 24,bn, -34/196 0 0 3:,! 700 (l 13 0 0 0 0 (I -30,768 14 0 (I (l 0 (I 0 15 0 0 0 0 (I 0 MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • . _: Internati~al Structural Products MEMBER SIZES: 48GbN10,2K 614 El Paso , Texas D-44-95-519 . LOT 43 CARLSBAD CA JFL Fy BEND ING LOAD OUTSIDE DEFTH BC = 35 · AREA= 1,6070 TC = 3E = 50,000.000 = 0.00(1 = 48.000 y (x) = 0.8540 Fb = 30,(1(10.(1(10 ASSUMED FORCE = 87,603.909 ASSUMED EFF DffTH= 46.320 Ryy = 1.6403 Rz = 0.5910 AREA = 2,0900 Rx = 1.0820 Rz = 0.6900 Ryy = 1.8417 y = 0.9900 51 = 2.4737 Ss = 0.9756 Gs = 0.9859 ACTUAL EFF DEPTH = 46 .156 GAP BETWEEN CHORD= 1. 000 CORRECTED LOAD TC= 87,915.180 BC = 93,043.622 L/Rx = 44.362 USING L = 48.00 L/Ryy= 52,125 USING L = 96.00 URz = 34.782 USING L = 24.00 WITH FILLERS K= 1.00 Fa = 23,736.9 USING L/R= 52.12 F'e= 75,879.27 Cm= 0.00000 MAX LOAD (FILLERS)= 100,212.53 MAX LOAD NO FILLER= 871866,67 F1LLER PANELS RE9D = 4 MIN WELD LEN 2X = 0.631 TC (fa/Fa) = 0.88606 USING TC= 3E = 3 1/2 X 3 1/2 X .312 BC STRESS = 28,949.47792 USING BC= 35 = 3 X 3 X .281 CHORD WT END PANEL CHECK AXIAL LOAD Fa fb PANEL PT = 1,214.671 CHORD WT/FT = END PANEL CHECK W= 0 LEFT END LENGTH = 35,372.83 HJ.iHL STRESS fa = 21,200.67 F'e = 0,(10 fb MID-PANEL = 25.516 = 46.5(1 = 8,462.40 = 80,853.67 = (!,(JO Cm = 0.968 faiFa = (l.399 PANEL PT= 81462.4 MID PANEL= ,),3991 NO FILLERS L/R= 67.39 END PANEL CHECK = RIGHT END LHiGTH = 46.(1(1 ,. \'"'l' A' Ht.lHL LOAD = 35,120.88 AXIAL STRESS fa = 8,402.12 Fa = 21,328.54 F'e = 82,620.91 fo PANEL PT = (1,(l(i fb MID-PANEL = 0.00 Cm = (1,969 fa/Fa = 0.393 PANEL PT= 8,402.1 MID PANEL= (1,3939 NO FILLERS LiR= 66.66 BOTTOM CHORD L/Rz= 162,436 TC OAL/Ryy = 308. 002 MM BRIDGJNG CHECK TC= 26. 09' BC= 32. 8(1' MOMENT OF INERTIA= ~,678.4 LL 360=1 1371.7 RUN ON 11-1-95 • • . : WEB DESISN{· 4866N10.2K 614 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 35 = 3 X 3 X .281 ------WEB DESIGN------• NUMBER SZ GTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THI'. ANGLE NAME ! W2 25 2 B 36,371 43,329 0 19,057 13.1 .187 2 X 2 X .187 2 W3 2C 2 B (J 61!509 35,118 37i537 12.7 .187 2 1/2 X 2 1/2 X .212 3 W4 16 2 B 22,276 23,937 (l 5!740 10,9 .138 1 1/2 X 1 1/2 X ,138 4 vJ~, 29 2 B (l 56,842 22,276 23!584 8,0 .187 2 X 2 X .250 5 W6 21 1 11,077 16,725 (l 2,934 5.3 .143 2 X 2 X .143 6 W7 20 2 B 0 29~33(1 11!(177 12,494 6.0 .125 2 X 2 X .125 7P 20 2 B (I 29!330 111077 12!494 6.0 .125 2 X 2 X .125 8 W6 21 1 11,077 16! 725 (J 2,934 5,3 .143 2 X 2 X .143 9 W5 28 2 B (J 521964 21!790 221119 7.9 ,187 2 X 2 X ,232 10 W4 16 2 B 21!79(1 23,937 (I 5!74(110,7 ,138 1 1/2 X 1 1/2 X .138 11 W3 2E 2 B (I 66,478 36!283 39,370 13.1 .187 2 1/2 X 2 1/2 X .230 12 W2 25 2 B 35,700 43,329 (I 191257 12.9 ,187 2 X 2 X .187 ----STANDARD VERTICALS---- 13 SE 26 2 B (I 47,146 30,768 31,324 11.1 .187 2 X 2 X .205 14 V! iE 1 (I 10,877 1,758 2,211 2,0 .059 1 1/2 X 1 1/2 X .125 15 V2 lE 1 0 10,877 1,758 2,211 2.0 .059 1 1/2 I 1 1/2 X ""' • ,l.£1-I STRESS ANALYSIS: 48G6N10.2K 615 I.S.P, I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LDT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 4B EFF DEPTH 46.156 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS Lt= 3-11 1/2 RE= RE= 3-11 1/2 3-11 1/2 FIRST HALF. LE= 4-0 RE= 4-(l FIRST DiAG LE= 7-11 1/2 RE= 7-11 1/2 DEPTHS LE= 48.000 CENTERLJ NE= 48. 000 RE= 48,000 MULTIPLE LOADING: JOlST GIRDER DESIGN: 10200 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BuTH BRGS UNIFORM TC LOAD= 0 UNiFORM BC LOAD= 0 REACTIONS R1= +30,600.00 R2= +30,600.00 MIN SHR= 7,650.00 TL= 61,200,00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE ! W2 2 W3 3 W4 4 W5 5 W6 6 W7 i ~7 B W6 9 W5 10 W4 11 W3 i2 li:2 '" l•-1 Rr ~c 14 .,, Vi 15 V2 -25,137 -25,137 -67 ~=167 -67,567 -B8,782 -88,782 -88,782 -88,782 -67,·567 -67,567 -25,137 -25,137 SO END END PNL INTERIOR (I 51,656 51,656 83,478 83,478 94,086 94,086 83,478 83,478 51,656 51 !,656 -(I 25,500 35,807 1,404 64.81 25,50(! -36,789 -1.442 66.59 0-2 3-11 1/2 1~·,300 15,300 ~., 10(i 5,100 -5,l(i(I -5,1(10 -15,300 -15,300 -25,5(1(1 -25,500 22,073 1.442 66.59 7-11 1i2 -22,073 -1.442 66.59 11-111/2 11,036 1.442 66.59 15-11 1/2 -11,036 -1.442 66.59 19-11 1/2 -11,036 1.442 66.59 23-11 1/2 11,036 -1.442 66.59 27-11 1/2 -22,073 1.442 bb,59 31-11 1/2 22,073 -1.442 66.59 35-11 1/2 -J6,789 1.442 66.59 39-11 1/2 35,807 -1,404 64,81 43-11 1/2 -----STD VERTICALS---- 30,6(i(I -30,600 1,()(1(1 46.15 0 (i 1.000 46.15 (i (l 1.(l(l(I 46.15 MAX TC COMPRESSION= -BS,782.60 NAX BC TENSION= 94,086.3f, • • -! STRESS ANALYSIS: 4866N10,2K 615 I.S.P. I MEXAM, INC. RUN ON 11-1-95 D-44-95-5!9 LDT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 ii2 ~. BC PANELS AT 8-0 iC PANELS LE= 3-11 1/2 F rnsr HALF· LE= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48.000 CENTERLINE= 48.000 MULTIPLE LOADING: EFF DEPTH 46.156 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 48.000 JOIST GIRDER DESIGN: 5~180 LB CONC LOAD AT DIAGONAL TC PANEL PiS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 32900 UNIFORM TC LOAD= (l UNIFORM BC LOAD= (l ALL LOADS SHOWN REDUCED BY 25% REACTIONS Rl= +l'.;\~15~,.0(1 R2= +12,~1~15,00 MIN SHR= 3,138.7~1 TL= 2~.,110.00 -------------STRESS ANALYSIS ------------- ND MEM "!"t· r I!., r BC F SHEAR WEB F csc ~JEB L pp DISiANCE ' W2 -i0,313 0 10,462 14,691 1.404 64.81 (!-2 J. 2 fi~ -10,313 21,194 rn,462 -1~1,094 -1.442 66.59 3-11 112 .,. W4 -27,722 21,194 6,277 9 ,0~16 1.442 66.59 7-11 1/2 ,;) 4 W~1 -271722 34,2~1(1 6,277 -9 ,0~16 -1.442 66.59 11-11 1/2 ~ W6 -36,426 34,25(1 2,092 4,52B 1.442 66.59 15-11 1/2 ,, b W7 -36,426 38, 6(i3 2,092 -4, ~128 -1.442 66.59 19-11 1/2 7 !U -36,426 38,603 -2,092 -4,528 1.442 66.59 ,.., '" 1/2 .,..,;i-lJ. B Wb -36,426 34 ~2~,() -2,092 4,~,28 -1.442 66. ~i9 27-11 1 '" It. ~ W5 -'2.7,722 34,250 -6,277 -91056 1.442 66.59 31-11 1/2 10 W4 -27,722 21,194 -6,277 9 ,(l~,6 -1.442 66.59 35-11 1i2 11 W3 -10!313 21,194 -1(1.462 -15,094 1.442 66.59 39-11 1/2 12 W2 -10,313 (l -10,462 14,691 -1.404 64.81 43-11 1/2 -----STD VERTICALS ---- 13 SE SQ END 12. ~1:15 _,,, J:CI: J..£' 1,lr.l1J 1.0(l(i 46.15 14 Yl END PNL (I {• •' 1, (l(l(I 46.15 < C l,1 H"l Vt. INTERIOR (i 0 L(!()(i 46.15 M''' . It-ti. TC COMPRESSiflN= -61!101/18 MIU BC TENSION= 381603.07 • • r : 4866N10.2K,615 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 24,675 -34,988 (i (I 35,807 (l • 2 24,675 -34,988 51,656 0 0 -36,789 ':' ··' 24,6,5 -67,567 51, 6!::,6 0 22,073 0 4 24,675 -67,567 83,478 0 (I -22,073 5 24,67!::, -88,782 83,478 (I 11,036 0 6 24,675 -88,782 94,086 (I (I -11,036 7 24,675 -88,782 94,086 (I 0 -11,036 8 24,675 -88,782 83,478 0 11,036 0 '1 24,675 -67,567 83;478 (l 0 -22,0i3 1(1 24,675 -67,567 51,656 (l 22,073 (I ,, 24,675 -34,988 51,6!::,6 (I (I -36,789 ll !2 r. • t""TJ: L't,ol .i -34,988 \) -0 35 ~ BCti 0 1~, 0 0 0 0 (l -30,600 14 0 (l 0 (l 0 (l ,.c (I 0 (I (l (I (I ls1 MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • Internati~al Structural Products MEMBER SIZES: 4866N10.2K 615 El Paso , Texas D-44-95-519 LOT 43 CARLSBAD CA JFL Fy = 50, 0(10 .0(10 Fb = 30!(100.000 BENDING LOAD = 0.000 ASSUMED FORCE = 88 ! 782. 6(>6 OUTSIDE DEPTH = 48.(100 ASSUMED EFF DEPTH= 46.156 Bi' ~ = 35 AREA= 1.6070 y(x) = 0,8540 Ryy = 1,6403 Rz = 0,5910 TC = 3E AREA = 2.0900 Rx = 1.082(, Rz = 0.6900 Ryy = 1.8417 y = 0.9900 SI = 2.4737 Ss = 0.9756 Gs = 0,9859 ACTU~L EFF DEPTH = 46 .156 GAP BETWEEN CHORD= 1. 000 CGRilECTED LOAD TC= 88,782.6(16 BC = 94,086.359 URx = 44.362 USING L = 48.(10 L/Ryy= 52.125 USING L = 96.00 L/Rz = 34.782 USING L = 24.00 WITH FILLERS K= LO(, Fa = 23)36.9 USHiG L/fi= ~,2.12 F' e= 7:,,879.27 Cm= 0.00000 MAX LOAD (FILLERS)= 100,212.53 MAI LOAD NO FILLER= 87,866.67 FILLER PANELS REQD = 4 MIN WELD LEN 2X = 0,637 TC (fa/Fa) = 0.89480 USING TC= 3E = 3 1/2 X 3 1/2 X .312 BC STRESS = 29,273.91390 USING BC= 35 = 3 X 3 X .281 CHORD WT = 11222.845 CHORD WT/FT END PANEL CHECK W= 0 END PANEL CHECK = LEFT END LENGTH hX!AL LOAD = 34,988.79 AXiAL STRESS ia Fa = 21,455.67 F'e fb PANEL PT = 0.0(; fb MID-PANEL = 25.516 = 45.50 = 8,370.52 = 84,446.73 = (l,(1(1 Cm = 0.97(1 fa/Fa = (1,39v PANEi. FT= &,370.5 MID PANEL= (1.3901 NO FILLERS L/R= 65.94 £NJj ?ANEL CHECK = RIBHT END LENGTH = 45.5(i 11X!AL LOAD = 34i988.79 AXIAL STRESS fa = 8!370. ~12 Fa = 21,455.61 F'e = 84,446.73 fb FANEL PT = o.oo fb MID-PANEL = 0.00 Cm = (1,970 fa/Fa = (1,390 PANEL FT= 8!370.5 MID PANEL= (l,39(11 NO FILLERS L/R= 65.94 BUTTO~ CHORD LiRz= 162.436 TC OALiRyy = 3H~.039 nAX BRIDGING CHECK TC= 26.09' BC= 32,80' MOMENT OF INERTIA= 3,878.4 LL 360=1)44.8 LL 240=2!01J.3 RUN ON 11-1-95 • • WEB DESIG~,· 4B66N10,2K 615 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 35 = 3 X 3 X ,281 ------WEB DESIGN------• NUMBER SZ QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 25 2 B 351807 43,329 0 19,521 12.9 .187 2 X 2 X .187 2 W3 2E 2 B 0 bb,478 36,789 39,224 13,3 .187 2 1/2 X 2 1/2 X .230 3 W4 16 2 B 22,073 23,937 (l 5,760 10.8 .138 1 1/2 X 1 1/2 X ,138 4 W:, 28 2 B (I 521964 22,(173 22,195 8.0 .1B7 2 X 2 X .232 ~. Wb 21 1 11/l3b 16,725 (! 2,944 5.2 .143 2 X 2 X .143 b W7 20 2 B 0 29,330 11,036 12~525 b.v ,125 2 X 2 X .125 7 W7 20 2 B (I 29!330 11,036 12,525 6,(1 .125 2 X 2 X ,125 5 Wb 21 1 11,036 16,725 0 2,944 5.2 .143 2 X 2 X .143 9 W5 28 2 B 0 52,964 22,073 22,19~1 8.0 .187 2 X 2 X ,232 10 W4 16 2 B 22,073 231937 0 5,760 10.8 .138 1 1/2 X 1 1/2 X ,138 11 W3 2E 2 B (i bb,478 36,789 39,224 13.3 .187 2 1/2 X 2 1/2 X .230 12 W2 2~, 2 B 35,807 43,329 0 19i521 12.9 ,187 2 X 2 X .187 ----STANDARD VERTICALS---- 13 SE 26 2 B (1 47,146 30,600 31 1405 11.0 .187 2 X 2 X .205 14 V1 1E 1 (l 101877 1,775 2,226 2.0 ,059 11/2X11/2 X .125 15 \12 1-f 0 10,877 1,775 2,226 2,0 .059 1 1/2 X 1 1/2 X .125 • _t; l SJRESS ANALYSIS: 40B6N11K 816 I.S.P. / MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 43-10 WORKING LENGTH 43-6 DEPTH 40 BC PANLS LE= 4-0 TC PANELS LE= 4-0 FIRST HALF-LE= 3-11 1/2 FIRST DIAB LE= 7-111/2 DEPTHS LE= 40.000 MULTIPLE LOADING: 5 BC PANELS AT 8-0 SPECIAL 1ST COMP CENTERLINE= 40,000 EFF DEPTH 38.6 RE= 3-10 1i2 RE= 3-1(1 1/2 RE= (I-0 RE= 3-1(1 1/2 RE= 40.000 JOIST GIRDER DESIGN: 11000 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS Rl= +301418.58 R2= +35,581.42 MIN SHR= 8,895.35 TL= 66,000.00 -------------STRESS ttNALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 2 W3 3 W4 4 W5 5 W6 o lfi 7 W7 8 W6 9 W5 1(1 W4 11 i~3 12 li/2 -291695 -29!695 -77!667 -77,667 -98, 60~1 -98!6(!5 -92,185 -92,185 -58,407 -58,407 -34,679 -34~679 (l 60,359 bl1' 359 94,975 1·4, 97~, 102~234 102,234 82!135 82,135 24/118 24!918 13!918 13~918 2/i16 2!918 -8,081 -8,081 -19,081 381765 1.555 60.04 -39,512 -1.585 61.20 22,210 1.595 61,59 -22~21(, -1.595 6i.59 14,194 -141194 -14,194 14,194 -30,448 (l-2 4-(l 7-11 1/2 11-11 1/2 34,679 -19,081 30,448 34ib79 -30,081 -30,081 1.595 61.59 15-11 i/2 -1.595 61.59 19-11 1/2 1.595 61.59 23-11 1/2 -1.595 61.59 27-11 1/2 1.595 61.59 31-11 1/2 -1.595 61.59 35-11 1/2 1.000 38.60 39-11 1/2 -1.526 58.90 39-11 1/2 -0 -301081 45,908 -----STD VERTICALS---- !3 SE Sil END 35,581 -35,~,81 1.000 38.60 14 Vi END PNL (l O 1.000 38.60 15 V'l. INTERIOR O O 1.(1(1(1 38.60 MAX TC COMPRESSION= -98,605.26 MAX BC TENSION= 102,234.59 MAX INT TC PANEL LENGTH = 48. 00 MAX INT BC PANEL LENGTH = 96. 00 • • STRESS ANALYSIS: 4066N11K 616 I.S.P. / MEXAM, INC . RUN ON 11-1-95 D-44-95-51~ LOT 43 CARLSBAD CA JFL BASE LENGTH 43-10 WORKING LENGTH 43-6 DEPTH 40 BC PANLS LE= 4-0 TC PANELS LE= 4-0 FIRST HALF [E= 3-11 1/2 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 40.000 MULTIPLE LOADING: 5 BC PANELS AT 8-0 SPECIAL 15T COMP CENTERLINE= 40,000 EFF DEPTH 38.6 RE= 3-1() 1/2 RE= 3-10 1/2 RE= (I-(I RE= 3-1(11/.2 RE= 40.000 JOIST 6IRDER DESI6N: 6330 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSI·S ADDITIONAL TOP CHORD LOAD 32900 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY -~C" 1.,.,11,, REACTIONS Rl= +13,128.38 R"-J.-+15,3~16.62 MIN SHR= 3,839.15 TL= 28,485,(;0 -------------STRESS ANALYSIS ------------- NO rli:M TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -12;B1t (I . 10)54 16,730 1,555 6(!,(,4 0-2 2 W3 -12,816 26!050 J: .-, "'IC a -17,053 -1.585 61.2(1 4-,. l\1, ! 1.1'1-,, ., ·J W4 -33,520 26;050 6,007 9,585 1.595 61.59 7-11 1/2 4 W5 -33~520 40,990 6,007 -9' ~185 -1.595 61.59 11-11 1/2 5 W6 -42!557 40,990 1,259 6,126 1.595 61.59 15-11 1/2 6 W7 n.r1 J:C"" -'rl., i.11.li 44!123 ' ,;cc; 1,.i:1.1, -6,126 -1.595 61.59 19-11 1/2 7 W7 -39,786 44!12'3 -3,487 -6;126 1.595 61.59 23-11 H2 8 W6 -39;786 35,449 -3,487 6,126 -1.595 61. ~.9 27-11 112 9 W5 -25,208 35,449 -6~23~1 -13;141 1,595 61.59 31-11 1/2 10 W4 -25,208 14,967 -8,235 13i141 -1. ~·9=, 61.59 3~.-11 112 ff W"" -14,967 14,967 -12,982 -12;982 1,(l(l(l 38,6(1 39-11 1/2 !l ,) ~ ,-, 1r· -14,967 (i -12,982 19,813 -1.~·26 :,8.90 39-11 1/2 .i.! i. -----STD VERTICALS ---- 13 SE SG END 15,356 -15,356 1.000 38.60 14 Vl END PNL 0 0 1.000 35.6(! 'r \f""t INTEF,IOR .1,._! .J. 0 0 1,000 38.60 MAX T~ COMPRESSIGN= -67,232,13 MAX BC TENSION= 44,123.52 ~HX INT TC PANEL LENGTH = 48.00 MAX IN, BC PANEL LENGTH = %.00 • • . : 4066N11K 'G-16 RUN ON 11-1-95. D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC CON WEB TEN WEB COM • 1 241675 -37,491 (I (I 38,765 (I r, 24, 67~, -37,491 60,359 0 0 -39,512 /; "r 24, 6'75 -77,667 60,359 (I 22_,210 (I •' 4 24,675 -77,667 94,975 0 0 -22,21(1 C ,, 24,675 -98,605 94,975 (I 14,194 (I 6 24,675 -98,605 102,234 (I 0 -14,194 ., 24,67~, -92,185 102,234 0 0 -14,194 I 8 24,675 -92,185 82,135 (l 14,194 0 9 24,675 -58,407 82,13~, (I (I -30,448 10 24,675 -58,407 34,679 (l 30,448 0 11 24,675 -39,642 34,679 (I (I -30,081 12 24,675 -39,642 0 -(I 45,908 (I 13 (I (I (I (I (I -35,581 14 (I (l (I (l 0 (I 15 0 (I (I (I 0 0 MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • . Internatioai Structural Products El Paso , Texas MEMBER SIZES: 4066N11K 616 D-44-95-519 -LOT 43 CARLSBAD CA JFL Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 98,6(15.267 OUTSlDE DEPTH = 40.000 ASSUMED EFF DEPTH= 38.600 BC = 37 AREA= 1.7770 yi>:) = 0.8650 Ryy = 1.6471 Rz = 0.5890 TC = 3E AREA= 2.0900 Rx = 1,0820 Rz = 0.6900 Ryy = 1.8417 y = 0.9900 s; = 2.4737 Ss = 0.9756 Gs = (1.9859 ACTliiK EFF DEPTH = 38.145 SAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 99,781.447 BC = 103,454.063 L/Rx = 44.362 USJNG L = 48.00 L/Ryy= ~,2.125 USING L = 96.00 UR;: = 34.782 USING L = 24.00 WITH FILLERS K= 1.00 Fa = 23,736.9 USING UR= ~,2,12 F'e= 75,879.27 Cm= 0.00000 MAY. LOAD (FILLERS)= 100,212.53 MAX LOAD NO FILLER= 87,866.67 FILLER PANELS REGD = 4 MIN WELD LEN 2X = 0.716 TC (fa/Fa) = 1,00565 USING TC= 3E = 3 1/2 X 3 1/2 X .312 BC STRESS = 29,109.19074 USING BC= 37 = 3 X 3 X ,312 CHORD WT END PANEL CHECK Ai:IAL LOAD Fa ft, PANEL PT Cm = END FANEL CHECK vi= 0 = LEFT END LENGTH = 37,938.60 AXIAL STRESS fa = 21,328.54 F·e = 0.00 fb MID-PANEL 0.967 fa/Fa = 26.690 = 46.(l(i = 9,076.22 = 82,620.91 = 0.00 = 0.425 F'ANEL PT= 9,076.2 MID PANEL= 0.4255 NO FILLERS L/R= 66.66 END PANEL CHECK AXIiiL LOAD Fa = = = RIGHT END LENGTH 40,115.1~, AX JAL STRESS fa 2117(,j .71 F'e ft, PANEL PT = 0. 00 f b MID-PANEL Cm = 0.967 fa/Fa = PANEL PT= 91596.9 MID PANEL= 0.4420 NO FILLERS BGTTOM CHORD L/Rz= 162.988 TC OAL/Ryy = MAX BRIDGING CHECK TC= 26. 09' BC= 32. 94' MOi'iENT OF INERTIA= T: T~NSiGN STRESS= = 44,50 = 9,596.92 = 88,284.74 = 0.00 0.442 L/R= 64.49 283.433 RUN ON 11-1-95 • • ~ : WEB DESI6tfr·4066N11K 616 RUN ON 11-1-95 [1-44-95-519 LOT 43 CARLSBAD CA JFL TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 37 = 3 X 3 X .312 ------WEB DESIGN------ NUMBER SZ GTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THt: ANGLE NAME 1 W2 26 2 B 38,765 47!146 0 23,96114.0 .187 2 X 2 X ,205 WEB W2 -FLILL THiCKNESS t~ELD REG'D 12.83 .205 2 W3 2E 2 B O 66,478 39,~112 42,358 14.2 .187 2 1/2 X 2 1/2 X .230 WEB W3 -FLILL THICKNESS WELD REG'D 11.67 .23 3 W4 29 1 22,210 28,421 0 51700 8.0 .187 2 X 2 X .250 4 W5 26: B O 47,146 22,210 23,055 8.0 .187 2 X 2 X .205 5 W6 23 1 14,194 18,937 0 3,876 5,9 .163 2 X 2 X .163 6 W7 21 2 B O 33,451 14,194 16,186 6.7.1432 X 2 X ,143 7 W7 21 2 B O 33,451 14,194 16,186 6.7.1432 X 2 X .143 B W6 23 1 14,194 18,937 0 3,876 5,9 .163 2 X 2 X .163 9 W5 2A 2 B O 54,661 30,448 33,178 11.0 .187 2 1/2 X 2 1/2 X .187 10 W4 1K 2 B 30,448 31,936 0 8,750 11.0 ,187 1 1/2 X 1 1/2 X .187 11 W3 25 2 B (I 43,329 30,081 32,172 10.9 .1B7 2 X 2 X .187 12 W2 28 2 B 45,908 52,964 0 27,409 16.5 .187 2 X 2 X ,232 WEB W2 -FLILL THICKNESS WELD REG'D 13.42 ,232 13 SE 14 \11 28 2 B ,~ ' lt ! 15 V2 lE .i ----STANDARD VERTICALS---- 0 52!964 0 Hi,877 35,581 1,995 39,137 12.8 .187 2 X 2 X .232 3,184 2.0 .067 1 1/2 X 1 1/2 X .125 (l 10,877 1,995 3,184 2.0 .067 1 1/2 X 1 1/2 X ,125 • - STRESS ANALYSIS: 4866N8,3K 617 I.S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL . . . BASE LENGTH 47-7 1/4 WORKING LENGTH 47-3 1/4 DEPTH 48 EFF DEPTH 46.32 BC PANLS LE= 4-0 5 BC PANELS AT 8-0 RE= 4-(I TC PANEL5 LE= 4-0 RE= 4-(I FIRST HALF·LE= 3-i 3i4 SPECIAL 1ST COMP RE= 3-11 1/2 FIRST DIAG LE= 7-7 3/4 RE= 7-11 1/2' DEPTHS LE= 48.000 MLIL TI PLE LOAD ING: CENTERLINE= 48.000 RE= 48.000 j01ST BiRDER DESiGN: 8300 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNJFDRM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS Rl= +25i037.17 R2= +24,762.83 MIN SHR= 6,259.29 TL= 49,800.00 -------------STRESS ANALYSIS------------- tlO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -20,742 0 20,887 29,437 1.409 6~,.'.i8 0-2 2 W3 -20,742 40,471 20,887 -28,731 -1.375 63.71 4-0 3 W4 -53,514 4 11:5 ~1 W6 6 W7 7 ~17 8 W6 9 W5 10 W4 li W3 12 W2 -53~514 -71,001 -71/101 --71 ,28~1 -71,285 -54~367 -54,367 -2(\47(1 -20,47(1 40,471 12,587 18,126 1,440 66.70 7-7 3/4 66,558 12,587 -18,126 -1.440 66.70 11-7 3/4 60,~1~18 4,287 9,013 1.440 66.70 15-7 3/4 75,443 4,287 -9,013 -1.440 66.70 19-7 3/4 75,443 -4,012 -9,013 1.44(1 66.7(1 23-7 3/4 67i127 -4,012 9/113 -1.440 66.70 27-7 3/4 67,127 -12,312 -17,731 1,44(1 66.70 31-7 3/4 41,608 -12,312 17,731 -1.440 66.70 35-7 3/4 41,608 -20,612 -29,~124 1.432 66.34 39-1 3/4 Cl -20,612 29,050 -1.409 65.28 43-7 1/4 -----STD VERTICAL5 ---- 13 SE SQ END 25,037 -25 1037 1.000 46.:52 14 i/1 END PNL O O 1.000 46.32 1 ~. V2 INTERIOR O O L 000 46. 32 MAX TC COMPRESSION= -71,285.53 MAX BC TENSION= 75,443.90 MAX INT TC PANEL LENGTH = 48.00 MAX INT BC PANEL LENGTH = 96.00 • • STRESS ANALYSIS: 4BG6NB,3K 617 D-44-95-5l?. LOT 43 BASE LENGTH 47-7 1/4 WORKING LENGTH 47-3 1/4 I.S.P, I MEXAM, INC. RUN ON 11-·1-95 CARLSBAD CA JFL DEPTH 48 EFF DEPTH 46.32 BC PANLS LE= 4-0 5 BC PANELS AT B-0 RE= 4-0 TC PANELS LE= 4-0 FIRST HALF'LE= 3-7 3/4 SPECIAL 1ST COMP FIRST DIA6 LE= 7-7 3/4 DEPTHS LE= 48,000 MULTIPLE LOADING: CENTERLINE= 48,000 RE= 4-0 RE= 3-11 1i2 RE= 7-11 1/2 RE= 48.(100 JOIST GIRDER DESIGN: 4:,30 LB CONG LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 35600 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25X REACTIONS Rl= +10,248.b~, R2= +10,136.35 HIN SHR= 2,562.16 TL= 20i385.00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR -WEB F CSC WEB L PP DISTANCE 1 l>/2 -8,490 0 8,549 12/149 1.409 65.28 0-2 2 N3 -8,490 161566 8,549 -11,760 -1.375 63.71 4-0 3 ~· -21,905 16,566 5,152 7,419 1.440 66.70 7-7 3/4 4 W5 -2i,905 27,244 5,152 -7,419 -1.44(i 66.70 11-7 3/4 5 Wb -29,063 27,244 11754 3,689 1.440 66.70 15-7 3/4 6 W7 -29,063 30,882 1,754 -3,689 -L44(i 66.70 19-7 3/4 7 W7 -29i179 30;882 -1 1642 -3,689 1,440 66.70 23-7 3/4 B W6 -29,179 £7,477 -1,642 3i689 -1.440 66.70 27-7 3/4 0 W5 10 N4 !1 ~3 12 W2 -22~254 -22,254 -8,379 -8;379 13 SE SQ END 14 V1 END PNL n v2 rnrnnoR 27,477 17;031 17;03.t -5!04(1 -5,(i40 -8,437 -7,258 7,2~,8 -12;085 1,440 66.70 31-7 3/4 -1.440 66.70 35-7 3/4 1,432 66,34 39-7 3/4 -0 -8,437 11,891 -1.409 65.2B 43-7 1/4 -----STD VERTICALS---- 10!248 -10,248 1.000 46.32 0 (l 1,(1(1(1 46.32 0 (l J..(l(l(l 46.32 t'iA>: TC CuMPRESSIOii= -551879. 83 MAX BC iENSION= 30,882.0(: MAX IN'i TC PANE. LENfFH = 48.00 rlAX INT BC. H,NEL LENGTH = 96,(li) • •• 48G6N8, 3K' -G 17 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM • 1 26,7(1(1 -35,190 (I (I 29,437 (I " 26,700 -35,190 40,471 0 0 -28,731 i. ~\ 26, 7(1(i -53,514 40,471 (I 18,126 0 4 26,700 -53,514 66,558 (J (I -18,126 ~ 26,70(1 -71,001 66,558 (I 9,013 0 •' 6 26,700 -71,001 75,443 (I 0 -9,013 7 26,700 -71,285 75,443 0 0 -9,013 8 26,700 -71,285 67,127 (I 9,013 (I 9 26,700 -54,367 67,127 (l 0 -17,731 1(l 26,700 -54~367 41,608 0 17,731 (I .. ll 26,700 -35,079 41i608 (I (I -29,524 1" -'-26,700 -3~,. 079 (i -(I 29,050 0 13 (i 0 (I 0 0 -25,037 14 0 (I (I 0 (l 0 15 0 0 0 0 (I 0 MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • . ! Internatio.a'r Structural Products -. El Paso , Texas MEMBER SIZES: 4866NB.3K 617 D-44-95-519 LOT 43 CARLSBAD CA JFL Fy BEND ING LOAD OUTSIDE DEPTH BC = 31 · = 50,000.000 Fb = = (1. 000 ASSUMED FORCE = = 48. 000 ASSUMED EFF DEPTH= 30 1 (!0(1, 000 71,285.534 46.320 AREA= 1.3100 y(x) = 0.8340 Ryy = 1,6282 Rz = 0,5940 TC = 35 AREA = 1.6070 ih: = 0.9260 Rz = 0.591(1 Ryy = 1.64(13 y = 0.8540 SI = 1.6135 ACTUAL EFF DEPTH= 46.312 Ss = 0.6421 Gs = 1.0000 GAP BEHlEEN CHORD= 1. 0(1(1 CORRECTED LOAD TC= 71,297,848 BC = 75,456.934 L/Rx = 51. 835 USING L = 48. 00 L/Ry)'= 58. 523 USJNB L = 96. 00 L/Rz = 40,609 USING L = 24,00 WITH FILLERS K= 1.00 Fa= 22 1967,9 USING L/R= 58.52 F'e= 55,576.43 Cm= 0,00000 MAX LOAD (FILLERS)= 74,557.17 MAX LOAD NO FILLER= 60,922.77 FILLER PANELS REQD = 4 MIN WELD LEN 2X = 0.512 TC (fa/Fa) = 0.96584 USING TC= 35 = 3 X 3 X .281 BC STRESS = 28,800.35664 USING BC= 31 = 3 X 3 X ,227 CHORD !ff END PANEL CHECK hXIAL lwAD Fa ib PANEL PT = = = = = 958.555 CHORD WT/FT END PANEL CHECK W= (1 LEFT END LENBTH 35,196.91 AXIAL STRESS 19,441.86 F'e (1,(10 fb MID-PANEL = 20,133 = 46, (H) fa = 10,951.12 = 60,514.22 = 0.00 Cm = 0.945 fa/Fa = (i,563 PANEL PT= 10,951.1 MID PANEL= 0.5632 NO FILLERS L/R= 77.83 END PANEL CHECK AXIAL LOAD Fa = = = RIGHT END 35,085.36 19,441.86 LENGTH AXIAL STRESS F'e fb PANEL PT = (1,00 fb MID-PANEL fa Cm = 0.94~, fa/Fa = PANEL PT= 10 1916.4 HID PANEL= 0.5614 NO FILLERS BOTTOM CHORD L!Rz= 161.616 TC OALiRyy = MAX BRIDGING CHECK TC= 23, 23' BC= 32. W = 46.0(1 = 10,916.41 = 60,514.22 = (i,(l(l (1,561 L/R= 77,B3 345.806 MOMENT OF INERTiA= 3,10(1,B LL 360=1;096.7 LL 240=1,64~•.tl RUN ON 11-1-95 • - WEB DESIGN~-4866N8.3K -617 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 35 = 3 X 3 X .281 BC= 31 = 3 X 3 X .227 ------WEB DESIGN------• NUMBER SZ OTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 H 2 B 29,437 31,936 (I 71790 10.6 .187 1 1/2 X 1 1/2 X .187 2 11)3 2A 2 B (I ~•4i661 28,731 32,322 10.4 .187 2 1/2 X 2 1/2 X .187 3 W4 28 1 18,126 26,482 (l 4,552 6.6 .187 2 X 2 X .232 4 W5 25 2 B (l 43,329 18,126 18,452 6.6 .187 2 X 2 X .187 5 Wb 2(1 1 9,013 14,665 (I 2,598 4.9 .125 2 X 2 X .125 6 W7 20 2 B (I 29,330 9,013 12,494 4.9 .125 2 X 2 X .125 7 W7 2(1 2 B (I 29,330 9,0i3 12,494 4.9 .125 2 X 2 X .125 8 W6 20 1 9,013 14i665 (I 2,598 4,9 .125 2 X 2 X .125 9 W5 25 2 B 0 43,329 1i, 731 18,452 6.4 .187 2 X 2 X .187 1(1 W4 28 1 17,731 26,482 (I 4,552 6.4 .187 2 X 2 X .232 11 W3 2A 2 B (I !:,4,661 29,524 31,237 10.7.1872 1/2 X 2 1/2 X .187 12 W2 1K 2 B 29,050 31,936 (i 7,790 10.5 .187 1 1/2 X 1 1/2 X .187 ----STANDARD VERTICALS---- 13 SE 24 2 B (I 40,783 25,037 26,886 9.6 .176 2 X 2 X .176 14 Vl 1E 1 (I 10,877 1,425 2,211 2.0 .048 1 1/2 X 1 1/2 X .125 • 15 V2 1E 1 0 10,877 1,425 2,211 2.0 .048 1 1/2 X 1 1/2 I .125 STRESS ANALYSIS: 4866N8.3K 618 I.S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL . ,. BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 3-11 1/2 FIRST HALF-LE= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48.000 CENTERLINE= 48,000 f!ULTIPLE LOADING: EFF DEPTH 46.312 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-i1 1/2 RE= 48.000 JOIST GIRDER DESIGN: 8300 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BuTH BRGS UNIFORM TC LOAD= (! UNIFORM BC LOAD= 0 REACTIONS R1= +24,900.00 R2= +24,900.0(1 MIN SHR= 6,225.00 TL= _________ " ___ STRESS ANALYSIS------------- 49,80(1.(l(l NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTfiNCE 1 W2 -20,386 (I 20,750 29,088 1.401 64.92 0-2 2 W3 -2(li386 41,892 20,750 -29,884 -1.440 66.69 3-11 1/2 ., vJ4 -M,796 411892 12,4~,0 17193(1 1.440 66.69 7-11 1 '" ·-· , L ? W5 -54,796 67,700 121450 -17,93(! -1.44(1 66.69 .i.1-11 1 '" IL 5 W' b -7;\(l(fl 671700 4!15(1 8196~, 1.440 66.69 1:,-11 1/2 6 i~7 -72,(>01 70~302 4,1~,0 -Bi965 -1.440 66.69 19-11 1/2 7 W7 -72/101 76,302 -4, 150 -8,965 1.440 66.69 23-11 1/2 8 W' . b -721001 67i700 -4,150 8,965 -1.44(1 66.69 27-11 1/2 9 W5 -54,796 67,700 -12,450 -17,930 1.44(1 66.69 31-11 1/2 10 W4 -54,796 41,892 -12!450 17,930 -1.440 66.69 35-11 1/2 11 .. ~ w .. :-a -20,386 41,892 -20, 75(1 -29,8B4 1.44(1 66.69 39-11 1/2 j'i _.,_ W,; . ,. -20,386 -0 -20,750 29,088 -1.401 64.92 43-11 1/2 -----STD VERTICALS---- 13 SE SG END 24,900 -24.90(1 1. (l(l(l 46.31 14 V1 END PNL (i 0 1.000 46.31 15 V" .i. INTERIOR (l (I 1.(1(10 46.31 MAX TC CuHPRESSluN= -72,001.31 i'lAX BC TENSION= 76,302.~,7 • • STRESS ANALYSIS: 4866N8,3K 618 I.S,P, / MEXAM, INC . RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL , . BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 3-11 1/2 FIRST HALF 'LE= 4-0 F1RST DIAB LE= 7-11 1/2 DEPTHS LE= 48. 000 CENTERLINE= 48. 000 rJUL TIPLE LOADING: EFF DEPTH 46.312 RE= 3-11 RE= 3-11 RE= 4-(I RE= 7-11 RE= 4B,000 1/2 1/2 1/2 JOIST BIRDER DESIGN: 4530 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 3%(10 UNIFORM TC LOAD= (I UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 2~,1, REACTIONS R1= + 10 ! 192. 5(1 R2= +101192.50 MIN SHR= 21548.13 TL= 20, 38~,. (l(i -------------STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -B,344 (l 8,493 11;907 1.401 64.92 0-,, i. r, W3 -81344 17,148 8,493 -i2i232 -1.440 66.69 3-11 1 ,,, i. Ii. ., W4 -22,430 17,146 5,096 7:339 1.440 66.69 7-11 1/2 ,) 4 1'15 -22,430 27,712 5,096 -7,339 -1.440 66.69 11-11 1/2 r ,, Wb -291472 2i:712 1,698 3!669 i.440 66.69 15-11 i/2 6 i/7 -29,472 31~233 1,698 -31669-· -1.44(1 66.69 19-11 i/2 7 W7 -29, 472 31!233 -1!698 -3,669 1.440 66,69 23-11 1/2 8 Wb -29,472 27!712 -1,698 3,669 -1.440 66.69 27-11 1i2 9 W5 -22,43(! 27!712 -5,096 -7~339 1.440 66.69 31-11 1/2 10 W4 -22!430 17,148 -5i096 7,339 -1.44(1 66.69 35-11 1/2 I' W3 -8;344 17,148 -8,493 ., ~: :"l':"lj 1.440 66.69 39-11 1/2 -l -J..i.~.t.-.).1.. 12 w~· i. -8,344 (l -8,493 11,907 -1.401 64.92 43-11 112 -----STD VERTICALS ---- 13 SE SG END 10,192 -10,192 1,(l(l(i 46.31 14 Vi END PNL (l (I LOOO 46.31 15 ;J1: iNTERIOR 0 (I 1, (l(!(l 46.31 Vi. n.AX TC COMPRESSION= -56,!72.82 MAX BC TENSICTN= 3.i..233.49 • • ',. 4866NB. 3K 618 · RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM • 1 26,700 -3:,, 044 (l 0 29,088 0 2 26,700 -35,044 41,892 0 (l -29,884 3 26,700 -54,796 41,892 0 17,930 (l 4 26,700 -54,796 67,70(1 (I 0 -17,93(1 ,: •' 26,700 -72,001 · 67,700 0 B,965 0 6 26,70(1 -72,001 76,302 0 0 -8,965 7 26,700 -72,001 76,302 (I 0 -B,965 8 26,700 -72,001 67,700 (I S,965 (I 9 26,700 -54,796 67, 7.00 0 0 -17,930 10 26,700 -54,796 41,892 (I 17,930 0 11 26,700 -3~,, 044 41,892 (l (J -29,884 12 26,700 -35,044 0 -(J 29!088 0 13 0 0 (l 0 (I -24,900 14 (l (I (i (l (I (l 15 (l (l (l 0 (l (l MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • InternatiOal Structural Products MEMBER SIZES: 48G6N8.3K 618 El Paso ,. Texas D-44-95-519 Fy BENDING LuAD OUTSIDE DffTH BC = 31 · LOT 43 CARLSBAD CA = 50,000.000 Fb = = 0. 000 ASSUMED FORCE = = 48. 000 ASSUMED EFF DEPTH= JFL 30,000.000 72,001.317 46,312 AREA= 1,3100 ylxl = 0.8340 Ryy = 1,6282 Rz = 0.5940 TC = 35 AREA = L 6070 Rx y = 0,8540 SI ACTUAL EFF DEPTH = = 0.9260 Rz = 0,5910 Ryy = 1.6403 = 1.6135 Ss = 0.6421 Gs = 1.0(100 46. 312 GAP BETWEEN CHORD= L 000 CORRECTED LOAD TC= 72, 00 L 317 BC = 76,302. 578 L/Rx = 51.835 USING L = 48.00 L/Ryy= 58.523 USING L = 96.00 L/Rr = 40.609 USING L = 24.00 !HTH FILLERS K= 1.0(1 Fa= 2'2,967.9 USING L/R= ::,B,52 F'e= 55,576.43 Cm= 0,00000 MAX LuAD (FILLERS)= 74,557.17 MAX LOAD NO FILLER= 60,922,77 FILLER PANELS REGD = 4 MIN WELD LEN 2X = 0,517 TC ifa/Fai = 0.97537 USING TC= 35 = 3 X 3 X .281 FC STRESS = 29,123.12143 USING BC= 31 = 3 X 3 X .227 CHORD WT = 964,846 CHORD WT/FT = 20.133 END PANEL CHECK W= 0 END PANEL CHECK = LEFT END LENGTH = 45 .. 50 AXIAL LOAD = 35!044.82 AXIAL STRESS fa = 10! 903.8(1 Fa = 19,6(17,73 F·e = 61,851.51 fb PANEL PT = 0,00 fb MID-PANEL = (l,(lO Cw = 0.947 fa/Fa = 0.556 PANEL PT= 10, 903,8 MID PANEL= 0. ~,560 NO FILLERS L/R= 76. 98 .END f'ANEL CHECK = RIGHT END LENGTH = 45. ~.(l ;XIAL LOAD = 35!044.82 AXIAL STRESS fa = 10i903.80 Fa = 19,607.73 F'e = 61,851.51 fb PANEL PT = O.O(i fb MID-PANEL = 0.00 Gm = 0,947 faiFa = 0.556 PANEL PT= 10,903.8 MID PANEL= 0.5560 NO FILLERS L/R= 76,98 BOTTOM CHORD LiRz= 161,616 TC OALiRyy = 348.092 MAX BR IDB ING CHECI'. TC= 23. 23' BC= 32. ;:,6' TC TENSION STRESS= 8,307,40 RUN ON 11-1-95 • • WEB DESIGN: 4866N8,3K 618 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 35 = 3 X 3 X ,281 BC= 31 = 3 X 3 X ,227 ------WEB DESIGN------• NUMBER SZ QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 lK 2 B 29,088 31,936 (I 7.876 10.5 .187 1 1/2 X 1 1/2 X ,187 2 W3 2A 2 B (I 54,661 29,884 31,089 10,8 ,187 2 1/2 X 2 1/2 X .187 3 W4 28 1 17,930 26,482 (I 4,553 6,5 ,187 2 X 2 X .232 4 W5 25 2 B (I 43,329 17,930 18, 45:, 6.5 ,187 2 X 2 X .187 5 W6 20 1 8,965 14,665 (l 2,599 4.9 .125 2 X 2 X .125 6 W7 20 2 B 0 29,330 8,965 12,496 4,9 .125 2 X 2 X ,125 7 W7 20 2 B 0 29~330 8,965 12,496 4.9 .125 2 X 2 X .125 8 W6 20 1 8,96=· 14,665 (l 2,599 4.9.1252 X 2 X .125 9 W5 25 2 B 0 43!329 17,930 18!455 6.5 .187 2 X 2 X .187 10 W4 28 1 17,930 26,482 0 4,~,53 6,5 .187 2 X 2 X .232 11 W3 2A 2 B (I 54,661 29,884 31 1089 10.8 .187 2 1/2 X 2 1/2 X .187 12 W2 1K 2 B 29,088 31,936 (l 7,876 10.5 ,187 1 1/2 X 1 1/2 X .187 ----STANDARD VERTICALS---- 13 SE 24 2 B 0 40,783 24,900 26,89(! 9.b .176 2 X 2 X .176 14 Vl 1E 1 (I 10,877 1,440 2,211 2.0 .048 11/2 X 1 1/2 X .125 -ii: JJ'i lE 1 0 10,877 1,440 2,211 2.0 .048 1 1/2 X 1 1/2 X .12~1 h 1 Vt. STRESS ANALYSIS: 4066NB,7K 619 I.S.P, I MEXAM, INC. RUN ON 11-1-95 D-44-95-5J ?. LOT 43 CARLSBAD CA JFL BASE LENGTH 42-6 1/2 BC PANLS LE= TC PANELS LE= FIRST HALF' LE= FIRST DIAS LE= WORKING LENGTH 42-2 1/2 DEPTH 4(1 3-11 1/2 5 BC PANELS AT B-(l 3-11 1/2 4-0 SPECIAL 1ST COMP 7-11 1/2 DEPTHS LE= 4(1, 000 CENTERLINE= 40.000 MULTIPLE LOADING: EFF DEPTH 38.6 RE= 2-7 RE= 2-7 RE= 0-(I RE= 2-7 RE= 40,000 JOiST GIRDER DESIGN: 8700 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 384 UNIFORM BC LOAD= (I REACTIONS Rl= +311434.26 R2= +36,973.74 MIN SHR= 9~243.44 TL= 68,408.00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -31,067 (I 26,356 40,741 li =·45 59.66 0-2 2 W3 -31,067 61,981 24,860 -39,670 -1.595 61.59 3-11 112 .,, •' ~)4 -80,167 61,981 14,624 23~336 1 i59~1 61.59 7-11 1/2 4 W5 -80,167 96i443 13,088 -20,885 -1.59~, 61.59 11-11 1/2 5 W6 -99,989 76,443 2,852 14,750 1.595 61,59 15-11 1/2 6 W7 -'19,989 101!626 1 ~u. -;~'lb -14;750 -1.595 6L59 19-11 1/2 7 W7 -90,534 101,626 -8,919 -14,750 1,595 61,59 23-11 1/2 8 W6 -90,534 77~532 -10,455 16,684 -1.595 61.59 27-11 1/2 9 lfi -~11 ,802 77' ~132 -20,691 -33!0!8 1.595 61.59 31-11 1i2 10 W4 -511802 24,161 -22,227 35,469 -1.595 61.59 35-11 1/2 11 W3 -24,161 24,161 -31,695 -31,695 1,(1(1(1 38.6(1 39-11 112 ,,., J.,: W? ~ -24,161 (I -32,159 40i224 -1.25(1 48.28 39-11 1/2 -----STD vERTICAL5 ----,.,. J.,) SE SG END 36~973. -36,973 i.000 38.60 14 v1 END PNL 1,496 -1,496 1.000 38.60 i5 V2 INTERIOR 1,536 -1,536 1.000 38.6(1 MAX TC COMPRESSION= -99,989.92 MAX BC TENSION= 101 1626.71 KAX INT TC PANEL LENGTH= 48.00 MAX INT BC PANEL LEN6TH = 96.00 • • STRESS ANALYSIS: 4066N8.7K 619 I.S.P. i MEXAM, INC. RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 42-b 112 WORKING LENGTH 42-2 1/2 DEPTH 40 BC PANLS LE= 3-11 1/2 5 BC PANELS AT B-0 TC PANELS LE= 3-11 1/2 FIRST HALF' LE= 4-0 SPECIAL 1ST COMP FIRST DIAS LE= 7-11 1/2 DEPTHS LE= 40,000 CENTERLINE= 40.(100 MULTIPLE LOADING: EFF DEPTH 38.6 RE= 2-7 RE= 2-7 RE= 0-(1 RE= 2-7 RE= 40.000 JD1ST BIRDER DESIGN: :,010 LB CONC LOAD AT DIABot,AL TC PANEL PT5 LOAD@ BOTH BRGS · ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 35600 UNIFORM TC LOAD= 384 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 257. REACTIONS Rl= +16,154,26 R2= +18,546.74 MIN SHR= 4,636.69 TL= 34,701.00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 3 W4 4 w::, 5 W6 6 W7 7 W7 a W6 9 W5 10 W4 11 W3 12 W2 -16i183 -16)83 -41,434 -41,434 -51,6(!9 -51i609 -46,709 -46,709 -26,733 -26,733 -12,261 -12,261 13 SE SG END 14 Vi END PNL 15 V2 INTERIOR (i 31,861 31,861 49,574 49,574 52,211 521211 39~774 13,729 121607 7,698 6,546 1~636 484 -4,424 -5,576 21,222 -20,118 12,283 -10,44~, 7,398 -7,398 -7~396 B,899 1.545 59.66 0-2 -1.595 61.59 3-11 1/2 1.595 61,59 7-11 1/2 -1,595 61.59 11-111/2 1.595 61,59 15-11 1/2 -1,595 61,59 19-11 1/2 1.595 61.59 23-11 1/2 -1,595 61.59 27-11 1/2 1.595 61.59 31-11 1/2 12,261 -11,638 18,571 -1.595 61.59 35-11 1/2 12,261 -15,971 -15!971 1,000 38,60 39-111/2 -(I -16,319 20,412 -1.25(1 48.28 39-11 1/2 -----STD VERTICALS---- iB,~,46 -181546 1.000 38.60 1,122 -1,122 1,(i(l(l 38.60 1,152 -1,1~,2 1.(l(l(l 36.60 MAX TC COMPRESSION= -78,309.27 MAX BC TEN3ION= 52!211.77 MAX INT TC PANEL LENGTH= 48.Ni MAX INT BC PANEL LENGTH = %.00 • • 40G6N8,7t'G19 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SU~MARY ------- HEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM • 1 26)00 -42,883 (I (l 40,741 0 2 26,700 -42,B83 61,981 0 (I -39,670 ~ 26;700 -80,167 61,981 0 23,336 0 .) 4 26,700 -80,167 96,443 0 0 -20,885 ,, 26,700 -99,989 96,443 0 14,750 0 6 26,700 -99,989 101,626 0 0 -14,750 7 26,700 -90,534 101,626 (l (l -14,750 8 26,700 -90,534 i7,532 0 16,684 (J 9 26, 70(1 -53.,433 77!532 (l (l -33!018 10 26,700 -~13 ,433 24 i161 (I 35,469 (I 11 26!700 -38,961 24,161 0 (i -31,695 j': 26,700 -38,961 (I -0 40,224 0 _,. ,.,. (J 0 0 (I 0 -36,973 h' , . ,'! 0 (l (l. 0 0 -1,496 15 !) (J 0 0 (l -1,536 MAXIMUM UNIFORM LOAD: TOP CHORD= 384 • STRESS ANALYSIS: 4866N8.3K 620 I.S.P. / MEXAM, INC . RUN ON 11-1-95 D-44-95-Sl~. LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT B-0 TC PANELS LE= 3-11 1/2 FIRST HALF lE= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48.000 CENTERLINE= 48.000 MULTIPLE LOADING: EFF DEPTH 46,32 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 48.000 JOIST GIRDER DESISN: 8300 LB CONC LOAD AT DIAGONAL TC PIWEL PTS LOAD@ BOTH BRG3 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS Rl= +24i900.00 R2= +24,900.00 MIN SHR= 6,225.00 TL= 49,800,00 -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR t~EB F CSC WEB L PP DISTANCE 1 W2 -20,382 0 20,750 29i086 1.401 64,92 0-2 2 W3 -20,302 41,885 2o!n,o -29!ss1 -1.440 66.70 3-11 112 3 N4 -54J786 41~885 12,450 17,929 1.440 66.70 7-11 1/2 4 W5 -54,786 67i688 12i450 -17;'129 -1.440 66,70 H-11 1/2 5 ii/ii -71i9BB 67,688 4,150 Bi964 1.440 66.N 1~1-11 1/2 6 w, -71,988 76,289 4,!~,0 -8,964 -1.440 bb,70 19-11 1i2 7 W7 8 W6 9 W;:, 1(i W4 11 W3 12 ~;2 -71,988 -71,988 -:.4,786 -54,786 -20,382 -2(i~ 382 76,289 67!688 b7,688 -4,150 -4,150 -12,450 -B,964 8,964 -17,929 41,885 -12i450 17,929 41,885 -20,750 -29,881 -{l -20175(! 29,086 -----STD VERTICALS ---- 1,446 66.7(1 23-11 1/2 -1.440 66.70 27-11 1/2 1.440 66.70 31-111/2 -1.440 66.70 3:.-11 1/2 1.440 66,70 39-11 1/2 -1,401 64.92 43-111/2 i3 SE Su END 24,900 -24/tOO L00(1 46.32 14 Vl END F'NL O (I LOOO 46,32 1~, v2 iNTERIOR O O 1.000 46.32 MAX TC COMPRESSION= -71,988.88 MAX BC TENSION= 76,289.39 MAX INT TC PANEL LENGTH = 48.0(i MAX IN, BC PANEL LENGTH = 96.0(1 • • STRESS ANALYSIS: 4BG6NB,3K 620 I.S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-Ci TC PANELS LE= 3-11 1/2 FIRST HALF LE= 4-0 FiRST DIAG LE= 7-11 1/2 DEPTHS LE= 48.000 CENTERLINE= 48,000 MUl TIPLE LOADiNG: EFF DEPTH 46.32 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 48,000 JiJIST GIRDER DESIGN.: 4530 LB CONC LOAD AT DIAGONAL TC PANEL HS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 35600 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25% REACTIONS Rl= +10!192.50 R2= +10,192,50 nm SHR= 2,548.13 TL= 20,3~5.00 -------------STRESS ANALYSIS------------- N[I MEM TC F 1 W2 -8,343 2 W3 3 W4 4 ¥)5 5 W6 6 W7 7 W7 8 W6 9 v/5 10 W4 11 W3 12 W2 13 SE 14 \/1 1~, VL -8,343 -22,426 -22,426 -29,467 -29,467 -29,467 -29,467 -22,426 -22!_426 -B,343 -8~343 SG END END PNL INTERIOR BC F i) 17,145 17,145 27,707 275707 31,228 31,228 27,707 27,707 17,14~· SHEAR WEB F CSC WEB L PP DISTANCE 8,493 11,906 1.401 64.92 0-2 B,493 5,096 ~,,096 1,698 1,698 -1,698 -1,698 -5!096 -~., 096 7~339 -, ~,,... -, ~~:.ft 3,669 -3,669 -3!669 3,669 -7!339 7,339 17,145 -8,493 -12,231 -1.440 66.70 3-111/2 1.440 66.70 7-11 1/2 -1.440 66.70 11-11 1/2 1,440 66.70 15-11 1/2 -1,440 66.70 19-11 1/2 1.440 66.70 23-11 1/2 -1.440 66,70 27-11 1/2 1.440 66,70 31-11 1/2 -1.440 66.70 35-11 1/2 1.440 66.70 39-111/2 -1,401 64.92 43-11 1/2 0 -B,493 11 1906 -----STD VERTICALS---- 10,192 -10,192 1.000 46,32 0 0 1.000 46.32 0 0 1.000 46.32 MAX TC COMPRESSION= -56,167.73 MAX BC TENSiON= 31 122B.iu MAX INT BC PANE;_ LENBTH = MAX INT TC PANEL LENGTH = 48.00 96,00 • • 48G6N8.3K,G20 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM -· ' 26,70(1 -35,043 (I (I 29,086 0 l 2 26,700 -35,043 41 ,88!:, (I (I -29,881 "! 26,700 -54,786 41,885 (I 17!929 (1 ,, 4 26,700 -54,786 67,688 (l (l -17,929 5 26,700 -71,988 67,688 (I B,964 (I 6 26,700 -71,988 76,289 (l (l. -8,964 7 26,700 -71,988 76,289 0 (I -8,964 8 26,70(! -71,988 67,688 (i 8,964 0 '1 26,700 -54,786 67,688 (I (I -17,929 10 26,700 -54,786 41,88!:, (i 17,929 (I ., ll 26, 70(1 -35!043 41,885 (I (l -29,881 ,,, 26,700 -35,043 (I -0 29,086 (I l.£ ,., !·-' ,) (I (I (I (I -24,900 14 (I 0 (i (I (i (l 15 (I 0 (I 0 (I 0 MAXIMUM UNIFORM LOAD: iOP CHORD= 0 • Internatfoal Structural Products MEMBER SIZES: 4866NB.3K 620 EI Paso, Texas D-44-95-519 LOT 43 CARLS.BAD CA JFL Fy = 50,000,000 Fb = 30,000,000 = 0. 000 ASSUMED FORCE = 71 ,-988. 881 BENDING LOAD OUTSIDE DEPTH = 48. 000 ASSUMED EFF DEPTH= 46. 32(1 BC = 31 · AREA= 1.3100 y(x) = 0,8340 Ryy = 1.6282 Rz = 0.5940 TC = 35 AREA= 1.6070 Rx = 0.9260 Rz = 0,5910 Ryy = 1.6403 y = 0,8540 SI = 1.6135 Ss = 0.6421 Gs = 1.0000 ACTUAL EFF DEPTH = 46,312 GAP BETWEEN CHORD= 1. 000 CORRECTED LOAD TC= 72,001,317 BC = 76,302.578 L/Ri: = 51.835 USING L = 48,00 L/Ryy= 58,523 USING L = 96.00 L!Rz = 4(1.609 USING L = 24,00 WITH FILLERS K= LOO Fa= 22,967.9 USING UR= ~,8.52 r e= 55,576.43 Cm= O.OOtiOO MAX LOAD (FILLERS)=· 74,557.17 MAX LOAD NO FILLER= 60,922,77 FILLER PANELS REGD = 4 MIN WELD LEN 2X = 0.517 TC (fa/Fa) = 0.97537 USING TC= 35 = 3 X 3 X .281 BC STRESS = 29,123.12143 USING BC= 31 = 3 X 3 X .227 CHORD WT = 964.846 CHORD WT/FT = 20.133 END PANEL CHECK iii= 0 ' END PANEL CHECK = LEFT END LENGTH = AXIAL LOAD = 35,049.43 AXIAL STRESS fa = 10,9(1~1.23 Fa = 19,607.73 F'e = 61,851.51 fb PANEL PT = 0. (1(1 f b Ii ID-PANEL = 0. (10 Cm = 0.947 faiFa .. = 0,556 PANEL PT= 10,905.2 MID PANEL= 0.5561 NO FILLERS UR= 76.98 END PANEL CHECK = RIGHT END LENGTH AXIAL LOAD = :5,049,43 AXIAL STRESS fa Fc1 = 19,607.73 F'e fb PANEL PT = O.O(i fb MID-PANEL Cm = (1,947 fa/Fa = PANEL PT= 10,905.2 MID PANEL= 0,5561 NO FILLERS BOTTOM CHORD L!Rz= 161.616 TC OALiRyy = MAX BRIDGINB CHECK TC= 23.23' BC= 32.~•b' : = = = 45.50 10,905.23 61,851.51 (1,(10 (1,556 UR= 76.98 348.092 MOMENT OF INERTiA= :S,10(1,8 LL 360=1,07~•.'.2 LL 24(1=1i612,B T: TENS ION STRESS = 8,308. 84 RUN ON 11-1-95 • • ~ : WEB DESIGN:'48G6N8,3K 620-RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 35 = 3 X 3 X .281 B~= 31 = 3 X 3 X ,227 ------WEB DESIGN------• NUMBER SZ QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 1K 2 B 29,086 31,936 0 7,875 10.5 .187 1 1/2 X 1 1/2 X ,187 2 W3 2A 2 B 0 !:,4,661 29,881 31 1087 10,8 ,187 2 1/2 X 2 1/2 X .187 3 W4 28 1 17,929 26,482 0 4,552 6,5 .187 2 X 2 X .232 4 W5 25 2 B 0 43i329 17,929 18,452 6.5 .187 2 X 2 X .187 5 W6 20 1 8,964 141665 (I 2,598 4,9 .125 2 X 2 X .125 6 t,17 20 2 B 0 29,330 B,964 12,494 4.9 .125 2 X ~ X .125 7 li7 20 2 B (I 29,330 8,964 12,494 4.9 .125 2 X 2 X .125 B W6 2(11 8,964 14,665 0 2,!:"98 4.9 .125 2 X 2 X .125 9 W5 25 2 B 0 43,329 17,929 18, 4~,2 6.5 .187 2 X 2 X .187 10 W4 28 1 17!929 26,482 (1 4,552 6.5 .187 2 X 2 X .232 11 W3 2A 2 B 0 54,661 29,881 31,087 10.8.1872 1/2 X 2 1/2 X .187 12 W2 1K 2 B 29 ,(>86 31,936 ·O 71875 10.5 .187 1 1/2 X 1 1/2 X .187 ----STANDARD VERTICALS---- 13 SE 24 2 B 0 40,783 24,900 26,886 9.6 .176 2 X 2 X .176 14 Vl 1E 1 (I 10,877 1,44(1 2,211 2.0 .048 1 1/2 X 1 1/2 X .125 15 V2 1E 1 (l 10,877 1,440 2,211 2.0 .048 1 1/2 X 1 1/2 X .125 • S·TRESS ANALYSIS: 4866N10,2K 621 I,S.P, / MEXAM, INC. RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL , . BASE LENGTH 47-11 WORKING LENGTH 47-7 DEPTH 48 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 3-111/2 FIRST HALF· LE= 4-0 FIRST DIA6 LE= 7-11 1/2 DEPTHS LE= 48.000 MULTiPLE LOADING: CENTERLINE= 48.000 EFF DEPTH 46,312 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 48,000 JOIST GIRDER DESIGN: 10200 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= {l REACT IONS Rl = +30,600.0(l R2= +30,600.00 MIN SHR= 7,650.00 TL= -------------STRESS ANALYSIS ------------- 61,200.00 NO MEM re F BC F SHEAR WEB F csc WEB L pp DISTANCE 1 W2 -25,052 (I 25, ~,(1(1 35,747 1.401 64.92 0-2 ,, If' -25,052 51.,482 25,500 -36,725 -1.440 66.69 3-11 112 t. ,, ., w4· -67,339 ~.1, 482 1~,,30(i 22,035 1.440 66.6'1 7-11 1/2 ··' 4 we cl -675339 83!197 15,3(J(i -22,035 -1.440 66.69 11-11 1/2 ~ ~)6 -88i483 .,...,. f,.z""t 5,100 i1,(l17 1.440 66.69 15-11 1/2 ,, tJ~, l j 'i J 6 i'li -88,483 93~769 5,100 -!1,017 -1.440 66.69 19-11 1/2 7 W7 -88,483 ·13,769 -5, l(i(i -11,017 1.440 66.69 'i.,. fl. t.,,-ll 1/2 8 W6 -88,483 83,1~-Y -5,l(l(i 11,017 -1.440 66.69 27-11 112 '1 145 -67,339 :-.7 i'1'""1 tLJ, .l. 7 / -l~r,300 ~llj :·~'7J:' -1,.L.,V1-h.l 1.44(! 66.69 31-11 1 "j '* 10 W4 -67i339 51i482 -15,3(1(1 22,035 -1.440 66.69 35-11 1/2 11 ¥13 -25i052 :,1 i 482 -25, 5(il) "", -tr.c -,)b, IL,..1 1.44(! 66.69 39-11 1/2 12 wr, t. -25,052 -(1 -25,5(1(! 35)47 -1.401 64.92 43-11 1/2 -----STii VERTICALS ---- 13 SE SG END 3(!,6(1(1 -3(!!60(1 1.(1(1(1 46.31 14 V1 END PtJL 0 0 1,00(! 46.31 15 V2 INTERIOR (, (I 1.(1(1(1 46.31 MAX TC COMPRESSION= -88,483.54 MAX BC TENSION= 93,769.43 • • S=fRESS ANALYSIS: 4866N10.2K 621 I.S.P. / MEXAM, INC_ RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 47-11 WORKING LENGTH 41-7 DEPTH 48 B~ PANLS LE= 3-11 112 5 BC PANELS AT 8-0 TC FANELS LE= 3-11 1i:2 ~IRST HALf LE= 4-0 FIRST DIAG LE= 7-11 1/2 DEPTHS LE= 48.000 CENTERLINE= 48. 000 MUL Ti PLE LOAD ING: EFF DEPTH 46.312 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 RE= 7-11 1/2 RE= 48.000 JOIST GIRDER DESI6N: 5570 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 32900 UNIFORM TC LOAD= (I UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25¼ REACTIONS Rl= +12,532.~,0 R2= +12~532.50 MIN SHR= 3,133.13 TL= 25,065.00 -------------STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 If' ii. -10126(i (I 101443 141640 1.401 64.92 0-~ L 'i L W7 •' -10,26(1 21,085 10,443 -15,041 -1.440 66.69 3-11 1/2 "' ·-' W4 -27,579 21,085 6,266 9,024 1.44(; 66.69 7-11 1/2 4 W5 -27,579 34,074 6,266 -9,024 -1.440 66.69 11-11 112 r •' W6 -36,239 34i074 2,088 4,512 1.440 66.69 15-11 1i2 6 W7 -36,239 38,404 2,088 -4,512 -1.44(1 66.69 19-11 1/2 7 W7 -36,239 38,404 -2,088 -4i512 1.440 66.69 23-11 1/2 8 Wb -36,239 34,(174 -2,088 4,512 -1.440 66.69 27-11 1i2 9 W5 -27!579 34,074 -6,266 -9,024 L44(i 66.69 31-11 1/2 1(1 W4 -27,579 21,085 -6,266 9,024 -i.440 66.69 35-11 112 11 W3 -10)6(i 21,085 -1(\443 -15,041 1.440 66.69 39-11 1/2 f'j l.<. W2 -10i260 (I -10,443 14,640 -1.4(11 64.92 43-11 1/2 -----STD VERTICALS ----,.,. SE SQ END ¾J"'\ C""'r -12,~132 1,(i(l(I 46.31 l,' J.L,,..1~1.. t ! \/1 END PNL (! 0 1,(1(1(1 46.31 l't , ~ JP': INTERIOR (l (I 1. (i(I(, 46.31 .!,.I VL fl'•'' ,.Mt, TC CuMPRESS ION= -60,914irL1 MAX BC ENSION= 38,404.09 • • , .. 48G6N!0.2K.621 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC CO.M WEB TEN WEB COM • 24 16n, -34' 93~1 (I 0 35,747 0 2 24,675 -34,935 51,482 0 (l -36,725 7 24,675 -67,339 51,482 0 22,035 0 ,, 4 24,675 -67,339 83,197 0 0 -22,035 ~ 24 ! 67~, -88,483 83,197 0 11,017 (I •' 6 24,675 -88,483 93,769 0 0 -11,017 7 24,675 -BB,483 93,769 0 0 -11,017 8 24!675 -88,483 83,197 (I 11,017 0 9 24,67:, -67,339 83,197 (1 (I -22,035 10 24,675 -67,339 51,482 0 22,03~1 (I 11 t;" J-,J: -34,935 51,482 0 0 .,. • ..,,,t: L'l ,o/ ,, -\.,t;,_ I .t.~! j r, 24,675 -341935 (I -0 35,747 (I _t. .. .,. 0 0 0 0 0 -30,600 h' 14 0 0 (l 0 (I 0 15 0 (I (I (I (I (I MAXIMUM UNIFORM LOAD: TOP CHORD= 0 • Internatio'a·l Structural Products MEMBER SIZES: 4866Nl0,2K 621 El Paso I Texas D-44-95-519 LDT 43 CARLSBAD CA JFL Fy = 50,000.000 Fb = BENDING LOAD = 0.000 ASSUMED FORCE = OUTSIDE DEPTH = 48.000 ASSUMED EFF DEPTH= BC -7C -~'s.' AREA= 1.6070 y(x) = (1.8540 Ryy = 1.6403 Rz TC = 3E AREA= 2.0900 Rx y = 0.9900 SI ACTUAL EFF DEPTH= CORRECTED LOAD TC= = 1.0820 Rz = 0.6900 Ryy = 2.4737 Ss = 0.9756 Qs 46 .156 GAP BETWEEN CHORD= 88,782.606 BC = 30,000,000 88,483, ~,46 46.312 = o.~'910 = 1.8417 = 0.9859 1.000 94,086.359 L/fix = 44.362 USING L = 48.00 L/Ryy= ~,2.12!:, USING L = 96.00 L/Rz = 34.782 USING L = 24.00 WITH Fii.LERS K= LOO Fa= 23,736.9 USING L/R= 52,12 F·e= 75,879.27 Cm= 0.00000 MAX LOAD (FILLERS)= 100,212.53 MAX LOAD NO FILLER= 87,866.67 FiLLER P11NELS REGD = 4 MIN WELD LEN 2X = 0. 637 TC (fa/Fai = 0.89480 USING TC= 3E = 3 1/2 X 3 1/2 X .312 BC STRESS = 29,273.91390 USING BC= 35 = 3 X 3 X .281 CHORD WT = 1,222.845 CHORD WT/FT = 25.516 END PANEL CHECK W= 0 END PANEL CHECK = LEFT END LENGTH = 45.50 AXIAL LOAD = 35~053.71 AXiAL STRESS fa = 8!386.05 Fa = 21,455.67 F'e = 84,446.73 fb PANEL PT = (1.00 fb MID-FANEL = 0.00 Ci!i = 0.970 faiFa = 0.390 PANEL PT= S,386.(i MID PANEL= 0.3908 NO FILLERS L/R= 65.94 END PANEL CHECK = RIGHT END LENGTH = 45.50 AXIAL LOAD = 35~Ci53.i1 ?iXIAL STRESS fa = 8,386.05 Fa = 21~455,67 F'e = 841446,73 fb PANEL FT = 0.00 fb MID-PANEL = (l,(1(1 Cm = (1,970 fa/Fa = (1,390 PANEL PT= 8,386.0 MID PANEL= 0,39(1B NO FILLERS L/R= 65.94 BOTTOM CHORD L/Rz= 162.436 TC OAL/RyY = M?iI BRIDBINB CHECK TC= 26,09' BC= 3'.c,80' liDMEriT :JF INERTIA= RUN ON 11-1-95 • • WEB DESIGN':' 4866N10.2K 621 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 35 = ~ X 3 X ,281 ------WEB DESIGN------• NUMBER SZ GiY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 25 2 B 35,747 43,329 0 19,459 12.9 .187 2 X 2 X .187 2 W3 2E 2 B 0 66,478 36,725 39,159 13,2 .187 2 1/2 X 2 1/2 X .230 3 W4 16 2 B 22,035 23,937 0 5,741 10.8.1381 1/2 X 1 1/2 X .138 4 W:, 28 2 B 0 52,964 22,035 22,123 8.0 ,187 2 X 2 X .232 5 W6 21 1 11,017 16,725 (! 2,934 C r .. ,.L .143 2 X 2 X .143 6 W7 20 2 B 0 29,330 11,017 12,496 6.0 .125 2 X 2 X .125 7 W7 20 2 B (l 29,330 11,017 12,496 6.0 .125 2 X 2 X .125 E, Wb 21 1 11,017 16,725 (l 2,934 C "I 1,,l1J.. .143 2 X 2 X .143 9 W~1 28 2 B (l 52,964 22s03~1 22~123 8.0 , 187 2 X 2 X ,L32 10 W4 16 2 B 22,035 23,937 0 5,741 10.8 .138 1 1/2 X 1 1/2 X .138 ~ s L1~ i.!. ~~\ 2E 2 B (I 66,478 36,725 39,159 13.2 .187 2 1/2 X 2 1/2 X .230 12 W2 2!:, 2 B 35,747 43,329 (I 19,459 ·12.9 .187 2 X 2 X .187 ----STANDARD VERTICALS---- 13 SE 26 2 B (l 47,146 30,600 31,328 11.0 .187 2 X 2 X .205 14 \11 1E 1 0 10,877 1,775 2,211 2.0 .059 1 1/2 X 1 1/2 X .125 15 'J2 1E 1 (I 10,877 1,775 2,211 2.0 . 059 1 1i2 X 1 1/2 X .125 • .. : STRESS ANALYSIS: 40G6N6,6K 85 I.S,P, I MEXAM, INC . RUN ON 11-1-95 D-44-95-5{9 LOT 43 CARLSBAD CA JFL BASE LENGTH 44-0 7/8 WORKING LENGTH 43-8 7/8 DEPTH 40 BC PANLS LE= 4-3 7i8 TC PANELS LE= 4-3 7/B FIRST HALF 'LE= 4-(I FIRST DIAG LE= B-3 7/8 DEPTHS LE= 40,000 MULTIPLE LOADING: 5 BC PANELS AT 8-(I 1i8 SPECIAL 1ST COMP CENTERLINE= 40,000 EFF DEPTH 38.6 RE= 3-6 1/2 RE= 3-8 1/2 RE= (I-(I RE= 3-8 1/2 RE= 40.000 JOIST GIRDER DESIGN: 6600 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD€ BOTH BRGS uNIFORM TC LOAD= 371 UNIFORM BC LOAD= 0 REACTIONS Rl= +26,172.92 R2= +29 1654,46 MIN SHR= 7,413.62 TL"' -------------STRESS ANALYSIS------------- 5~,,827, 39 NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -28,55i (i 22,101 36,111 1*633 63.06 (I .., -.t. L W3 -28,557 54,160 20,588 -32,854 -1.595 61,59 4-3 7/8 7 W4 -69, 729 54,160 12, ~1(1~ 19,968 1.596 61.64 6-3 7/8 ,, 4 w~, -69,729 63,449 11,018 -17,59~1 -1.596 61.64 12-3 7/8 r W6 -87,099 83,449 2,932 11,839 1.596 61.64 16-4 •' 6 W7 -87,099 88, 9(1(, i,446 -11,839 -1.596 61.64 20-4 7 ~)7 -80,633 38,900 -6,639 -11,839 1,596 61.64 24-4 1/8 8 W6 -80,633 70,515 -8!125 12,976 -1.596 61.64 28-4 1i8 1 w~. -~10,329 7(1,515 -16,211 -25,889 1.596 61,64 32-4 1/4 10 W4 -50,329 28!293 -17,697 28,262 -1.596 61.64 36-4 1/4 11 W3 -28,293 28,293 -25,040 -251040 1. (l(!(I 38,60 4(1-4 3i8 t" _.c. W2 -28,293 (l -25,697 381221 -L487 57.41 4(1-4 3/8 -----srn VERTICALS ---- 13 SE SG END 29,654 -29,654 1,000 38.60 14 Vi END PNL 1, ~,12 .-1, 512 1. 000 38, 60 15 1/2 INTERIOR 1,485 -1,485 LOOO 38,60 NAX TC COMPRESSION= -87 ! 099. 92 MAX BC TENSION= 88,900, 63 MAX INT TC PANEL LENGTH = 48,06 !'lAX INT BC PANEL LENGTH = 96.13 • • ~ _-; STRESS ANALYSIS: 40G6N6,6K 65 1,S,P, I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 44-(I 7/8 WORKING LENGTH 43-8 i/8 DEPTH 40 EFF DEPTH 38.6 BC PANL5 LE= 4-3 7/8 TC PANELS LE= 4-3 7/8 FIRST HALF·LE= 4-0 FiRST !HAG LE= 8-3 7/8 5 BC PANELS AT 8-0 1/8 RE= 3-8 1/2 RE= 3-8 1/2 SPECIAL 1ST COMP RE= 0-0 RE= 3-8 112 DEPTHS LE= 40.000 CENTERLINE= 40.000 RE= 40.000 MULTIPLE LDADINa: iiDJST GIRDER DESIGN: 3800 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRSS ADDITIONAL CHORD LOADS ARE ADDED i\S BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 12500 UNIFORM TC LOAD= 371 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 2i:1r 1.lh REACTIONS R1= +13,883.57 R2= +15,386.97 MIN SHR= 3,646.74 TL= 29,270.54 -------------STRESS ANALYS1S ------------- !E1 MEM 7!"" F BC F SHEAR WEB F csc WEB L PF DISTANCE !1, W2 'r """C···· 0 11,880 .i.9,41(1 1.653 63.06 (,-" -1~1~ .)1.1\I i. 2 W3 -1~1~350 28,712 10,745 -17,147 -1i::195 61.~,9 4-3 7/8 ., ._, W4 -37~157 28,712 6,78J. 10,830 1,596 61.64 8-., 7/8 ,, 4 w~, -37 ,157 44,214 5,667 -9,050 -1.596 61.64 12-3 7/8 C ,, W6 -46,"334 44,214 1,702 6,143 1.596 61.64 16-4 6 W7 -46,334 47,067 ~,88 -6,143 -1.596 61.64 20-4 7 W7 -42,863 47 /J67 -31375 -6,143 1.596 61.64 24-4 i/8 8 W6 -42,863 797 :"'j4:"l"1 .• )J ~I../ J. -4,490 7,1i1 -1.596 61.64 28-4 1/8 9 W5 -26,745 37!272 -8,454 -13!502 1.596 61.64 32-4 1/4 10 W4 -26,745 14,830 -9,569 1 C r,r,r. ,•,i.DL -1.596 61.64 36-4 1/4 !1 W3 -14,830 14,830 -12,976 -12,976 1.000 38.60 40-4 3/8 12 W2 -14,830 -0 -1:5,469 20,033 -1.487 ~.7 .41 40-4 318 -----STD VERTICALS ---- 13 SE BG END 15,386 -15:386 1.000 38.60 14 Vl END PNL 1,134 -1,134 1.000 38.60 15 V2 INTERiOR 1,114 -1,114 1.000 38.60 f.JHi TC CDMPRESSlON= -~,5; 709. ~.4 MAX BC TENSION= 47 /167 .34 :'iP INT TC PANEL LENGTH = 48.06 NAX JNT BC PANEL LEN6TH = 96.13 • • ~ ~ 4066N6.6K G5 RUN ON 11-1-95 D-44-95-519 LDT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY------- MEM. TC TEN TC COM BC TEN BC COii WEB TEN WEB COM • 1 9~375 -28,557 0 (I 36,111 0 2 9 ,37~1 -28,557 54,160 0 0 -32,854 7 9,3i5 -69,729 54,160 0 19,968 0 •' 4 9j375 -69,729 83,449 0 0 -17,595 r 9~375 -87,099 83,449 0 11,839 0 •' 6 9,375 -87 ,(199 88,900 (I 0 -11,839 7 9,3i5 -80,633 88,9(1(! 0 (I -11,839 B 9 ,37~1 -80,633 70,!H5 (1 12,976 (I 9 9,375 -501329 70,515 (I (I -25,889 1(1 9,37=i -50,329 28,293 (I 28,262 (1 11 9,375 -28,293 28,293 (I (I -25, 040 1~ 9,3i:1 -28,293 v -(i 38,221 (I i:S (I (I (l (I (I -29,654 1-4 (I (I 0 (I (I -1,512 15 (I 0 (I (I (I -1,485 rlAXIMUM UNIFORM LOAD: TOP CHORD= 371 • " -~ Internati~~l Structural Products MEMBER SIZES: 40B6N6,6K 65 El Paso 1 Texas D-44-95-519 LOT 43 CARLSBAD CA JFL Fy = :,O 1 000. 000 Fb = 30,000,0(1(1 BENDING LOAD = 371.(100 ASSUMED FORCE = 87,099.921 OUTSIDE DEPTH = 40.000 ASSUMED EFF DEPTH= 38,6(1(1 BC = 35 · AREA= 1.6070 y(x) = (i,854(1 Ryy = 1,6403 Rz = (l, 591(> TC = 3E AREA= 2.0900 Rx 1 = 0.9900 SI ACTUAL EFF DEPTH= 1.8417 = 1.0820 Rz = 0.6900 Ryy = = 2.4737 Ss = 0.9756 Gs 38.156 GAP BETWEEN CHORD= = 0,9859 1.(>00 CORRECTED LOAD TC= 88 1113.454 BC = 89,935.119 i./Rx = 44.419 USING L = 48.06 L/Ryy= 52.193 USING L = 96.12 L/Rr = 34,827 USING L = 24.03 WITH FILLERS K= 1.00 Fa= 231726,4 USING L/R= 52.19 MID PANEL MOMENT= 2,975.721 MID PANEL fb = 601,462 ta/Fa = 0.888 F:e= 75!682.37 PANEL POINT MOM = PANEL POINT fb = BENDING RATIO = MAX LOAD NO FILLER= MAX LOAD iFILLERSi= FILLER PANELS REDD = 4 MIN WELD LEN 2X = Cm= 0. 888:,B 5,951.443 3,049.841 0.025 B~,,636.69 0.632 TOP CHORD mp= C>,91349 USING TC= 3E = 3 112 X 3 1/2 X .312 pp= 24!129.61517 BC STRESS = 27,982.30234 USING BC= 35 = 3 1. 3 X .281 CHORD WT END PANEL CHECK AXIAL LOAD = 11124.765 CHORD WT/FT END PANEL CHECK W= 371 = LEFT END LEN6TH = 28,690.19 AX !AL STRESS fa = 20i318.14 Fa F'e Tb PANEL Pl = 4,068.73 fb MID-PANEL Cm = 0.970 faiFa = = 49.88 = 6,911. ~.2 = 70i2BL31 = 1.223.49 = 0.34(1 FHNEL PT= 10,98(1,2 tiID PANEL= 0,3846 Nu FILLERS UR= 72.28 END PANEL CHECK AXH!L LOAD Fa fb PANEL PT Cm = = RIGHT END LENGTH = 22,202.88 AX JAL STRESS fa F'e = fb MID-PANEL 0.978 fa/Fa = NJD PANEL= 0.3380 NO FILLERS BOTTOM CHOR[! L/Rz= 162.6413 TC OAL/Ryv = t,A~ BRiDG1NG CHECK T[: 26.Ci9' BC:= 32,80' = 42. 50 = 6,847.63 = 96,789.40 = 832,68 (1,308 UR= bl.59 MOMENT G~ iNERTIA= 2,652.9 LL 360=1.18~.3 LL 240=1,776.5 RUN ON 11-1-95 • • WEB DESIBNf 40G6N6. 6K 65 D-44-95-519 LOT 43 -RUN ON 11-1-95 CARLSBAD CA JFL TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 35 = 3 X 3 X .281 ------WEB DESIGN------ NUMBER SZ GTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 25 z B 36,111 43,329 (I 20,493 13.0 .187 2 X 2 X .187 2 W3 2A 2 B (I 54,661 32,854 33,178 11.B .187 2 1/2 X 2 1/2 X .187 3 W4 28 1 19,968 26,482 (I 5,330 7.2 .187 2 X 2 X .232 4 W5 23 2 B 0 37,875 17,595 18,541 7.3 .163 2 X 2 X .163 5 Wb 20 1 11,839 14,665 0 3,043 6.4 .125 2 X 2 X .125 6 W7 20 2 B (i 29 ,33(1 11,839 13,825 6.4 .125 2 X 2 X .125 7 W7 20 2 B 0 29,330 11,839 13,825 6.4 .125 2 X 2 X .125 8 W6 21 1 12,976 16,725 (I 3,43~, 6.2 .143 2 X 2 X .143 9 l45 29 2 B (I 56,842 25,889 27,326 9.3.1872 X 2 I .250 10 W4 1K 2 B 28,262 31,936 (I B,737 10.2 .187 1 1/2 X 1 1/2 X .187 11 W3 23 2 B (I 37,875 2!\040 27,174 10.4 .163 2 X 2 X .163 12 W2 26 2 B 38,221 47,146 (I 25 1470 13.8 .187 2 X 2 X .205 WEB W2 -FULL THICKNESS WELD REG'D 12.bb .205 ----STANDARD VERTICALS---- 13 SE 24 2 B (I 40,783 29,654 29,888 11.4 .176 2 X 2 X .176 14 Vl 18 1 0 8,999 1,762 1,819 2.0 .059 1 1/4 X 1 1/4 X .125 15 V2 18 1 (I B,999 1,762 11819 2.0 .059 1 1/4 X 1 1/4 X .125 • • . : STRESS ANALYSJS: 4866N7.6K 63 1.S,P. / l'IEXAl'I, INC. RUN ON 11-1-95 D-44-95-519 LOT 43 ~ ... CARLSBAD CA JFL BASE LENBTH 47-11 WORKINB LENGTH 47-7 DEPTH 48 EFF DEPTH 46.293 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 TC PANELS LE= 3-11 1/2 RE= RE= 3-11 1/2 3-11 1/2 FIRST HALF'LE= 4-0 RE= 4-0 FIRST DIAB LE= 7-11 1/2 RE= 7-11 1/2 DEPTHS LE= 48.000 MULTIPLE LOAD ING: CENTERLINE= 48.000 RE= 48.000 JOIST BIRDER DESIGN: 7600 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 REACTIONS Rl= +22,800.00 R2= +22,800.00 MIN SHR= 5,700.00 TL= 45,600.00 -------------STRESS ANALYSIS------------- NO MEM 1 W2 TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 2 W3 3 W4 4 W5 ~I W6 6 !F 7 W7 8 W6 9 W5 10 W4 11 W3 12 W2 -18,674 -18,674 -~·0,195 -50,195 -6~,~ 955 -65,955 -65~955 -65!955 -50;19~. -50,195 -18,674 -18,674 !3 SE SG END 14 \/1 END PNL iS V2 INTERIOR 0 19,00(1 26,640 1.402 64,90 (!-2 38,375 19/100 -27;369 -1.440 66.68 3-111/2 38,375 11,400 16,421 1.440 66.68 7-11 1/2 62,015 11,400 -16,421 -1.44(1 66.68 11-11 i/2 62,015 3,800 8,210 1,440 66.68 15-11 1/2 69,896 3,800 -8,210 -1.440 66.68 19-111/2 69,896 -3,800 -8,210 1.440 66.68 23-11 1/2 62,015 -3,800 8,210 -1.440 66.68 27-11 1/2 62,015 -11,400 -16,421 1.440 66.68 31-11 1/2 38,375 -11,400 16,421 -1.44(1 66.68 35-11 1/2 38,375 -19,000 -27,369 1.440 66,68 39-11 1/2 0 -191000 26,640 -1.402 64.9(1 43-11 1/2 -----STD VERT! CALS ---- 221800 -22,800 1.000 46.29 0 0 1.000 46.29 0 0 1.000 46.29 MAX TC COMPRESSION= -65,955,97 MAX BC TENSION= 69,896.09 • • -: STRESS ANALYSIS: 4866N7.6K 63 D-44-95-519 LOT 43 BASE LENGTH 47-11 WORKING LENGTH 47-7 I.S.P. I MEXAM, INC. RUN ON 11-1-95 CARLSBAD CA JFL DEPTH 48 EFF DEPTH 46.293 BC PANLS LE= 3-11 1/2 5 BC PANELS AT 8-0 RE= 3-11 1/2 RE= 3-11 1/2 RE= 4-0 TC PANELS LE= 3-11 1i2 FIRST HALP LE= 4-0 FIRST DIAG LE= 7-11 1/2 RE= 7-11 1/2 DEPTHS LE= 48,000 CENTERLINE= 48. 000 RE= 48,000 MULTIPLE LOADING: JOIST GIRDER DESIGN: 4120 LB CONC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD 37500 UNIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25i. REACTIONS R1= +9,270.00 R2= +9,270.00 MIN SHR= 2,317.50 TL= 18,540.00 -------------STRESS ANALYSIS------------- NO MEN TC F BC F SHEAR WEB F CSC !~EB L PP DISTANCE 1 W2 -7,592 0 7,725 10,831 1.402 64.90 0-2 2 W3 -7,592 15 1602 7,725 -11,128 -1.440 66.68 3-11 1i2 3 W4 -20,408 15,602 4,635 6,676 1.440 66.68 7-11 1/2 4 N5 -20,408 25,214 41635 -6,676 -1.440 66.68 11-11 1/2 5 li/6 -26,816 25;214 1,545 3,338 1.440 66.68 15-11 1/2 6 W7 -26,816 281418 1,545 -31338 -1.440 66.68 19-11 1/2 7 N7 -26,816 28,418 -1,54~, -3,338 1.440 66.68 23-11 1i2 8 W6 -26 1816 25,214 -1 1545 3,338 -1.440 66.68 27-111/2 9 W5 -20,408 25,214 -4,635 -6,676 1.440 66.68 31-11 1/2 1(1 W4 -2(11408 151602 -4,635 6,676 -1.44(1 66.68 35-11 1/2 11 W3 -7,592 15,602 -7,725 -11,128 i.440 66.68 39-111/2 12 ¥l2 -7i592 0 -7,725 1(1,831 -1.4(12 64.9(1 43-11 1/2 -----STD VERTICALS---- 13 SE SQ END 14 Vl END PNL 1 ~. V2 INTERIOR MAX TC COMPRESSION= -54 /141. 31 9,270 -9,270 1.000 46.29 0 0 1.0(1(1 46.29 0 0 1,(10(1 46.29 MAX BC TENSION= 28,418.28 • • .•· 4BG6N7.6K 63 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL -------MULTIPLE ANALYSIS SUMMARY ------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 28,125 -3~,,717 0 0 26,640 0 • ., 28, 12~, -35,717 38,375 0 0 -27,369 i. ~' 2Bi125 -50,195 38,375 (I 16,421 0 4 28,125 -50,195 62,015 (I 0 -16,421 C 281125 -65,955 62,015 0 B,210 (l ,, 6 28,125 -65!955 69,896 (I (l -8,210 7 28i125 -65,955 69,896 0 0 -8,210 8 28,125 -651955 62,015 (I B,210 (I r, 28,125 -50,195 62,01~· 0 (I -16,421 1 l(l 28,125 -50,195 38,375 (l 161421 (I 11 28,125 -35,717 3B,375 (I (I -27,369 ,., 281125 -35,717 (I (I 26,640 (I J..£ ,., h' (I 0 (I 0 (l -22,800 14 0 (l 0 (I 0 0 f C J.,J 0 (l (l (I 0 (I MAXIMUM UNIFORM LOAD: TOP CHORD= (I • Internatioa1 Structural Products MEMBER SIZES: 48G6N7.6K G3 El Paso, Texas D-44-95-519 LOT 43 CARLSBAD CA JFL Fy BENDING LOAD OUTSIDE DEPTH = 50.000.00(1 Fb = 30,000.000 65,955.976 46.293 = 0. 000 ASSUMED FORCE = = 48.000 ASSUMED EFF DEPTH= BC = 2F · AREA= 1.1880 y(x) = 0.7170 Ryy = 1.4397 Rz = 0.4910 TC = 35 AREA = 1.6070 Rx = 0.9260 Rz = o. 5910 Ryy = 1.6403 y = 0.8540 Sl = 1.6135 Ss = (1,6421 Os = 1.0000 ACTUAL EFF DEPTH= 46.429 GAP BETWEEN CHORD= 1.(lO(l CORRECTED LOAD TC= 65,762,777 BC = 69,691.356 L/Ex = 51.835 USING L = 48.00 L/Ryy= 58.523 USING L = 96.(1(1 L/P.z = 40,609 USING L = 24.00 WITH FILLERS K= 1.00 Fa= 7.21967.9 USING UR= ~,8,52 F'e= 55,576.43 Cm= 0.00000 M~X LOAD (FILLERS)= 74,557.17 MAX LOAD NO FILLER= 60,922.77 rILLER PANELS mm = 4 111N !~ELD LEN 2X = · 0.472 TC (fa/Fa) = 0.89086 USING TC= 35 = 3 X 3 X .281 BC STRESS = 29i331.37908 USING BC= 2F = 2 1/2 X 2 1i2 X .250 CHORD WT = 924.493 CHORD WTiFT = 19.291 END PANEL CHECK ri= o END PANEL CHECi'. = LEFT END LENGTH = 45.50 AXIAL LOAD = 35,613.04 AXIAL STRESS fa = 11,080.59 Fa = 19,607.73 F'e = 61,851.51 fo PANEL PT = 0.00 fb MID-PANEL = 0,(10 Cm = 0.946 fa/Fa = (i, 565 PANEL PT= 11/18(1.~, tm PANEL= o.~1651 NO FILLERS UR= 76.98 rnr, PAt4EL CHECK = RIGHT END LENGTH = 45.50 AXIAL LOAD = 35,613.04 AXIAL STRESS fa = 11,08(1.59 Fa = i9!607.73 F'e = 61,851.51 ft PANEL PT = (l,(l(I fb MID-PANEL = 0.00 Crn = 0.946 fa/Fa = (l.565 PANEL PT= 11i080.5 MID PANEL= 0.5651 NO FILLERS L/R= 76.98 BOTTOM CHORD LiRz= 195,519 TC OAL/Ryy = 346.092 MAX BRIDGING CHECK TC= 23.23' BC= 28,79' MOMENT OF INERTIA= TC TENSION STRESS : B, 72~,.14 RUN ON 11-1-95 • • .•,. WEB DESISN: 4866N7,6K 63 RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL TC= 35 = 3 X 3 X .281 BC= 2F = 2 1/2 X 2 1/2 X .250 ------WEB DESIGN------• NUMBER SZ [HY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANSLE NAME 1 W2 1K 1 B 26,633 31,936 (l 7,875 9.6 .187 1 1/2 Y. 1 1/2 X .187 2 W3 2A 2 B (l M,661 27,361 31!087 9.9 .187 2 1/2 X 2 1/2 X .187 3 W4 28 1 16,417 26,482 (I 4,552 5.9 .187 2 X 2 X .232 4 W5 24 2 B (l 40,783 16,417 17,481 6.3 .176 2 X 2 X .176 ::, W6 2(11 8,208 14,665 0 2,598 4.5.1252 X 2 X .125 6 W7 20 2 B (l 29,330 8!208 12,494 4.5 .125 2 X 2 X .125 7 W7 20 2 B 0 29,330 8,208 12,494 4.5 ,125 2 X 2 X .125 8 W6 20 1 B,208 14,665 (I 2,598 4.5 .125 2 X 2 X ,125 9 W5 24 2 B (I 40,783 16,417 17,481 6.3 .176 2 X 2 X .176 10 W4 28 1 16,417 26,482 (I 4 ~ ~l~l2 5.9 .187 2 X 2 X .232 11 W3 21\ 2 B (l 54,661 27,361 31,087 9.9 ,187 2 1/2 X 2 1/2 X .187 12 W2 1K 2 B 26,633 31,936 (l 7,875 9.6 .187 11/2 X 1 1/2 X .187 ----STANDARD VERTICALS---- 13 SE 23 2 B (l 37,875 22,800 24,543 9.5 .163 2 X 2 X ,163 14 Vi 1E 1 0 10,877 1,315 2,211 2.0 .044 1 1/2 X 1 1/2 X ,125 , r l!'"i lE 1 (I 10,877 1,315 2,211 2.0 ,044 1 1/2 X 1 1/2 X .125 • .!.'-I \'J. STRESS ANALYSIS: 4866N5.1K 64 I.S.P. I MEXAM, INC RUN ON 11-1-95 D-44-95-519 LOT 43 CARLSBAD CA JFL BASE LENGTH 48-1 3/4 BC PANLS LE= TC PANELS LE= FIRST HALF-LE= FIRST DIAS LE= WORKING LENGTH 47-9 3/4 DEPTH 48 4-(1 5 BC PANELS AT 8-0 4-(I 3-11 1/2 SPECIAL 1ST COMP 7-11 1/2 DEPTHS LE= 48.(100 CENTERLINE= 48.00(1 MULTIPLE LOADING: EFF DEPTH 46.429 RE= 4-2 1/4 RE= 4-2 1/4 RE= 4-0 RE= 8-2 1/4 RE= 48.000 JOIST GIRDER DESIGN: 4750 LB CDNC LOAD AT DIAGONAL TC PANEL PTS LOAD@ BOTH BRGS PT LOAD OF 360 LBS AT PANEL PT .) 7,96'LE 40.19'RE UNIFORM TC LOAD= 400 UNIFORM BC LOAD= 0 REACTIONS R1= +24,170.75 R2= +23,814.25 MIN SHR= 6,042.69 TL= -------------STRESS ANALYSIS------------- 47,98!:,,(l(l NO MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE ' W2 -20,834 0 21,029 29,602 1.407 65.35 (I-2 i 2 w., ,, -20,834 40,7M 19,470 -27!855 -1.430 66.42 4-(i ., W4 -53,955 40,754 12,769 18,366 1.438 66.78 7-11 1/2 ,, 4 li/5 -~,3 ~ q~t5 65,502 11,169 -16,064 -1.438 66.78 11-11 1/2 5 W6 -70,484 65,502 4,819 8,691 i.438 66.78 15-11 1/2 6 W7 -70,484 73,812 3,219 -8,691 -1.438 66.78 19-11 1/2 7 W7 -70,576 73,812 -3,130 -8,691 1.438 66.78 23-11 1/2 8 W6 -70,576 65!1685 -4,730 8,691 -1.438 66.78 27-11 1/2 9 W5 -54,229 65,685 -11,080 -15,938 1.438 66.78 31-11 1/2 10 W4 -54,229 41i119 -12i680 18,239 -1.438 66.78 35-11 1/2 1! W3 -21,444 41i119 -19,03(1 -27,372 1.438 66.78 39-11 1/2 1'"' t. W2 -21,444 (I -20,635 29,760 -1.442 66.96 43-11 1/2 -----STD VERTICALS---- 13 SE SQ END 241170 -241170 i.000 46.42 14 V1 END PNL 1,6(14 -1,604 1.000 46,42 15 V2 JNTERIOR 1i600 -1i600 1.000 46.42 MAX TC COMPRESSION= -70i576.11 MAX BC TENSION= 7~,812.97 MAX INT TC PANEL LENGTH = 48.00 MAX INT BC PANEL LENGTH = 96.00 • • ~ ~ 4BG6N5.1K°l!~ RUN ON 11-1-95 D-44-95-:-519 LOT 43 CARLSBAD CA JFL -------MULiIPLE ANALYSIS SUMMARY------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM • 1 28,12~, -45,766 (l (I 34,657 (l i. 28,125 -45,766 47,986 0 (l -32,992 7 28,125 -72,278 47,986 (I 18,367 (1 •' 4 2s,1n, -72,278 72,737 0 0 -16,066 C 28,125 -83,856 72,737 (I 10,045 (l •' b 28,125 -83,Bf,6 80,326 (l (I -10,(145 i 28,125 -83,106 80,326 (l (I -10,045 B 28,125 -83,106 7(}~ j~,3 ,., 10,045 0 V Q 28,125 -70,027 7(1, 753 (l (l -17,446 10 28,125 -70,027 44,(119 (I 19,747 ,·, V , . 28,125 -44,619 44,019 (l (l -29,384 .!.l .!..! 28,125 -44,619 (I (> 31,777 (I 13 (i (l 0 (l (I -27,936 14 (l (i (l (i (I -1,604 15 (I 0 (I (I (I -1,600 MAXIMUM UNIFORM LOAD: TOP CHORD= 400 • -! .. lnternatioal Structural Products El Paso , Ter.as MEMBER SIZES: 4866N5,1K 64 D-44-95-519 LOT 43 CARLSBAD CA JFL Fv = :,O, 000.0(10 Fb = 30!000.000 BENDING LOAD = 400.000 ASSUMED FORCE = 83,856.653 Di.iTSIDE DEPTH = 48,(J(J(J ASSUMED EFF DEPTH= 46.429 BC = 33 AREA= 1.4380 y(x) = 0.8420 Ryy = 1.6328 Rz = 0,5920 TC = 3E AREA= 2,0900 Rx = 1.0820 Rz = 0,6900 Ryy = 1,8417 y = 0.9900 Si = 2.4737 Ss = 0,9756 9s = 0,9859 HCTUAL EFF DEPTH = 46.168 SAP BETWEEN CHORD= 1.000 C:URRECED LOAD TC= 84,330.717 BC = 80,780.377 L/Ri: = 44.362 USING L = 48.00 L/Ryy= 52.125 USIN6 L = 96.00 UP.z = 34.782 USIN6 L = L4.00 WITH FILLERS K= LOO Fa = 23,736.9 USIN6 UR= :,2.12 F'e= 7~,,879 .27 Cm= 0,89364 ~ID PANEL MOMENT= 3 ! 2(10. (J(J(l PAtiEL PuINT MOH = 6,400.000 ~JD PANEL fb = 646,794 PANEL· POINT fb = 3,279,706 fa/Fa = 0.849 BENDIN6 RATIO = 0.026 :MAX LOAD (FILLERS)= 97,465.~,0 MAX LOAD NO FILLER= 8:,, :,42. 88 NO INTERIOR FILLERS REQUIRED TOP CHORD mp= 0.876~,5 USINS TC= 3E = 3 112 X 3 1i2 X .312 pp= 23,454.51880 BC STRESS = 28/187. 75298 USING BC= 33 = 3 X 3 X .250 END PANEL CHECK AXIAL LOAD Fe. fb PANEL PT = 1,172.525 CHORD Wi/FT END PANEL CHECK W= 400 = LEFT END LENGTH = 46i025.01 AXIAL STRESS fa = 21,328.54 F'e = 3i 892. 53 fb MID-PANEL Cm = 0.960 fa/Fa = 24, 35(, = 46.00 = 11i01(l.76 = 82,620.91 = 1,097.07 = 0.516 ?ANEL PT= 14!903.3 MID PANEL= 0.5573 NO FlLLERS UR= 66.66 END PANEL CHECK = RIGHT END LENGTH = 48.25 AXIAL LOAD = 44!872.09 AXIAL STRESS fa = 10,734.94 Fa = 20,747.28 F'e = 75!(195.(10 ib PANEL PT = 4,188.24 fb MID-PANEL = 1 !221.66 Crr: = (i,957 fa/Fe. = 0,5i7 r'ANEL F-T= 14~923.1 MID PANEL= (}. :163:! ND FILLERS UR= 69.92 &GTTDM CHDRD LiRz= 162.162 TC DAL/Ryy = nAX BRIDGING CriECK TC= 26. 09' BC= 32. 65' MDMENT ff IHEF: TI A= ii:. TENS IDN 3TRESS = 6,766. '50 RUN ON 11-1-95 • • ~ : I~ I WEB DESIBN{ 4BG6N5.1K 64 D-44-95-519' LOT 43 CARLSBAD CA RUN ON 11-1-95 JFL TC= 3E = 3 1/2 X 3 1/2 X ,312 BC= 33 = 3 X 3 X .250 ------WEB DESIGN------ NUMBER SZ GTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 24-2 B 34,657 40,783 0 18,174 13.3 .176 2 X 2 X .176 L W3 2C 2 B 0 61!509 32,992 35/J7b 11.9 .187 2 1/2 X 2 1/2 X .212 3 W4 29 1 18,367 28,421 (l 4,849 6.6 .187 2 X 2 X .250 4 W5 23 2 B (l 37,875 161066 16,28(! 6.7 .162 2 X 2 X .163 5 W6 2(1 1 10,045 14,665 (I 2i592 5.5 .12~, 2 X 2 X .125 b W7 20 2 B 0 29~330 i0,045 12,474 C C Ll1 LI .12:, 2 X 2 X .125 i N7 20 2 B (I 29,330 10,045 12,474 5.5 .125 2 X 2 X .125 6 l1l6 20 1 10, 04~· 14 ,66:, (l 2, :191 C C , 12~f 2 X 2 X .1'.2~1 '-11 1,.I 9 W5 25 2 B (I 43,329 li,446 18,411 6.3 .187 2 X 2 X .18i 10 W4 1E 2 B 19,74i 21, 7~15 0 5~25(1 J.0.7 .12~1 1 1/2 X 1 1/2 X '.,. r..LL.1-I 11 ~3 2A 2 B (l 54,661 29,384 31,055 1(1,6 .187 2 1/2 X 2 1/2 X .187 12 lii2 23 2 B 31,777 37' 87~1 (I 16,198 13.2 .162 2 X 2 X .163 ----STANDARD VERTICALS---- 13 SE 2~, 2 B (! 43~329 27,936 28,807 10.1 .187 2 X 2 X .187 14 Vi 1E 1 (I 1(1,877 1,686 2,2(1(1 2.0 .056 1 1/2 X 1 112 X .125 15 V2 1E 1 (I 10,877 1,686 2,200 2.(1 .056 1 1/2 X 1 112 X .125 • • ~ ~le/it~~"' May 19, 1995 Prime Engineering 2416 Gianelli A venue Escondido, California 92025 Re: Lot 43 Carlsbad, CA • A LIMITED PARlllERSUIP The enclosed four (4) calculations have been prepared by the Trus Joist MacMillan representative in Carlsbad, CA for structural components to be used in the subject building. The time and date the calculations were run are listed in the upper left corner of the sheet and correspond to the following list: · 05-19-1995 00:09:27 05-19-1995 00:10:37 05-19-1995 00:11:07 05-19-1995 00:11 :54 The professional engineer's seal on this letter is to indicate that the analysis presented on the calculations conforms with accepted design values. The specific product application, design loads and dimensions shown on the calculations have been selected by our representative. I have not reviewed the project plans to verify that this input information is correct. . For the calculations to be valid for the subject.project you should verify that the spans and loads shown agree with the project plans. Building Inspectors should look for the Silent Floor®, Microllam® LVL and Parallan:,® PSL marking on Trus Joist MacMillan products to confirm that the calculations are valid for _the pr~ducts actually used. Please let me know if there are any que Sincerely, Trus Joist MacMillan Alan C. Eskuri, P.E. Regional Engineer Desert Pacific Sales R ACE/cnp Desert Pacific Soles Region • 650 East Porkridge Avenue #108 .i. Coro no, Colifornio 91719 "" Phone 909 .371.1170 "' fux 909 .3 71.0,,:., MAY 19 '95 9:27 FROM TRUS JOIST SAN DIEGO _TO. CORONA PAGE.005 05-19-1995 00:09:27 TJ·Sizing{T!} v4.40 114123181S1000120312 Trus Joist Mac Millan Page 1 of 1 M!ST_siz 5HT { oF4 300 Carlsbad Village Dr. Carlsbad Ca, Ca 92008 USA Phone: 720 1793 ------------------------------------------·-----------------------------------------------------------------·-----------Jame: JAY LOVE Project lue: lot 43 Page Title: Prime Eng. Based on !!lovable Stress Design (!SD) IER building code for Custo1 TJM products Application •••••••• Floor -Co1. Load Classification •..•••• Floor Load Duration Factor ••••••. 1.00 Live Load(psf} •.•••••.••••• 80.0 Dead Load(psf) •••••••••.••• 31.0 Partition Load(psf) ••..•••• 20.0 Deflection Criteria (MR) LL Defl TL Defl Span 1 L/600 L/2(0 189 TJI(R)/55C JOIST@ 19.2a o/c ------"' 21' -6.oow " Me1ber Use ........•..... ,. JOIST Member Top Slope{in/ft) ... 0.000 · Roof Slope(in/ft) ......... 0.000 floor Decking.. .. .. . .. .. .. .. . . G Repetitive Member Use ........• Y Reinforced Overhangs ........ X/A ------------------------------------------SIZE ! I! LY SIS · AS D ··············---------------------------IMPORTANT! The analysis presented below is output fro1 software developed by Trus Joist MacMillan(TJM}. Allovable product values shown are in accordance with current TJM 1atetials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others, have not been checked for conformance vith the design drawings ~f the building, and have not been reviewed by TJM Engineering. Concentrated load require1ents for standard non-resi~ential floors have been considered. Veb stiffeners are required at bearing 1, 2 . Maximum Shear(lb} 2253 Reaction{lb} 2253 MoJ!ent{ft-lb) 12111 Live Defl. { in) Total Def!. ( in) Max. Reaction Total(lb) Live{l):>) Required Brg. Length(in) Max. Unbraced Length(in) Design Allowable 225'3 < 2535 2253 : 2253 12111 < 14768 0.413 < 0.430 0.676 < 1.075 Span 1 2253 1376 3.23(W} 2253 1376 3.23(1f} 66 Control 113' LT. end Span 1 under floor loading_,,, 100\ Bearing 1 under floor loading -- _1-22\ MID Span 1 under Floor loading....- L/625 MID Span 1 under floor loading.,,~ i/382 MID Span 1 under floor loading.......---: ---- Copyright (c) 1994 by Trus Joist MacMillan, a li1ited· partnership, Boise, Idaho. TJI(R) is a registered trade1ark of Trus Joist MacMillan. TJ·Sizing(TM) is a trade1ark of Trus Joist MacMillan. l'IH Y l ~ · ' ~:::> ~: C:: ( ~~UM l~U~ JUl~I ~HN Ul~bU _I U . l.UKUNH- 05·19·199S 00:10:37 TJ-Sizing(!M) v,.to 11tl23181S1000120312 Trus Joist Mac Millan Page 1 of 1 MAST siz SHT ~ cbr-r 4 300 Carlsbad Village Dr. Carlsbad Ca, Ca 92608 USA Phone: 720 1793 ----------------------------------------------·------------~-----···········-----------------~--------------------------Kame: JAY LOVE Project la1e: lot (3· Page Title: Pri1e Eng. Based on Allowable Stress Design (!SD) KER building code for Custo1 TJM products ------------------------------------------------------------------------------------------------------------------------Application ••••••.• Floor -co1. toad Classification ••••••• Floor Load Duration Factor •.••••• 1.00 Live Load(psf), ••.•.••••••• 80.0 Dead Load(psf) ••••••••••••• 31.0 Partition Load(psf) •••.•••• 20.0 Deflection Criteria (MR) Lt Defl TL Defl Span 1 t/540 L/2~0 16" TJI(R)/35C JO.IST@ 19.Z" o/c A 18'-o.oo• A Me1ber Use ................ JOIST Member Top Slope(in/ft) ... 0.-000 Roof Slope(in/ft) ......... 0.000 floor Decking, ................ G ~epetitive Me1ber Use ...•....• Y Reinforced Overhangs .......• M/A ----·--····-------------------------·-····SIZE AX ALYS IS -AS D -----------------------------------------IMPORTART! The analysis presented belov is output fro1 softvare developed by Trus Joist MacMillan{TJ~}. Allowable product values shown are in accordance vitl current TJM 1aterials and code accepted design values. !he specific product application, input design loads and stated ~imensions have been provided by others, have not been checked for conformance vith the design dravings of the building, and have not been reviewed by TJM Engineering. concentrated load requirements for standard non-residential floors have been considered. Veb stiffeners are required at bearing 1, 2 Maxi1111 Sbear{lb) 1886 Reaction(lb} 1886 Mo11ent(ft-lb) 8(89 Live Defl. (in} Total Def!. { in) Max. Reaction Total{lb} Live(lb) Requited ·arg. tength(i:n} Max. Unbraced teugth(in) Design Allovable 1886 < 2330 1886 8489 0.36( 0.597 1886 1152 2.56.{W} : 1886 < 8596 ( 0.(00 < 0.900 Span 1 ---;: · 1886 1152 2.S6(ll) 38 Control 12n LT. end Span·1 under floor loading_.,,.,.. 100% Bearing 1 under Floor loading_.,,.,.. 1011 MID Span 1 under floor loading_./ t/593 MID Span 1 under floor loading./~--·· L/36.2 MID Span 1 under floor loading / Copyright le) 199{ by Trus Joist MacMillan, a li1ited partnership, Boise, Idaho. TJI(R) is a registered trade1ari of Trus Joist MacMillan. TJ-Sizing(TM) is a trade1ark of Trus Joist MacMillan. MHY 18 '85 8:26 FROM fRUS JOI~T SAN DIEGO TO .CUkUNH. r'Hl.:lt.. t'.!03 05-19-1995 00:11:07 TJ-Siling(TM) v4.(0 114123181S1000120312 Trus Joist Mac Millan Page 1 of 1 M!ST_siz 5µ,-30~4' 300 Carlsbad Village Dr. Carlsbad ca, Ca 92008 ·us! Phone: 720 1793 ------------------------------------·-------------··"·------------------------------·-----·-------·---------------~-----1a1e: JAY LOVE Project Xa1e: lot (3 Page Title: Pri1e Eng. Based on !!lovable Stress Design (!SD) IER building code.for custo1 fJM products Application •••••••• Floor -Co1. Load Classification ••••••• floor Load Duration Factor •••••.• 1.00 Live Load(psf) •••••••.••••• 80.0 Dead Load(psf).\ ••••••••..• 31.0 Partition Load(psf); •••.••• 20.0 Deflection Criteria (MR) LL Defl TL Defl Span 1 t/480 L/240 14• TJI(R)/35C JOIST@ 19.2' o/c A 151• 6,001 A Me1ber Use ...•••.••••. , •.. JOIST Me1ber Top Slope(in/ft) ..• 0.000 .Roof Slop~(in/ft) •....••.. 0.000 Floor Deckin.g •. • .. .. . .. .. .. . .. • G Repetitive Member ITse ......... Y Reinforced Overhangs .....•.. X/! -----·--------------------------·---------SIZE A I l LY SIS -AS D -------------------·--------------------IMPORTAJf! The analysis presented below is output fro1 software developed by frus Joist MacMillan(fJM). Allowable product values shovn are in accordance vith current TJ! materials and code accepted design values. The specific product application, input design loads and stated dimensions hav~ been provided by others, have not been checked for conformance with the design drawings of the building, and have not been reviewed by TJM Engineering. Concentrated load requireients for standard non-r-esidential floors have been considered. Shear(lb} Reaction(lb} !011ent(ft-lb) Live Defl.{in) Total Defl. (in) Maxi1U1 162' 1624 6295 Max. Reaction Total{lb) Live(lb) Required Brg. tength(in) !fax. !Jnbraced.Lengtb(in) Design Allowable Control 1624 < 2125 131% 1624 : 1624 . 100\ 6295 C 733J 116% 0.279 < 0.387 L/666 0.457 < 0.775 L/(07 ---A Span 1 · ~ 1624 992 3.25(W) 1624 992 3.25(W) ff t!. end Span 1 under floor loading- Bearing 1 under floor loading__. !ID Span 1 under floor loading -- MID Span 1 under floor loading.....---~ ----- MID Span 1 under floor loading~ Copyright (c) 1994 by !rus Joist MacMillan, a li1ited partnership, Boise, Idaho. !JI (R) 1s a registered trade1ark of frus Joist MacMillan. TJ-Sizing(!M) is a trademark of Trus Joist MacMillan. · MAY 1~ '8~ 8:26 FRUM lkUS JU!~I SHN DIEGO I U .CUt-<UNH. 05-19-1995 00:11:5( TJ~Sizing(TM) v4.40 114123181S1001120312 frus Joist Mac Millan Page 1 of 1 MAST_siz 5µT 4oF4 300 Carlsbad Village Dr. Carlsbad Car Ca 92008 ITS! Pbon·e; 720 1793 --··---••••-••••••••••••••-••-••--•••••••-•••••W•••••••~•••••••••••••-•••••••••••-••••~•••••••••••••--··-~---------•••-• Bame: JAY LOVE Project late: lot t3 Page Title: Pri1e Eng. Ba-sed on Allowable Stress Design (ASD) HR.building code for Custoi rJl!" products --------------------------------------------------~----------------------------------------------------·----------·-----Application ••••.••• Floor -Co1. Load Classification ••••••• floor toad Duration Factor •••••.• 1.00 Live toad(psf) •••••.••••••• 80.0 Dead toad(psf) ••••.••••••.• 31.0 Partition Load(psf) •.•••••• 20.0 Deflection Criteria (MR) LL Defl TL Defl Span 1 L/480 L/2!0 141 TJI(R)/35C JOIST$ 19.21 o/c ~ 14 1-9.oo• ~ Mnber Use ................ JOIST Me1ber Top Slope{in/ft) ... 0.000 .Roof Slope(in/ft) ......... 0.000 floor Decking., ............... G Repetitive Me1ber Use ....•.... Y Rainforeed Overhangs ........ H/A ------------------------------------------SI Z g 1 X ! LIS IS -AS D ·---------·············------------------IMPOR!!J!! The analysis presented below is output fro1 software developed by Trus Joist MacMillan{TJM}. Allowable product values shown are in accordance with current TJM 1atarials and code accepted design values. fhe specific product application, input design loads and stated diJensions have been provided by others, have not been checked for confor1ance vith tha design drawings of tha building, and have not been reviewed by !JM Engineering. Concentrated load require1ents for standard non-residential floors have been considered. MaiiJIII Design !!lovable Shear(lb) 1546 15(6 < 2125. Reaction(lb) 15(6 · 1546 : 1S46 Mo1ent(ft-lb) 5700 5700 < 7332 Live Defl. (in) 0.233 < 0.369 Total Def!. (in) 0.38Z < 0.138 ------- A _Span 1 · ~ Max. Reaction Total(lb) 1546 tive(lb) 9tt Required Brg. Length(in}. 2.93{V) !ax. Unbraced Length(in) 1546 9U 2,93(V} 45 Control 137\ LT. end Span 1 under Floor loading - 100% Bearing 1 under floor loading - 129% MID Span 1 under floor loading_,,,,,- t/759 IUD Span 1 under Floor loading~ L/463 MID Span 1 under Floor loading -__ Copyright (c) 199t by Trus Joist MacMillan, a li1ited_partnership, Boise, Idaho. fJI(R) ·is a registered tradeurk of Trus Joist MacMillan. . TJ-Siiing(!!) is a trade1ark of Trus Joist KacMillan. · .~,, ,::; •O I§] H E-< 0 p:; t:,,;l ;;,-. < .:::. 1' 1' 1' ~' TC FORCE. AXL BHD CSI 1 -35.35 0. 03 ll.57 0.60 2 -3535 0. 02 ll.57 0.60 J -7366 o. 12 0.37 0.49 4 -7366 0.10 ll. 26 0. 36 5 -7766 o. 12. o. 1a o. 30 6 -7:MiS D. JO o. 26 0. 37 7 -7365 ll. 12 o. 37 0. 49 8 -3535 o. 02 0. 57 o. 60 ~ -3535 0. 03 0.57 0.60 BC Fm.CE AXL SWI} C 1 0 o. 00 o. 06 0. 06 2 589D o. 44 0. 15 o. 5!l 3 7753 0.5S 0.10 0.68 ·4 7766 0. 58 0. 06 (l, 61l s 5~ o.44 0.1s a.s, 6 0 0.00 0.06 0.06 lti:B FORC[ WEB FCllC l 4630 8 9 2 -907 9 -6J6 3 -3084 10 -654 4 1932 11 1932 5 -649 12 -3083 6 -624 13 -908 7 21 H 4630 Rr-tl ~ l.DO 1W DEFL[CTI ~ : l/999 at JOINT fl-3 ll-41t25• D=-0.19. T~0.44" 1 11 JB:LIST WO:DR877X EJ:LOT 4 ~ 3 C . ::-' 12 TI: P5AWE: 30 C:: 33 i>C42 30 STO 16 10 2 SP 8 ? 34 BS O 308 HL 4000 C::442.030 45 2 0 30 660202lEER.tE 77 OC 2 UA DF t-..,,. c--, .... ID C? C) C'-l 0 ID @J N C? ..,,. .... IQ C) '--. N .... '--. ID 0 9!} 201·0 202: 0 100 0 101010 2 a 10s o 3~ o USERlO ll OS: 1£ llJ> CHOODS: BOT CHORDS: Wt.11S: 2-4x2 FL -) ooiF= f. 6E 2-4x2. SPF l65Df-l.5E 4x2 SP ff 2-4XZ SP 1,14 4x2 SPF E50F-1.~E 3,12 Cnord nenl:lers over 20' -{r' are conti nws.. F\n~r joint and tmsion test f)el"forned by TRUmus. lnc. prior u, truss 110nufacit.l.-e. Doub)e iaeni>er webs shall have two<2} nails placed in cente-for ~uclcling c.alculatioos. le 4;;'.°" ~ .fr, i This desi91 is vu lid ool y if the trus:s is. fabricated b-y TIUJTRIJS J MC. PH<HllX. AllIZOM/>. 85043 All Cnerds are. C 1'6f0 ltadl'lne Stress Rated. Ali ludier used in 1hts eesign. has a rtix\11.111 of !~ 10isture content at the time nf fiabicati on. * Use 1" 6i a. Wga. ( A36 Steel) standard I.nee brace. Attach to S11b-purlifl W/ll-lOd nails. and attach to bottooi chord WI 4-lCo nails. Ha~. unbraced bottom chord se9E11t =23' -4" 3/8" l, larger 1ag screws or bolts HOT All<REll lN CHORD t£mERS. ll. ti. 0. ++ 3-4x2~ Lamnated, ,ind-chord bearin9 l>iock Oller a, 1 deJ>tiJ ~ 13"' C.&HJER: Top aiul bottoa ctiord at mid span between ·~tfi-e-su_p_p_or_t_s_. - This truss has. not .been designed. for • roof ponding'. ~i1din9 desi9ner 111Jst_pr-ovide adeQuate O-il1nage to prevent pondrng • . C0.25"/ft ll!in s1ope to drain). 30-4M) J: 4 6 ' 'f i U 0--0-0 2} 3-7-12 3) 7-3-8 4} 10-U-4 5) 13-4-8 oint Locations 6) !5-9-12 7) lS-J-12 8) 21-11-8 9} 25-7-4 )0) 29-3-0 11} 25-7-4 ~ 12} 18-3-12 13} 15-9-12 J4) 10-11-4 15} 3-7-12. Al 1 C!M'RESSJ 00 Cbords are assumed to be contim1oosly braced unless RQ\ed otherwise. i j,, 101 t0Xt2 2X6.6 1ox12 2XS.6 5X5.6 SXS.6 2XS..6 1DX12 2XS.6 1DX12 :I: I 2-0-4 .. 1 I-" l, 25-11-8 'l 15 t4 1'S f2 33i Ott 3.50" ~L &:Ml PLATES:TEE-LOK,TRUSWAL,MITEK;NO LABEL=2Dga,ST18-= 1aga,xn.s= t6ga DESIGN: NDS-91 rdfnotfu,'l, ~uahty 'l::,e~lgn. !By lrulru111 W,,oc{T-Caio,d,lof .Amaiao WARNING: READ AL[ NOTES ON lHIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING COtn'RACTOR. BRACJNGW ARlllNG 8~.,._,..,,. d,ltdxmint~N>f....,,....~-wwlMIM.l. pan,4_~u.-imi!Gr~ wJtirh,..,.J"l'flt>fdieb~dal,t11 odwliich_.i,:~J;y_&~,la;/j'fll!r. ~ ,,-kfor_ll:tiir&l•J1pmo/01tU_....,_~11>.........,~·1,,,_.u,. ~,,,,.,11>, ......,..,.ii,,,:i,c,-i.u....1"""'*'6..a.,...!,_.,Jlr,d, 'ird~~l>vlhe,i,..a.w,a · • ~i,,...,.,,f<>/IIIE,n,mal_,,...,,,_,,. ~ f3'aHJIJ:-9J:/rPI). i'«'•~ ..,_.,~.qv.....-,, ~.loii!mi1'*1ie-. (1"1ttn Pi.•:d~, Ti'f. b loaiim..t 583 D'Ol>t,JliJ> »n .. , M...tl.lcin. ll'ir,oc,,i,l,t S311!1). 4 1'1 1' r2-o-t P'I 3310#3-8$.. --~1F scale= o.1875 Eng. Job: lOT 43 C WO;DEIB77X Dwg: TruslD: P,SA OSgnr: ME Chk: DaMl:6-9-96 TCUvu 16.0 psf t>uif'aC -Lbr: 1 .2S TCDea.d 10.0 psf DulFac -PII: 1.2:S BCUve o.o psf O.C.Spaclng: 96.0" BCOead 2.0 pBf Ddtll Cri1erla: UBC TOTAt. 28.0 psf V:UU0.9'4·381 t21-S 0::, 0, C· § ..... E-< C· ei:: IJ:J ;;:.. ..: Q 't 't 't al ::: t ::: t t- '<l' IN ..-l I!:) ~ 0::, IN 0 I!:) @l ..-l ~ -el' ..-l IQ 0::, ' IN ..-l ' to 0 ~' TC FOil.CE AXL BND CSI 1 -34D1 0. 03 ii. 56 IL 59 2 -3401 a. 02 ll.57 o_s, 3 -6978 ij. tl9 n. 36 o-. 4S. 4 -7310 fl. 10 n. 32 0. 42 5 -6977 fl. &9 IJ_ 32 0. 41 6 -6977 fl.119 0-.3& 0,4S. 7 -3401 11. oz n. 57 o. 59 S -3401 fl. &3 0. 56 0. 59 llC FCl!CE I.XL BND C 1 o o. tKl o. 06 n.0o 2 5622 0, 42 0. 15 0.57 3 6978 n.52 o.oo 0.60 4 7310 0.55 O.OB 0.£3 5 5622 0.42 0.15 0.57 6 0 O.Ofl 0.06 0.06 WEE fffiCE D FORC l 4454 8 -46-3 2 -91)7 9 • 717 3 -2909 10 1774 4 1775 11 -Z908 5 ·103~ 12 -908 6 461 13 4454 7 -ll(i Rffi ~ l.fHl MAX DEFLEC.Tlllt : L/999 at .ronn fl 2 lL=41. 22" IF=-0.17 T=O. 39" 11 JB: UST WO:lll877X: EJ: LDT it JC . 12 TI: P4AW£: 29 33 PC42 2~ Sll} 16 li 2 SP 6 J~ BS O 308 ll.. 40DO 442029 45 2 0 29 660202LEEREE 77 OC ta Ui\. IF 99 201 o 2oz o 100 o 101 o 10 2 0 lOB O 34 D USERJ ll 11 05:K: T(Jl CHORDS: BOT CHORDS: lf:BS: 2-4x2 FL l8DOF· l, 6E 2-4x2 SPF l650F-J.5E 4x2 SP ! 2-4x2 SP 1. l3 4ll2 SPF 650F· 1. 5E 3, 11 Chord mia>ers over 20'-~ are continous. Fin~ joint and tens\on test ,ierforired by lRUlRUS, Inc. pr-I or to truss ,ranufactur~. Double 1JerE!!l' webs shall have two(2) nans placed 111 center f« buck.1in9 calculations. 43..00" r typ. ..I ~'11 l This eesign is valld mily if ttie truss is fabricated by lRUlRUS INC. PHOEHIK, ARIZONA. 85043 All Ctiords are C tf>R) Ha chine Stre!>s Rated. All lllllber used in tbis des.ign, bas a maxi111Jll of 192: rooistirre content at lhe ti E of filbicati on. * llse 1" dia. 20ga. { A36 Steel) standard knee llrace. Attach to Sub-~r H n WI 4-10d nans. and attacn to bottom i:tiord 'If 4-lOd nails.. Max. unbrace<I bottom ctiord segent -23' -ii" 3/a· & 1arger 1 a~crews « bolts KOT ALLOliED IN c-o !£11lERS. U. ll. 0.. -tt-J.-4x2., la!linated, l!1i d·chorcl l>earing block l)yerail depth = 13" CAKiElh T4_ll> and bottom chord _____ _ at l!lid s.pan betwee11 the supports. This truss has not been designed for 'roof ponding'. gunding designer 1111st provide adeguat~ drainage to prevent poodi"g. (&. 25"'/ft llin slope ti> drain}. 29~ 3 4 5 i 7 1} 0-t)-f)- 2} 3-7-12 3} 7-3-B 4} 10-11· 4 5) 14· 1-8 oint Locations 6l 11-3-12 n 20-u-a 8} 24-7-4 9) 2:B-3-0 10) 24-7-4 11) I7-3-12 ).2) 14-1-8 13) lD-11-4 14) 3-7-12 All C{H>RESSJ OIi Chords are assu!Ed to be continuously braced Llnless notediiotherwise. i i i~ 81C1D.4 2X5.6 ex,o.4 SXS.6 5X5.6 2X5.6 Sl<19.4 2)(5.6 8X11>.4• ! I 2-4>-4 ·I r-. I'\ t-24-11-8 1 14 f3 t'2 1'1 31_J8# 3.5G" ~ 28-3-0 PlATES;TEE-t.OK,TRUSWAL,MliEK:NO lABa=2Dga,ST16= 1aga,XTLS= 16gll DESIGN: NDS-91 cl/-1Wtfu11. ~;} !be~i9n !By lrulru111 WDO<ll'nruCca,icilof &ftmt8 WARNING:READAI:.LWOT~S-ON THtSSHEET. A COPY OF lHIS DRAWING TO 8E GIVEN TO ERECTING CONTRA.CTOR. BAACJNG W ARNTliG ~mc,,<nrmdd.~!.,n,;(~~ """41,r,od,,a. ~i;,,m:i,r ,,,.wtoUsr~ ..wcr..r.a;,z,,,oJw~.......r.i,."""'Mllc>l,-t,,,~l,)ltN.~tl.,ip,r.. ~ "-9,t.Jar~{""'-,;f.,_~~'°~'"'bdudina·lt:mlh. Plr:MliioMll'Dltbc ~ID~ r>om:ut,gA!o,4:,,"'4,,-s_ r,:d~~lhllhc~4. • ~~o/lhe-...11,_,.."WJIC ~ fs.,,,HIB-91<>7TFJ). For,po:i'r:" c,,,1•"-wl1~ • .-i!wilolilu4ori~. f7111nPbrz:~. TPT,u~oa SB] 1:IOIIDJPT<> .Im"',&{--,, 'Wi><iawi317 III). ~ r2-M ._ 1,-pt 10 1 3191#~1~ seal& = o.1875 Eng. Job: LOT 43 C WO:DR877X Dwg: truss1D:P4A Dsgnr: ME Chk: Date~ 6-9-95 TCUve 16.0 pst DulFac -Lbr: 1.2s TCDead (10:0 I pst DUIFac -Pit: 1.25 BCUve 0.9 pst o.c. Spacing: 96.tr BCDead 2.0 ps1 Deslgn Criteria: u BC TOTAL 28.0 pst V:10.t0.94•3Bt120· 4 co -:::: C I§] ..... f--o ,::) ~ i;,::i > < ;:::. 1' 1' .,.. < • TC f OOCE AXL BMD CSJ 1 -406£ 0, 04 0. 62 0. 66 2 -406£ 0.03 0.55 0.58 3 -89-1!0 C.15 0.37 0.52 4 -89130 0.18 0.3!3 0.57 5 -1007f> 0.19 o. 25 0. 44 6 -9%9 0.19 0.27 0.46 7 -8981 0.19 Cl-. 40 El.58 8 -8981 0.15 0. 38 Q.53 9 -4066 0.03 ll-.S5 0.58 10 -4066 0.04 l}.6l 0.6£ BC FORCE AXl BND C 1 0 O.DO 0.06 O.i!G 2 6956 0.52 0.15 0,67 3 9954 0.74 0.11 0, 86 4 10070 0.75 0.09 O.BS 5 9969 0.74 0.10 0.84 6 6956 o.s2 0.1s n.67 7 0 0.00 0.06 0.06 WEB FOO.CE IEII-FORC 1 5326 9 -)82 2 ·904 10 161 3 -37ll6 11 -128:4 4 2650 12 -782 5 -775 13 2652 6 ·1275 H -3784 7 214 15 -905 8 -112 16 5326 . Rt-13 = 1. 00 MAX DEFL£Cl1ctf : ~ , L/999 at JDIHT f15 ::-' -Jl~lt 38" D~O. 2.9 T~O. 67" f:. 11 JB: LI 5 T WO: DR877X EJ: LOf 4 :::I 3 C ~ 12 TI: P3AWE: 34 f--1 33 PC42: 34 5TO 16 10 2 SP a 34 BS O 308 HL 4000 44 2 0 34 45 2 0 34 66 D 2 0 2 LEE REE 77 0C 3 UA DF 99 201 0 202 D 100 0 101 0 10 2 0 108 0 34 0 t-1 LISERJD ~ ll DS: II: .-i !P ~ ~ N C !P @l ·=· ~ ~ .-i ID ~ '--. N .-i ' !P C TOP CJIOODS: BOT CHOOOS: lEES: 2·4x.2 FL 1800F-1.6E 2-4x2 SPF 1650F-l.5E 4x2 SP 12 2-4x2 SP 12 1,3,14.16 Chord mit>ers over-211' -o• are contif!ous. Fin~ jo"int and tensioo test performed by TRUlRUS, lnc.. prior to truss 110nufacture. Doub-le raenber wbs sha11 have t'lf0(2) nails placed in center far wck1in!I calculations. Tots oeslg11 is valid only if the-trus:& is fabr'tcated by lRUTRUS l NC. PHOEKI X. AA(ZatA 85043 All Chords are (NSR) Machine Stress Rated. All lullller used in th"is design, tias a neio aia of 19J mi store content at the tiae of fabicaUon. * U&e r ma. 2.0ga. ( A3'i Steel) standard lmee brace. Attadl t'1 Sub-pur H n W/ 4-lOd naH s, and attilch ti> botto111 chord W/ 4-lOd nails. ~x. unbracetl bottom chord segn:ent -2J' -4• 318" ! larger lag -~a-e-ws or-bolts MDT Al.LOW::I> UI Clfml) tEtllERS. U. N. 0. ++ l-4x2. Laminated. l!id-chord. bear-i-ng block INenll depth = 13" CHER: TOJl and bottoll\ chord at Hnd span betwen =th~e-su_p_p_or-_t.,..s-.-- 1) 0-D·ll 2) 3-7-12 3) 7-)-8 4) )0-11-4 5) l-4-7-ll 6) 16-6-12: oint Locations 7) )8-7-4 SJ 22-3-12 !) 25-11-3 ID) 29--7-4 11) 33-3-0 12) 29-7-4 13) 22-3-12 14) )8-7-4 15) 16-€i-12 16) 10-11-4 17) 3-7-12 All CQl>ltESSION Chords are assune<I to be cmtinuously braced unie~s ooted otherwise. This tru&s ha:s not bee11 designed for • roof pondinsi'. lllril di n9 designer 1111st pr-ovide adeg11ate 11ra;1J1a9e ro prevent ponmng. {0.25"/ft •n slope to drain). ~ ~00" l, 34-0-0 i 10 11'1 {' § 4 s i 7 i -l "1 t 1ox12: 2)(5,6-8Xt0.4 2XS.6 SXS.6 SXS.6 5XS.6 2X5.6 J: J_ 2-0-4 -I r-l'I h1 f6 29-11-8 1'5 1'4 13 37i8#3.50' ~. -33·3-0 PLATES:TEE-LOK,TRUSWAL,MITEK,NO LABEL=20g&,ST1B= 1sga,X'TlS= 16ga DESIGN: NDS-91 clf nothe,1, f;uJit y 'J:::u.~i9n !B!J lrulru,; Woo4'.r,...,•Cowrri111f~ WARNING: READ AU..NOTES7:»fTHIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARRING ~.r.ho,m-lhf,!llmwm ullOC~~wiM/,n,,./n .~~ w11im/Jsm,ci,, ~.l.-ts.J'li'l!of•.1,µ~;f~~,.ldd,-1,e~.l,;r.dtt:b~timper. ~ IMMIU/0,:&il<ll>l""ppr,,tofrn,u~..,jJ'il!' ........ ~1,,,a ~IOWll<II ..,._.,"""*".._,..1,,.,...,..,.....,..,,,;,,ai_fial~~.l,l'dr.,~~-~~"'* ......... 11_,..,_~~ fS.ot.H1B-9Jo1 fl'I), Far,~Trr -~,~. ~~ • (1,.,,..nm,,,~. rl'S,isJoa,;oJ..i S&3.J:ro11D/rioDr,:.,,,, Jl~ W~:i17 ~ . BX10.4 2>15.. 1DX12 J: J_ -, t 2-0-~ 1.,-ft 12 1 3758#3.SV ~0-4-8 scale== o.1875 En9. Joo: i.OT 43 C WO:DRB77X Dwg: nustD: P3A Dsgnr: ME Cllk: Dale: 6· !MIS TCUve 16.0 psf DurFae -l.br: 1.2:S TC Dead 10.0 psf DdFac -Pit: 1.25 BCUve 0.0 psf o.C.Spaclng: 96.c• BC Deed 2.0 psf Design Criteria: UBC TOTAL 28.0 p_sf V:10..10.94-361119-3 t-g i§l .... E-< 0 cz:; i:::.:i > < ,::. .,.. .,.. .,.. TC • F-OltCE AXL mm CSJ l -3932 0.04 0,61 0.65 2 -3932 0.03 0.54 0.57 3 -8578 0.14 0. 38 o. 52 4 -857S 0.14 0.32. 0.46 5 -9434 {J. 17 0. 32. 0. 49 6 -8572 0.14 0.33 0.47 7 -8572 0.14 0.3S 0.52 s -3932 e.o3 o.54 o.57 g -3932 0. 04 0-61 0. 6S BC Fm.CE AXL BND C 1 ~ 0. 00 It 06 0. 06 2 66!M 0.50 0.14 0.64 3 9402 o. 10 0.1s o.es 4 9434 0.70 0.05 0.76 5 6691 0.50 0_}6 0.66 6 0 0.00 0.06 0.06 WEB HRCE ID FORC 1 5}49 8 37 2 -900 ~ -1148 3 -3£18 HJ -738 4 2,%6 11 2464 5 -730 12 -3613 6 -1)07 13 -901 7 43 14 5150 Rffl ~ 1. 00 MAX DEFLECTI IJI : l/99~ at JOINT 113 ll-10. 34" D-0.25" T~0.59" Ill Ill C JB: LIST WO; DR877X EJ~ LOT 4 f 12 11: P2AW£: 33 ~ 33 PC42 33-Slit H 10 2 SP B ~ 34 BS O 308 HL 4000 l:'. 442033 .. 452033 t-.,,. N ~ to ~ c;) N 0 to ~ 0 ~ .,,. ~ IQ c;) '· N ~ '-. to 0 66 0 2 0 2 LE £ RE E 77 OC 17 UA DF 99 201 0 202 0 100 0 101 0 10 2 0 lOS O 3Jl ~ US-ERID 11 DSd-£ TOP CHORDS: BOT CHORDS: M::BS: 2-4x2 fl 1801lf-l. 6E 2-~x2 SPf i650f-l.SE 4x2 SP 12 2-4x2 SP ll 1,3,12,14 Chord IEJIDel"S over 20•-o• are conttnous. Fin9_!!r joint a,d tension test performed by TRIJTilUS. 1 nc, tiri or to truss mnufactur-e. Double ,aem,er-'flebs sha l J have two( Z} nails placed in center for buckling calculations. This design is valid 0111 y if U1e truss is fabri c.auc! l>y lJUJTIUIS UIC. PHIHI X. ARIZOOI>. 85843 All Chords are 06R> Kacnine Stress Rateii. All luni)er used it1 tbi s design, has a ae>tinum of 19i 11ni sture content at the time of fabicatim. * Use l" ctta. ZOga, (AJ6 Steel) standard knee brace. /1.tt;ich to Sui>-purlin lf/4-lOd nails, and attach to botto• chord WI 4-lOd nails. Mil>'~ unbraced bottoD cnord seg1E11t -=-23' -4" 3/8" I, larger 1 ~ _ ~crews or &Jolts NOT Al...lmEI> J K coom IEKJERS. '1. N. 0. -++ 3-4x2~ laminated. •d-c.horlf bearin!l bl-0ek Over-arl depth = 13" • COOER: T~ and bott® chord at mid span between ""tii'"'e--,--su_p_p_o_rt,_s-.-- Thh truss has not been designed for • roof f)OOdi Ilg'. Building designer 11.!St provide adeguate drainage t-0 pre'lent pandi ng, .Joint locat1 ons 1) 0-0-0 6) 17-9-12 2} 3-7-12 7) 21-3-12 3} 7-3-8 8) 24-11-8 4} 10-ll-4 9) 28-7-4 5) 14-4-8 10) 32-3-0 11} 28-7-4 12} .21-3-12 13} l 7-!}-12 14} J&-ll· 4 15} 3· 7-12 All CMRESSHJ! Chords ar-e assume to be continuously braced l!Jlless noted otherwis~. {O. 25"/ft rrrin slope to orain). L,. ::==~---,------,.------.,~~.---y-----.---7§1--11,00·1 1 ....... J 33<M> f ' "tw,. • s i t,. s 4 '1 '1 i ,ox12 2Xs.s axto.4 2Xs.t. sxs.s sxs.s 2XS.6 ex10.4 2:XS.s 1ox12 I f 2-4)-4 111 -· . Pl f- hs 2&-11-8 14 13 12 -l .,, ~, le2-1>-4 "' 3646#3,60" 0-4-8 ~ le-----------.;.._-32.3-0 3646# 3.SO" ------------.ljeD-4-8 PLATE.S:TEE-lOK,TRUSWAL,MITEK;NO I.ABEL= 2D91i,ST1~= 1898,)(Tl.S= 16ga DESIGN: NDS-&1 c/1-nothe.?.-~Y !l)e;~i!Jl2 !l3 !J woo,1r,,_c-ndJof ~ WARNING:·· READAU..NOTESONTHIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING COHTRACTOR. BI/.ACING WARNING ~radn.l! ,J,a,.,,...,, r,lil.~i.r-~......., .....tbnrdrr ,,.,_J ~or.t.Cmlla71:11am, ,..W.,,,C,,,r~"Jlfle~tlui6',.,.,J>mld,....:&,,-~liyzkt:~~-8,m:u,~ ~,.,,~~re>/lnln_,,....,.....Jy~~~J.,,~ ~m,ufi... .,_...,."""""" bnrlngm n,.,,,d •p,,:df>d."""*-~hyllw~~ A~.b={11,,:-,..ii_,.,~,1,,~ (SaBIB·9/.,fTPJJ. Fw,p,t:dT.r. -~ ,-1,. GNlllla bJrildins . (T,._ l'la. 141!!.Ai&<, TP1, ;, ~,,, $83 .ro-fno · M-=i. w....,..,.,, :rn ~- Eng. Job; LOT 43 C Dwg: Dsgnr: ME Cbk: TC Uve 16.& psf TC Dead 10.0 psf BC live o.o psf BC Dead 2.0 psi' TOTAL 28.0 scale= 0.1675 WO:DRSm. TIUS8 ID: P2A. Date: 6-9-95 DIJl'Fac -Ult: t.25 Durfee -Pit: 1.25 •O.C. Spaclng: oo.o• Design Crl1erla: UBC V:t0.10.9'-381118· 2 to c_. C (§1 ..... E--< C• 0:: w ;::.. -,,: Q 'I' .,. 1· u:, :::: t ~ t t-.... IN ..... TC C FORCE AXL BliD CSI '1 -5677 0. tl6 0.53 o. 60 2 ·-5877 0.05 0.42 0.47 3 -14350 o. lb 0. 29 0. 65 4 -14350 o. 3!i 0. 27 0. 63 s -18986 o.~ 0.20 o.83 6 -18986 0.63 0.3.2 o.,s 7 -198:36 0. ii'3 0. l8 0. 87 a -18980 o.,3 0.19 o.63 9 -18980 o.,3 0.19 o.83 10 -14352 0.3'> 0.27 0.63 11 -14352 0.36 0.29 C.65 12 -5876 o. 115 o. 42 0. 47 13 -5877 0.f)6 0.53 0.60 13C FmCE AXl. BIID C 1-0 o. {)I) o. 04 tl. 04 2 10544 0.42 0.11 ~.53 3 17134 0.68 0.13 ~.81 4 198D3 0.78 0.16 0.94 5 19836 0. 79 0. OB~-86 6 17130 0.68 0,15 ~-82 7 10545 0.42 0.10 0.52 B O 0. {)I) O. 04 0. 04 \IEE FmCE IEB Fmc 1 7697 11 42 2 -931 12 -1144 3 -6112 13 -721 4 4984 14 24.22 5 -745. 15 -363B 6 -3645 16 -7 46 7 2426 17 49SS a -112 18 -6114 · 9 -llOl 19 -g31 10 . 44 20 7697 Rt-13 ~ l. 00 MAX DEFLECTI 00 : L/529 at JOl NT 118 ll"""I. 06,. D-0. 80" T-1. 86" U JR: LIST VO: oo.anx EJ! LOT 4 3 C 12 Th Pl A'WE: 470600 33 f>C42 470601} STO 16 10 2. S p 8 34 BS O 308 HL 4000 44 2 {I 470600 45 2 (l 470600 ~0202LEEREE 77 OC lD0 UA DF to 199 201 0 202 0 100 (l 101 0 10 ~ 2 0 108 0 34 0 IN 0 to €l c;:. IN .... ..... ,r., c;:. '-. IN ..... '-.. to ·=· USERID 11 DS: J,( TOP CHORDS: BOT CHORDS: WE.BS: 2·4x2 FL 240llf-2,tlE 2-4x2 SPF 24Dllf-2.IIE 4it2 SP 12 2-4;(2 SP 12. 1~3, 4,6,15 11.)8,20 Chord lellbers 011er 2.0' -0" are continous. Fin~r joint and te11sion test ~foreed by TRUlRUS. Jnc. pr1or to truss Enufacture. Double llefli)er webs sha n have two( Z) nails placed in center for buckling ca)culati oos. This design is: val id only if the truss is fabrkatell by lRUmus ltlC. flHIEII X. ARIZONA 85043 A'll ctrords ar~ Ol>R) Machine Stress Rated. AH 1U11Der used in this tiesign, has i} m>dma of 19' oohture content at the tile of fatJ.icati on. * Use 1" ma. 20ga. ( A3£ Steel} standard knee brace. Attach to Sub-purlin W/4-lOd nails. and attach to bottom chord WI 4-Hid nails. Max. unbraced bottom chord segment -=23' -.¢• 3/6 .. t, larger l a!l sci-ews « bolts HOT Al..Ll»EI> IN CHOR!> IUIIERS. ll. k. 0. ++ 3-4x.2; Lalllineted, md-chord bearing block OVera 1 dept~ = 13• CA!eER: T!JP and bottoia chord at Iii d span between ntii_e_s.,-,-u=p-po,.,,r=t,,..s.-- This truss has ~ot been designed for 'roof ponding'. Building designer nust provide aderJMate drainage to prevent ponding. {~.25~/ft 1111n slope to drain}. oint Locations l} o-n-o 8) 25· O· 9 15) 43-1-4 2) 3-7-12 9) 2B· £-4 16) 35-9-12 3) 7-3-8 10) 32-2-0 17) 28-6-4 4} U>-11-4 11) 35-9-l2 18) 2.5-0-!} S) 1-4-7-D rn 39-s-e 19) l&-2·12 6) 18-2-12 13) 43-l-4 20) Hl-11-4 7) 21-7-Il 14) 46-9-0 21) 3-7-12 All Cotf>RESSJ Off Chords ilre assumed to Ile continuously braced unless noted otherwtse, Upper T<Jl CHOO:D 1s llOOG FIR LAA.CH. lower T(Jl CHll!D *.Y BEASPRUCE-PTNE flll. or HF XTLs-a1<12.s l, :~=~--.,-----.----,,---.-,:?-~'.----.--..---,,-12-111>5-_:1·:'1 r 43.00" I 47-6-0 10 1, 12 -1yp.• .., ii i i , . .. s ~1 t 3 MTUHOX13.6 ~ _L 2X5.6 MT1 &-1DX13.6 2.5X4 2.SX4 2.SX4 2.5)(4 X:Tl.S-8X12.5 2XS.6 8X10.4 2XS.6 5X5.6 5XS.6 2XS.6 8X10.4 2X5.6 2X5.6 ,1. _J_ 2-M ~1 r-- 11:221,---~20.------------ri~-~:;;=17....:_:_........:.~---- -I 1-2-0-4 Hote -Total Deflection -· -1. 86" !\ L::: 5270# 3.50" f9 t'8 17 ~r-~---------~ fi 4&-9-0 " Tl> --f 52.70it~8 -------l>IF 43-~ f>LATES:Ta!-LOK, TRUSWAL,MITEK;NO LABEL::.20ga,ST18= tSga,XTI..S= 16iJ8 DESIGN: NDS-91 scate = o.t2so dfrzotfu,i ~Y WARNING: READ A\I ff"OTES ON THIS-SHEU. En9. Job: LOT 43 C WO:DRB77X. A COPY OF 'llilS DRAWING TO BE GIVEN TO ERECTING Dwg: Trus& ID: P1A !i::>E~l9n !13 '!J COITTRA.CTOR. > Ds9nr:ME Chk: Dale: 6· 9-95 B'IIACIHG'W ARNING TC UY& 16,0 psr DurFac -Lbr: 1.26 1l~~-:11u.........,r ... .-irn:dliM~~. ~t,,m,;,B.,,,.~6 TC Dead te.c psf Durfae -Ptt: 1.25 lrulru111 wl,ld,u.,~oflho-~ddlJ"And...s,;dtmu.u.&o .bJ>lhz,bw1,is,gdwlfM{, s-:Jn5 BCU\le (>.O psr o.c. Spacln5: 96.0-..,_.,,~ .,..~~-~Offl;,11>tt,,lwc,:~ ~-« ~ ... ,;,..,,-· lllmhn.s~/1u11om~ 171J,d,•ilin1~ BC Dead 2.0 psf Design Crlteria: lJBC A~~.,.,..;a1!-....,,..i;.,~ f5"HIS-9)o Tl'JJ. F«•;,,,d. 'Pt'""'4'/PUMC-,,.;Jr,{ A""'5l'iar -ivarln/, , -~.~-(1'-Plt21dNJitm, TPI, izl«,,.-,,,,.., TOTAL 58S J:ror,o .to . , M.a,t;.,,,,,, 11·...._,;,. 3Ji ~ 28.~ .JJI>! V:10.10.94-381117-1 l ' i ' :. l 1· '1-f ... 1:: 1· i. J ' SUB-PURLINS 07/31/95 95-140 8Us1p12v1s0b4148TBEAM ANALYSIS PR06RANs1p9v1sOb4148T SPAN LEN6TH = 8.00 ft (6.43)8Us0p10.00h!2v0s0b3T (Simple Span) UNIFORM LOADS Ck/ft & ft) 'ild wl X1 -X2 0.017 0.020 o.oo 8.00 REACTIONS Ck) LOAD LEH Dead 0,068 Live 0.080 Total 0,148 MAX IHUH FORCES RI6HT 0.068 0.080 0.148 V max = 0.148 k @ 0.00 ft M max = 0,296 kft@ 4,00 f~ DEFLECTIONS LOAD Total Live Dead (EI= kin"2) Defl (in) · 3410/EI 1843/EI 1567/EI X (ft) 4.00 4.00 midspan Gov. Deflection : Total= L/180 . Required EI= 6394 kin"2 2 X 4 #2 Actual : 1,5" x 3,5" Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear @ 'd' : V = 0,14 k@ 0,29 ft Fv = 119 fv = 39 33 7. Fb' = 1887 fb = 1160 61 7. Live LDF = 1,251 Cf= 1,50 Repetitive Use Member , • DEFLECTIONS (in) CE= 1600 ksi) Total = 0.40 = L / 241 75 7.. Live = 0,21 = L / 447 54 r. Dead = 0,18 ~-~ ~ lf. F~CE AXl. mm CSI ~ l -3SJ5 0. 03 (I. 57 0. 60 li 2 -3535 0.02(1.570.60 3 -7366 o. 12 ll. 37 0. 49 4 -736£ o. 10 0.26 0.36 , ~, -776£ 0.120.}80.JO ! 6 -73'i5 0. 10 o. 26 0. 3/ 7 ·7365 0.12 &. 37 0. 49 8 • 3!>35 o. IJ2 0. 51 0. W · 9 -3535 0. 03 0. 57 0. 6-0 BC Fate£ An 8ffO C I O 0.00 O.Oli O.OE 2 5890 0.44 0.15 0.55 3 7753 o.ss 0.10 0.68 4 776, &.SB 0.0£ 0.6.C S 588~ 0.4• 0.15 o.s, 6 0 0.00 o.o, o.o, ID FORCl 'WEB FCllC 1 4630 8 9 2 -907 9 -636 3 • 3084 l O · 654 4 193l 11 1932 5 ·649 12 · 3083 6 ·62• tJ ·908 7 21 14 .. ,31) Rtfi -l. oo MAX llEFL[CTI OIi : l/999 a.t JOINT fl3 n--4L 25• o-o. 1, r-o . .w· 11 JB:UST W:DR877X E,J:LOT 4 3 C . 12 TI:PSAWE: 30 33 ,c,12 Jn STO 1G H 2 SP 3 34 IS O 308 fl. 4001> 4t 2 030 4S 2 tl 30 I>& o· 2 G 2. lE E RE E 77 a: 2 UA Df ~ 201 t> 202 4l 100 t> 101 0 10 Z O l~ 0 34 0 USERlO 11 OS:t£ TIJ> CIIOOOS: BOT CllOODS: WE]IS: 2·,b2 rL )00ilf-l. 6[ 2-4x2 SP-F J6511r-1. 5[ .cxz SP n 2·4.x2 SP 1, 14 4,c2 SPF ,sor-1.~E 3. L2 Chord Enl>ers C111er 20· -ti" ore contin«.1s.. Fln~r _jo\nt ilrld tension test perforoed k>y TitUJllUS. Inc. prier to truss. 11En«ifacuire. Double Enl>er -webs shall b.lve t'dO{ 2) nails pl aced hi Cl"PtEr for t.iud:l i n9 c;i l cu I a,ti oos. 43.009 r typ. ~ t-1 11 f lhis dc-siqr, is vohd oolJ-if th-!! t.rus!> i~ fabricaled by lltlJTRIJS JltC. PH0all Y.. NII lOIIA 8SO4J Al 1 Chwd:. ire { tt':>Rl Kaodline-St.--css Ral(!d. All lulll>er used iP this 4esi~. has a ltiXllillll of !91 11:1isture content .tt the ti~ of hbicati on. • Use 1• di •. Zl)ga. (A'.36 Steel) stalldar-d k.ece brace Attach to ~llb-pur1in V/.4-lOd n.;iils. and attach to bottom chord WI 'I-Hid 11ail!>. Ha~ unbrited bottom <:hord se9E41t ..z3-· -4- ya• I. ~er l~-elfS or bolts NOT ~t. IN 1'£K3EltS. IUI. 0. tt 3-4xl. hnl-nated. !ldd-chord bearin9 l>locl (Npra,ll ~th -13• CN$(R: lOfl alld Mttoa chord At tnld span bet-,een "'thc-e-s-upp--=-ar-=ct.-s-. lhis truss ~ not been desigaed for • roof ~t119'. BuH,tnJ des\~ 1111St provide ade«Jate dr~in119e to ltf'event pMdtng. ro. 25•/ft an slope to dr-ain). 38-4>-0 i ~ &: i f { \ i H 0-0·0 2> 3-7-tz 3) 7-3· 8 4) }0-1} · 4 S} 13-4· 8 o'inl Locat1ons 6) 15· ,-12 7) l &--J· l 2 8-) 2l · 11 · 0 9) Z!i· 7 · 4 JO) 29--J· 0 11) 25-7-4 12} 18-3-12 13} 15· 9-12 l4) HHl-4 15) 3· 7-12 All CO!f>RESSl(JI Chords are asstR!led to be cootlnuoosly braced un1ess nl)t;ed otherwtse. i I, 10'1 10Xt2 2X5.•) 1ox12 2XS.& sxs.s sxs.s 2X5~ 1ox12 2XS.s 1ox12 :L I ~ . . ~ . . . 2~0~ ~ " I- k 25-11..a ,1 15 14 'ff "ti ~ao~:s ... .s_._, ____________ _ 29->G PlATES:TEE-lOK,TRIJSWAl,NITEK;HO l>.8El.==2o-p,ST1*=-'"V*.xns= taga DESIGN: t!OS--~1 dfrwth£'t. ~uaht 5 :De~ign !By lrulrus, lf-,lT-c-.-D,,f ~ A COPY OF TKIS llR!\WIN& TO 8E GIVEN TO ERECl'RfG C-(}ltt'fMCTOR. akAC'tNG It' AltlllNG a,.,.!'f_,.___,1,1,~,C#--~-.,.~,-,.,.~ ... ..,,,....i-c-.,,-.,.,,. .... .J"'M Of /k~,\,,ll'f _,......_.._«~~,Jw....._,,lai,,.... h,;Lq -,_s, ,-_-..i .. ,,_.oJ-.--~.,..,_~ ~--_,. • .,.._.i-... u .... ..,.. • ....b....,,...,.i ir:J....,.._, ., "-:k.M,.1 · ,._ .MUn-s-...,.J..._,,_,M__._, • ...,,...,..,_ rs«dTJPn:/rn). ,_.:.a-,: -~--.-..~---(1,._,_~, TPf.u'""-'I ... ~uo-J.;..1>n ... .u-...... i'~JJ71P). r, -\ . 2-0-4 r=-- J,-1'1 ·1 3310,3n_e ~ --I uale = 0.18Tii Eng.~ l.0-T 41 C W0:00c77X Dollg: Tfl.«M to: P5A Pqlw:ME ~ l>ats: a-.. 95 TC Uv8 16.0 pd Durfee. Lbr: 1.2S TCDnd 10.0 p&f DutFac • Pl: 1.25 Bel.we o.s p!Jf O.C.Sp&cfng:96.~ l!ICC>ead 2..() pat ~ Crtlerl&: uec --- TOT~l 28.0 i=st V:10.16.!H·381t21-5 ~--· ........ ..,.._.,. _______ ~ ..... -,~.(; ....... ~~-.::.: . --- TC FORCE AXL 8ND CSI 1 -3401 0. 03 ll. 56 0.59 2 ·3401 G.02 0_57 0.59 3 ·6978 C.09 0.3' D.-tS 4 ·7310 ().10 0_32 1.42 5 -6977 ~-89 Q. 32 fl. 41 6 ·6977 fJ. 09 8. 36 0. 4S 7 ·3401 IL Ol 0.57 &.59 B -3-401 II. 03 II. 56 II. 59 BC FCl!CE All BND C 1 o o. oo o. 06 n.06 2 5622 o. 42 0. 15 I), 57 3 &97S o.52 o.oa 0.60 4 7310 0.55 0.08 0.63 5 s,22 o.~z 0.1~ o.s1 ~ 0 0. ~ 0.06 0.06 IC.I fmtf ~-FMC l 44S4 8 -4'3 Z ·967 9 -717 3 ·2909 10 1774 -4 17 7!i 11 -29te 5 -1039 12 -908 , 4,1 13 -4454 7 -31, ... -1.at MAI IJEfUCTI m : L/999 •t JOUIT fSZ ll-ct.22" ..... ,.11 T-0.39'" 11 JB:UST W:.DR817X EJ:LOT • lC 1.2 1I i PONE: 29 33 l>C42 2' Sll lo 19 2 SP 8 34 BS O 308 lL 40Qa 44 2 0 29 4!) Z t 2, '6020ZLEER£E 71 OC l8 IJA IF 9!> 201 O 20! O JOO O 101 & 10 2 0 iOB O :U O USERlD 11 OS:K ·' .. ;, :- T<J' CHORDS: BOT CHORDS: lEB>; 2-•)12 fl )80oF -l. 6f. 2-•)12 SPF l650f-J.5f 4x?. SI' ff 2-4ll2 SP l. 13 4x2 SS>F 650F-l. !'>E 3, 11 Chor-d W!IIOErs over-20' -i)"' are .-:onth~ous. F\n~ joiqt and tens\cn test fH!"forR?d b}' lRUlRUS, lnc. prior to truss IEflUfacture. Double ~~er webs. sn« l1 have two< 2) »ail~ plac~ lll cen\!'f' f(lf' bucllin9 cakulatir,,m,. r~ , k 1'1 I 'I This oesi9n is vo)\d unly \f the truss is fabrkated l>y TIWlJi.ttS J NC. PHCOIJ X, Nll LOMA. 35043 Al1 C+iords are ( tf>I!) )\a chine Stress ltated. All limt>cr used in this desi~n. bas, lllilXil'IU• of 191 mis lure c'*tent at the ti~ of f,1biution. • Use l .. dia. 209a. ( A3~ Steel} st.ndard lmee t>race ,\ttacl\ tt, Sub-purlin W/4-)\Nl raiil:,, aod attach tc botto~ chord WI 4-)0.J nails.. ~It. unbraced bottot, ch(Jf'd seg111ent -23' -4"' 3/S· , larger hq scre!IIS ..-k,olts: N!Jf IU fYIEI> 1 H C'°'O !£tl\[RS. U.11. 0. ++ 3·4x2. lalllinated.. lllid·chwd beari119 block Orera l l depth -l 3• Ct.)fl[R: fop and bottooi c:hord at in\ ll s.pan betMeen Uic" SUf>fHJr ti.. Thi!. truss bas not bee.t designed fer 'roof ~ing•. lluildin9 desi9AEf' llltSt_provide adeiluat~ dr1ina~ to prevent pcndu1g. (&. 25'" /ft min s I ope ti> dra.in). 'S l 29-cH) 5 i 7 lJ O· 0-6 2) 3-7-12 3) 7-J· 8 4} 10-ll-4 5) 14· 1-8 o'int locahon:s 6) 1.l· 3·12 7} 20-ll· 8 8) 24-7-4 ~} 28-)· 0 1 D) Z4-J· 4 Jl) 17-3-12 l 21 H-1-B 13) 10· H-4 14) 3· 7-12 A11 C<WR£~SJ<* Chords are assutled to be conti11uous)y braced unless note-1.,oth.ent'ise. i ~, 8X10.4 zxs!. IX10,4 5XS.6 sxs.a 2XS.6 8K1o.• 2X5..& BX10.4 I J: ~ . ~ . . 2-H, I- 24-U-& I'\ ~, fj h n ., .. o-\~~r 28-3-0 PlATES!TEE-lOK,TRUSWAL,WIEK:HO lABEL=20p.ST18= 18ga,)CTLS""' l&ga DEStGN: NDS-91 cfl-notfu.'L ~'J 'Dt.~i9n !By 2frulru,; W..JT~uG.:,,alo/A.-odb I-~.(. WARNI A COPY Of nus DRAWING TO 8E GIVEN To EAECllHG CONTRACTOR. ,A:ACINO w Aklfll/G ._,..__,,.,._,,_........,. b_,___MOC'S't&, "*"""'-,-.1:nd,t or.,.......,.~ MliJIZ.e~•Jw~~--"""""-... ~"" .... ~.,..,.. ~ __ .. ,...-=rr·'-...,._E'...._~~ ~_.._-~ ...,..,......i,. ~-'---·~ . --. ...,~.., . ~"'-»f•/11.oci,,Jl,,__-,o ~ {Sp;Ka-,,.,7-r,n_ For,pa:i'o/:' ..,,.,.__,,~. ,-..lo.l,li,u..,,,_...,. rr-n-'-'-, rrf.;,._,_,1_. w 'IY0-1,.,.-. "---· w;__,,.."3:,1111J, -{ 1o J, Eng. Job: LOT 43 C Dw9: (kgnr:~ Cltk: TCUYe 16.0 TCDGed 10.0 BCI.Jve 0.0 DCOecd 2.• TOTAL 3.0 r2-0-4 ,. ecele = o.tit75 WO: DRB71lC. Trm&ID:P4A 1>11•: ... 9-96 psi DurflJIC -UM': l ,25 pe1 DutFac -Ptl: t ..25 pn1 o.c. Spac:Mlf: 'K..0- ps1 Dnlgf1 Crllerie: UBC Pl>1 V:10. tG.~•lS1l:!O· • (0 0 0 §I .... f:-4 ·O i:t: Cll > < C 't 't 't IQ ::J ~ 8 ~ ~ 8 TC FORCE AlG. l'INO CSI J -5877 0. fl6 II. S3 0. 60 z -szm &. (6 11. 42 o. 47 3 -1050 t. 36 0. 29 0. 65 4 -14350 •• l5 0. 27 0. 63 5 -J 8986 o. '4 &. 2tl 0. 83 6 -1 a,86 •· 63 1. 32 (I. ,s 7 -198Jt O.Q t.18 0.87 8 -)8'80 o. ,3 6. 19 0. 63 9 -Ht'80 0. 0 0. 19 0.. Al 10 -14~ &.36 &.27 0.63 1! -14:352 0. Jli I. 29 0. 65 12 -587<; 9.15 fU2 0. 47 l 3 -5 877 fUl6 0. 53 fl. 60 BC F~ All 8'R> C l O O.to &.04 ll.04 2 1&54-4 o. 4Z o. 11 Cl. !',3 3 1713t o. '8 0.13 ti. 81 • 19a83 0.1& 0.)6 (1.94 5 1'836 G.19 •• 08 0. 86 6 11130 o. '8 t.15 e.. az 7 10545 •• 42 0.10 o. 52 a o o.eo o.14 0.04 lEB FatCE Vol fate l 7'97 11 42 2 -!31 12 -11,H 3 -'112 13 -721 -t -4984 14 2422 S -745 15 -3638 6 -3'45 1' ~,~ 7 2426 17 4~ a -n2 18 -,n.t 9 ·UOI 19 -911 10 44 20 7697 Rl'ti ~ 1. ID ~ 0£FLECTI (JI : L/SZ9 at. JOllT 118 IL-11.H• 0--1.81)11 T-1.sr;• 11 JR: LIST W; IIR877X EJ! LOT 4 lC 1 Z TI; Pl A'IE: 470600 · 33 f>C42 ,18'0t STt t, 10 2 S PS 3f IS e 308 It. 4000 t-14-4 2 0 4780& ~ 4!', 2 0 478'80 :_:: 6602(12L[[R[[ 77 OC 100 lh\ DF CD !)9 .201 (I 202 f }1)1 I) 10} 0 10 ~ Z O )l)g O 34 & c-.-I IJSERID ~ 11 DS: K: @l ~ c-.- "<'1" .... ..., a: c:-~ ..... 10P CM{JlfrS: B01 CNOfU)S: WUS: Z-4XZ Ff Z4111f-2. « Z-41\2 SPF 240llf-2.t£ 4•2 SP ll 2-b.2 SP 12 1.,3.4,6.15 )1,)8,20 Chord me.ntier.s over 20· -0-ar~ cootinous. Finger jo\nt .!Ml te11sioo t.esl f>t!rfor-k'd by lllUDUS. Jnc. prior tel trm.s 100U(.ct11re.. &uble IEd>e1' webs sa.-11 have two(2) nails ,1.tced in center fw IMlck.li"g c.a lcul .ti oos. ~ 43.ee", IJP. ~ i j XTLS-aK12.S 4 This desi9n lt v.lid oolr jf the trus~ is faw\catel! by lRUTIW!, ,m:. · ,mun~ ARtlGIA ll>04J All Chords are Of>R) Hat:hi~~ Stress JlatNI. All luri>er 111.~d i,i this desl9fl, nas a •nnta of 191 .-,lswre content .it the Uae of f;ibic.ation. .,.. ~e 1~ di-. ZOQa. ( "36 Steel) st...nrd knee lllrace. Attach to 51,b-~h• W/-4-104 ..ails, and atud! t• botto111 ckord V/ 4-Hld n.i ls. Mal!. ••aced bot\M oord segie,t -23' -4• 3/8'" , larter 1~ screws « k>lts NOT N...lmE.1> IN CHOR!> IUIIERS. U. l. O. tt 3-41\.2. bJli~ted. 11hl-ckord b~ri09 ltlock Ovenll deptb ~ 13• CNmR: lop and bottoi. c~ord .it cid spa11 betM?ert tli~ supports. This tnsu ~s J«>t been desipd for • roof Pf!ll(linf. 811tldi99 desi 91ter Mr.it proYide adel}l!at~ drilin~ to prevent ponding. Ct. ZS" /ft a111 .slope to draSa}. ,17~ 5 • f i i fl) C ' 2.sx., 2.5JC4 2.5X4 2.6X4 2X5.6 MT1&-10X13.6 2X5_. IXt0.4 2XS.$ 5X5.ll SXS.c 2X6.I d1D..4 .:·····-. ,,,_ ' ' -, .;"":·.-: •,r< ., t ~·- ..Joint Loc.ations U 6· ~-8 · . I) 25-O· , z> 3-1-12 9) za-~-.c 3) 7-3-8 )0) l2· 2· & 4) ll>-11-4 11) JS· 9·12 S) 1-4-7-0 12) 39· 5-e 6) 18· 2-12 13) -43· 1--4 '1) .21-7-11 14) 46-9-0 15) .. 3. 1-• 16) 36· 9· 12 17) 28· 6-4 18) 25-0-9 19i 18-2·12 20 )0-11-4 21 ·3. 7-12 All COtf>llE!>SJON Chords ilre assu111ed to tie cont\nU011S1y !traced us,less noted otherwise. Upper T<F COD is 0006 ffR LAAClf. l~ l(JI CJOD ""y Bf,.sl'ROCE·PJII[ flR or IIF ·<. f1 72 1'3 l, 1i1 2X5.6 xrl.S-8X1:1s-1ex13.c 2X5.CS ~. . . ~ _L • --_L 2-()...4 ~ r-Note -Total DefiecUM --1.8'" -I ,.2-0--4 8 ~~ 1L, 2t :!O ,. t'8 17 i'ii B •:> ,f " ~3.50"' =-=-=-,.___ ____ ; 4$-9-(\ 6270#3.tt. -----------+l•IF f>LA TES:TEE-LOJC.;mUSWAL.MITEk;NO LAOEL=-21)g&.SH•:: 18ga,xJlS = '~ OES!G.N: ~· ~H ~ I ••m ,-,CFift 'it 2 i!XW5 Ail mu;~ .._ __ _.. _______ ~-~ 1 .... 1. :A ..,,_ft. • #1'1.. c/f rw thL>r f:.'ualll 1/ A COPY OF 1'HiS ORAWiNu TO iB-E &f\'£.N TO ERECTm& COtfffll.CTCfl. ~cat& = 0.\2150 ----; Ell\,). Jot.l: LQl 43 C WO:OP.BT7X Dllag: Tn,~ 11>: f'!.t. ~~-Ch!f• cme-: Ci· 9-!!)!; ( ~(\ -t '..J__,£j.i.9n !BH TCUw 1fl.O Dd ----· I JOurFac · l™: 1.26 u I c:, ' ~~-.... L t ,r l--'rr~l ~rt! l OwFec. P7t: · ..Z5 . o.c. Sp1>dr~: n.o- ~P.t$~P. C' ~-U'~C Jtlt.AIC1 lb(;:,,· A.RJi!NC I . -~....--;.J.A-,; ... -.,""""'~-.,..;.,..,,.,, •. ,..,..,,,t-c ... -, .... ,.a,r .. ....-n, TC De.aa te.o P5f .. ....,_,.U•.J-foJh~.,,;.---'•'rl_,,.,._,.._......,:.t...J,1,yo,',c~_..1,,J._,. f>u,d,,,4 u.r ,,._ ..,. . ,J,,-.uf .. 'S,,...,. ... ~JIPIII··'-~ .. ,-.....iy ..... ,..,cc~~k,,~ _,,.,, ... ,._Jo< ..,..., ~.. ..o ~f ~--... '9. .. ,,. .... ....,.~......;,,,.,.,..: ~ .,.,:7~ ~f..,./'1,,w. ... ~ .. -'-'1r-.J....i£•aJ,.,···•:J....,,,;,._.:(" (' .. -r-:.,..~,-.. 2.., r!.~ r ~ -~~lo;'"~s~, .. ,,...,~-...t ~~ .. ,.:"; ......... : :--:-i :~: t::i.. fi.J ... ·.# i':"::· 1=~,.,. ..... ":1-,.·< ii .. ''""'·' -__ ·:_.':'":~-i J:r'~o.cf 1TVM (',.-.-..r;},,f .,(~ ... ~ --·--~----·----,~ ... -~~~-f£1......._,.J,.~·.,,-:.ac..,..--.•. I • ...,,.:? ,..,...h':>"l't'Yl,7,.,v\:•1"':!9,~ i t f~1ro ..... fric1;,,_.,r,..,...,._,,r,.,.,,,...~.-,.r:i. ' TOTAi. :te.i• ro., !'.':,1.1.~~.1;,.: ~1, 1·,_ t ; ~---------------~-·--·. ---• ........._.....,.:,.._.,.,.. ___ ~--&!!I ,i r-e 0 t§I -E-< 0 ~ ~ > < Q .,.. 1' .,.. TC FOlCf AlCL -.0 CSI 1 -3'32 0. 04 t. (;J 0. £5 2 -3'32 0.03 t.s.t 0.57 3 -ss1g {1.14 e. 38 o. sz 4 -8578 0.14 o. 32 o. 46 5 -9434 0.17 o. 32 0. ~ 6 -8572 0.14 0.33 0.47 7 -8572 0.14 0.38 0.52 8 -3'32 0.03 &.54 0.51 9 -3932 0. 04 f}_ 61 o. ,s BC FCRCE AXL BNll C 1 f 0. 00 1Ul6 0.16 2 "94 0.50 &.14 0.'4 3 '4G2 o. 10 0.1s o. es 4 '434 0.70 0.05 0.76 s 6'91 o.se 0_16 o.,6 6 0 0.0& fl.06 O.t6 iU HllCE IOl fORC 1 5}-49 8 31 2 -!DO , -1148 3 -3'18 16 -738 4 2"'6 11 Z4'4 . ~ -130 12 -3'13 4i -U07 13 -901 1 43 H 5150 AHi -1.00 ttAX DEFLECTI OI : l/999 at JOINT f13 ll-40. 34• 0-t. 25 T-1. 5~ at Ii) C JS: LIST Ill: DR877X [J~ LOT 4 ::, 12 Il: PZME: 33 {;. 3J PC4Z 33 ST& H JO 2 SP B ::1 34 l!S O JOB Ill -4000 S.. 44 2 033 E-< 45 2 0 33 t-... C\l " (II> ~ ~ N 0 'X> fl 0 <') ..,. -4 .,, ,,. ""' .... ..;. ,::; 66 D 2 0 2 lf £ RE E 77 QC 17 IIA Df 99 201 0 202 0 100 I lDJ O 10 2 4l 108 0 34 0 tfSERJII 11 DS~tE ffll -CIIDRDS: BOT OfOR~ lEBS: 2-~x2 fl JOOllf-1.6£ 2-~x2 S~f 1651f-l.SE 4x2 s, 11. 2--bZ Sf' ll. 1. 3, 12. l 4 Chord llellbers O¥er 21' -r ar~ ccnttRDUS. Finger joint .ind tensloa test perfcir!Ed by TRtmms. lnc. p-ior to truss witmlfilcbre. Double 111!11ber webs shall have t.wo!Z) oH~ placell in center for buckliiis c-lc•latio.i. I-43.00" t,p. , I,, 1 '1 ! 'S ~~ ----- lhls oesi',l'A is v~lid only If l~e·tr1r.1s is hbri c.ated t,y lJIUTIUIS I t!C. PMOCNI X. Ml ZOtA 850(3 All Cttords ilre-(HSR) l\ichine Stress 11.ted. All l~lllt>e' use-ti i~ this des19n. has• IBXi.-of lff -,ishre content at U,e ti• of fM>iCiltian. .. lfse l"' at •. Zloa. (A36 Steel) standNd I.nee ll>race . .\tli~ b SIH>·~rl'in lf/4·10d nails. alld •tt:aclt to boltOJI chord VI 4-lOd nails. tin unbr~ a.attoa chord se,Eflt -=n· -4"' lf8"' ,I, l•r!f!!' l~_;crew.s or tolu rmr ALlOWfl) JI CIQ& tUtl£RS. '1.N. o. tt-3-4x2.i LMiNted. ad·cborl bear\nt block 41verarl dEptlt -13• • CAl'l3Q: Top &n4 NttNI dn:rd ·~-----at laid Spill\ between dir supports. Thh truss has ttot ~ desi tlle4 for • roof f)onoin,•. 8ui1di, desi911er 1USt provide adefluate dralaage • pre11ent ponding. (0.25'"/ft aA sJo,e to Ol'ilitl). 33+4> 4 g i t r i -"!"'~.-.:;--.:-. 1\ -ri:.; ::.:. ·::~~-"· - .Joi nt locat1 OIi~ )} ()-()-0 6) 17-9-12 2} 3· 7-12 n 21-3-lZ 3} 7· 3-g B) 2-1-11-8 4} 10-11--' 9) 28-7· -4 5) J4-,4-8 10) Jl-3· 0 11} 28~ 7-4 12} Zl-3-12 13) }7-~-12 14) JIHl· 4 15} 3· 7-12 All C(H)J!ESSl<II Chord> are as:.US2d to be continllt*sly braced ttnles:s noted otherwise. i J ,o1· ,oxi2 2XS.s ~ ax1e.• 2XS,g SX5.6 . 5Xs.E 2X5.6 ex10.c 2Xli.fi 1ox12 ± ± 2-4>-4 .. I ,, ,t-16 -, I, 11 ·i r2.4)-4 ~ L ,,._.,_. ti ,.,..,,.:!$ .. r b 'L _ ,. ·---, r·· . 3HS#3.U" M-G ~ P-r ------3.2-:H!' IK'.ll'le = o.,&75 PLA TES:TEE-4..0K,TROSWAL,Mrrf:ll;;NO tABEL =-2oV!l,ST1 a= 1epe,xns = I Sv• DESIGN: NO~, -iffllBiliU>S a1•:ui:ttlt;tlfEs6AiHissPlff ,_,.. ____ -,,..Eng--. .Joll--..,---;--l"'o·,...--...... , •• 3 .. C-----.. ,ii"'wo-·:·.,'!"~~·rrx·,~ ..... --..... ----11 Dw;;J: I ln1•11 iO: P~A I c::11-noth.£.,, .k'l.w./J.i !J 0',_. 0 .-L->c:.~l. gn n !J 7ruir~Jiii A COPY ornttS ~W!NG H) BE GMEN TO ERECTING 05gnr: ME ~.lllf: 1!>11tc: &-!.'~ TC •.iwl 'lf'.• psi Clf!'fllr. -Uirr: t .?h i~~~_.t~..,_i.-orcccv-~~-~-;,o,,,.J~ ... ,-1,.,a,d,,.1 TC De.a 10.~ ~ !.;'l't"f,,.~-Pit: t.a t......,.t;. .. ~•Jt1w...C;.,i 4 .. ,,_,.,.1,-.1,.-h-.,...~b,~....i.,:~-.......,.'! SC t.hn., ~" rosf OC ~-~ ~:,· !_.1.,-1,,.,........,..,,..,....,.,-.-""".·""'··-.......,,i-,n:.,:rh..""'-,-... ~~ • y • ,. -r--. t--:-_..,___,. .... "'-:'-.,,_. ....... ~.,....!(1.J"'--·1 "~;hr;~ . .:...:·,.-:..._,.<~:5i~· ; ec. ,..._____. ~-1'1 pf.% tt:.·j!;~~c;i.· ·w: .,;taJC. CONTRACTOR. 1 i r _ . 1,.~~··, h,-.sll~--,,.~· A, •• ,,.i....t ,:s.-.7 1 ••• ,r.-1 •'l;•J. "-. .,....,..,., 1 ·-----· ___ _ f,-~7,,._,.l.1---< • ..;J.Jr>/.A,.,_~ I...__,~~ .. ~-~'°L~~.Jf.11~1,£ .. it ,.-.....,_,,.r,'A>f,r.,..,.i_,,...,f',.,,I':'!·#~~-i b . 36" t' 2 •------.----------·~----------!.!#Hro-1,;,. .ll"4iJ"'. ft'i,.,,.....,._,1J1. • 1 TllT"ll 2~ . .; Cl's! •,(:1:-.'h'.~~--,1 •· .,. .,..__..-1..,.,... ~-• mrce-~.._.._..~..--r~~ ...-~-~-..,._-~-,.,.,~ ,_ -..._.~.c~---.~~..--~~~-• • < • Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619) 438-3155 • FAX (619) 931-0915 July 25, 1995 W.O. 1819X-SC THE BLACKMORE COMPANY 12626 High Bluff Drive, Suite 440 San Diego, California 92130 Attention: Mr. Allen Blackmore Subject: Plan Review, Carlsbad Research Center, Lot 43, Carlsbad, California References: "Preliminary Geotechnical Evaluation, Carlsbad Research Center, Lot 43, Carlsbad, California", dated April 10, 1995, by GeoSoils, Inc., W.O. 1819-SC Gentlemen: "Development Plans, Blackmore -Faraday Partners, Lot 43 -Carlsbad Research Center", by Smith Consulting Architects/Latitude 33, et.al., dated June 16, 1995 In accordance with your request, GeoSoils, Inc. (GSI) has performed a geotechnical review of the referenced development plans provided to this office by Latitude 33. The following items were noted during our review and should be addressed by the appropriate professionals responsible for such items. We have divided our comments into those items which should be revised on the plans and those which are for your information and consideration. ITEMS TO REVISE: • The finish floor and pad grade elevations shown on Sheet C2 of the grading plans by Latitude 33 indicate a slab thickness of 6 inches. This thickness does not allow for the placement of the 4-inches of sand recommended by this office in our referenced report. Therefore, the pad elevation shown on the grading plans should be revised (lowered) to allow for the additional thickness of 4-inches of sand on the pad • On sheet S-1, Detail 2, (Typ. Details of Piping @ Footings & Grade Beams), the distance from the footing to the utility trench is indicated to be a minimum of 1.5 feet (i.e., 1 '-6"). Sheet E-2 indicates that electric lines are planned at a distance of about 1.87 feet. The width of the utility line trench should be equal to or less than 12 inches, and the utility trench should be excavated a distance from the footing which is greater than or equal to the width of the footing. Should the trench criteria (i.e., depth, distance, width) not be , ' THE BLACKMORE COMPANY W.O. 1819X-SC JULY 25, 1995 PAGE2 met, then the passive pressures provided in our referenced preliminary report will need to be revised. Detail 2 should be revised to show the minimum distance is W, where W is the width of the adjacent footing. • Detail H on Sheet L2.1 of the Landscape Irrigation Details indicates the use of "clean compacted backfill" in irrigation line trenches. This backfill material should consists of low permeability, on-site materials. Should "clean" sand backfill be utilized around the utility lines, then the trenches should be capped with the relatively lower permeability on-site materials. Such a cap should be a minimum of 12 inches in thickness. Detail H should be revised to reflect this. • The slab reinforcing steel indicated on sheet S-2 should be supported on "chairs" or blocks prior to placement of concrete, as indicated in our referenced report. • Detail 15 on Sheet S-6 indicates that-adjoining elements of the footing system are at different elevations. The recommendations on page 11 of our report indicate· that the base of these footings should be at the same elevation. This detail should be corrected. /• The plans reviewed do not indicate the presence of a recommended backdrain/subdrain behind the loading dock walls. This should be reflected upon the plans. • Consideration should be given to incorporating a note on the plans that indicates that all utility line trenches and subgrade surfaces should be sloped at one percent (1 %) away from any foundation elements and/or toward the loading dock drainage system. • The Soil's Engineer's Certificate on Sheet C1 of the Grading Plans should be amended/replaced with the following: SOIL ENGINEER'S CERTIFICATE I, __________ as a representative of ________ _, a California company principally doing business in the field of geotechnical engineering and engineering geology certify* that a sampling and study of the soil conditions prevalent within this site was made by this office and presented in our preliminary geotechnical report dated ____ _ Two copies of the geotechnical report, with our recommendations, have been submitted to the office of the city engineer. * as defined in SEC 21, section 8770.6 of the California Business and Professions Code. SIGNED: ___ ..,..... ___________ _ P.E. NO.: _________ ,EXP. ______ _ DATE:,-"------------------ GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819X-SC ITEMS FOR CONSIDERATIONS JULY 25, 1995 PAGE3 o Detail Number 4 on Sheet A-4 for the Tilt-up Trash Enclosure Wall indicates a slab thickness of 4-inches. Our review of the Standards for Design and Construction of Public Works Improvements in the City of Carlsbad indicate that while the 4-inch thickness is per the standards, it should be noted that a level loading area in front of the trash enclosure is specified to be a minimum of 7 1 /2 inches of concrete (per City of Carlsbad Detail GS-16). o Detail 15 of Sheet A-14 is for an elevator pit. We understand that, at present, no elevator is planned for the building. If, at a later date, an elevator is planned, this office should further review the foundation plans for this elevator pit as differential foundation conditions (i.e., cut/fill transitions) will likely exist at such a structure. o Landscaping and irrigation plans indicate that numerous shrubs, trees, etc., are planned in close proximity to the building foundations. We make reference herein to the information presented in the Development Criteria section of our referenced preliminary report regarding landscaped maintenance and planting and drainage. Consideration should be given to the possible use of moisture sensors within the planter areas in order to provide adequate assurance that overwatering does not occur. o As indicated in our referenced report, corrosion testing of onsite soils has not been performed (i.e., sulfate, resistivity, pH). Testing for corrosion potential should be performed on site mater1als exposed at finished grade following site earthwork. o The section A-A' on sheet C? of the grading plans indicates that the existing 6 to 8 foot high, 1.5: 1 (horizontal to vertical) slope at the eastern side of the site will be cut along the toe to allow for parking spaces. Additionally, this cut will receive a 4.5 foot high (maximum) concrete block wall designed in accordance with the County of San Diego (Type 6) guidelines. Based on the information for EFP's provided in our report, the wall should also be able to accommodate earth pressures of up to 75 pcf for on site soils. Consideration should also be given to providing a lining (concrete) the swale planned for the tope of backfill behind this wall (see Section A-A' of the plans). o The lunch plaza, if surfaced with tile, should consider the use of a slipsheet between the backing and the concrete support layer. Alternatively, paving stones may also be used. In general, the grading and improvement plans for this project are in conformance with the recommendations provided in our referenced preliminary report. GeoSoils, Ine. ,.. THE BLACKMORE COMPANY W.O. 1819X-SC JULY 25, 1995 PAGE4 The opportunity to be of continued service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. Paul L. McClay, CE Principal Geologist PLM/ATG/mb Distribution: (2) (2) (1) (2) ~~7335 Principal Engineer Addressee Latitude 33, Mr. Andrew Kann Smith Consulting Architects, Mr. Larry Kloha Bilbro and Giffin, Mr. Rob Bilbro GeoSoils, Inc. r l PRELIMINARY GEOTECHNICAL EVALUATION, CARLSBAD RESEARCH CENTER, LOT 43 . CARLSBAD, CALIFORNIA FOR , THE BLACKMORE COMPANY 12626 HIGH BLUFF DRIVE, SUITE 440 SAN DIEGO, CALIFORNIA 92130 W.O. 1819-SC APRIL 10, 1995 . GeoSoils, Inc. j TABLE OF CONTENTS SITE DESCRIPTION ................... • ............................... . Site Conditions and Proposed Development ....................... : ....... . FIELD EXPLORATION ................................................. . Seismic Refraction Profiles ................................... · ....... . EARTH MATERIALS .................................................. . Artificial Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Bedrock ........................................................ . SUBSURFACE WATER ................................................ . FAUL TING AND REGIONAL SEISMICITY ............................ , ....... . Other Hazards Considered .......................................... . LABORATORY TESTING ....... ·, ................ : ..................... .-. General ................ · ........................................ . Laboratory Standard Relative Maximum Dry Density ................. _ ....... . Expansion Potential ................................................. . Direct Shear Tests ................................................ . Resistance ("R") Value Test ......................................... . CONCLUSIONS ...................................................... . RECOMMENDATIONS-EARTHWORK CONSTRUCTION ........................ . Grading ........ · ................................................ . General .................................................... . Site Preparation ............... '· ............................... . Rock Hardness and Rippability ....................................... . Removals (unsuitable materials) .................................. . Over-Excavation .............. · ................................. . Fill Placement ............................................... . Earthwork Balance .............. : .......... : ...................... . Exterior Slab On Grade Areas .................................. ; ...... . Pavement Areas .................................................. . Erosion Control ............................................. : ..... . 1 1 2 2 4 4 4 4 5 5 6 6 6 6 6 6 6 7 7 7 7 7 8 8 8 8 9 9 9 FOUNDATION RECOMMENDATIONS ... : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Recommendations for Concrete ''Tilt-up" Structures . .-. . . . . . . . . . . . . . . . . . . . . . . 9 Design .......... , ....................................... ,. . . . . . . . 9 Bearing Value . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Lateral Pressure ....................... .-. . . . . . . . . . . . . . . . . . . . . . . 1 O Foundation Settlement -Structural Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Design of Floor Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 GeoSoils, l nc. . i Table of Contents (continued) Retaining Walls ...................................................... 13 General· ............. · .......................... ; ............ : 13 Restrained Walls . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Cantilevered Walls ..... · ....................................... : 14 Wall Backfill and Drainage ......................... : ....... : . . . . . 14 Retaining Wall Footing Transitions ................ : . . . . . . . . . . . . . . . . . . . . . 15 PRELIMINARY PAVEMENT DESIGN ...................................... : 15 Subgrade and Base Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Pavement Construction and Maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 CONCRETE FLA TWORK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Flatwork Construction .......... · . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 DEVELOPMENT CRITERIA ................................ , . . . . . . . . . . . . . 19 Landscape Maintenance and Planting ..................... , . . . . . . . . . . . . . 19 Additional Grading ..................... ·. . . . . . . . . . . . . . . . . . . . . . . . . .. . . . 20 Footing Trench Excavation .. 1 ••••••••••• · •••••••••••••••••••••• ·• • • • • • • 20 Trenching ............... ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 Drainage .... _ ....................................... : . . . . . . . . . . . . . 20 Utility Trench Backfill . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PLAN REVIEW ....................................................... 21 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 . GeoSoils, Inc .. • Geotechnical • Geologic • ~nvironmental 5741 PalmerWay • Carlsbad,California92008 • (619)438-3155 • FAX(619)931-0915 THE BLACKMORE COMPANY 12626 High Bluff Drive, Suite 440 San Diego, California 92130 Attention: Subject: Gentlemen: Mr. Allen Blackmore ' Preliminary Geotechnical Evaluation, Carlsbad Research Center, Lot 43 Carlsbad, California: April 10, 1995 W.O. 1819-SC In accordance with your request, GeoSoils, Inc. (GSI) has performed a geotechnical evaluation regarding proposed construction on Lot 43 within the Carlsbad Research Center. The purpose of our study was to evaluate the nature of earth materials underlying the site and to provide preliminary recommendations for site preparation, earthwork construction, and foundation design/construction, based on our findings. SITE DESCRIPTION Site Conditions and Proposed Development The subject site is a roughly rectangular shaped lot bounded by Faraday Avenue on the north, Rutherford Road on the west, an adjacent undeveloped industrial pad on the south, and a developed industrial/commercial lot on the east. Lot 43 comprises approximately 4 acres. A landscaped slope, approximat~ly 6 feet in height, descends from the eastern lot boundary to the pad. Minor slopes (3± feet or less in height) occu·r around the remaining property boundaries, primarily related to existing landscaped areas adjacent to Faraday Avenue and Rutherford Road. Lot 43 has previously been graded in 1982. According to an as-graded geotechnical r~port reviewed (San Diego Soils Engineeri.ng, 1982), the lot is a cut p~d in what was mapped as Point Loma Formation. A temporary desilting basin/storm drain inlet is located ~award the northwestern corner of the site. Existing site surface drainage appears to be directed to this basin primarily by means of sheet flow. Localized variations in this grade exist. At the time of our study, most of the interior areas of the site exposed limited fills less than 1 foot in thickness, probably the result of site discing or weed control. Perimeter site areas adjacent to Rutherford Road and Faraday Avenue are landscaped, and probably underlain by minor fills. i7 ! i ' I I -·--------· _,,,.. C : I ________ -----..... ----+-----!----' --........... ---............. __ ,,,,,,,,,.,, " NORTH APPROXIMATE SCALE 111 =2,400 1 FROM THOMAS BROS. GUIDE, 1994 EDITION ./ ) RA TTflllT me . SITE LOCATION MAP DATE ___ 3/_9_5 __ 1 W. O. NO 1819-SD / / / / r I I I I .... -.... __ ;,/ ,r i --c· ·-+-< <a i !'~~ ~V WI .. ·()-'<4'.~ •. . ! ; ~1 t' I ,~ 9 I \ PALOMAR ·, I ,_ - Geotechnical Engineering • Engineering Geology C-Tr.llOC' 1 THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE2 Lot 43 was sheet graded at an approximate grade of 2%, resulting in a fall of approximately 9± feet from southeast to northwest. Other than the storm drain basin previously described, other site improvements include the landscaping of perimeter slopes and related street (i.e.; sidewalks, streetlights, etc.) improvements. It is our understanding that the proposed development is to consist of the construction of a one story, 64,000± square feet, concrete tilt-up industrial/commercial building with an interior mezzanine, truck ramps and loading areas. The remainder of the lot would be utilized for parking, concrete flatwork, and/or landscape improvements. Typical cut and fill grading techniques are anticipated to construct the building pad to the desired graded configuration. Maximum fill depths are anticipated to be on the order of 4 feet, assuming a level building pad is desired. Proposed onsite cut and/or fill slopes are not anticipated to exceed five feet in height, at gradients of 2: 1 (ho_rizontal to vertical) or flatter. Based upon likely finish pad grade elevation(s), a cut/fill transition is anticipated to be created in the central portion of the proposed structure's foot-prin!. Earthwork quantities will likely balance due to the relatively low volume of earthwork anticipated (approximately 5000 yards). FIELD .EXPLORATION Subsurface conditions were explored for this study by excavating six hand auger borings, ranging in depth from 0.5 to 2± feet (practical refusal). A Log of the test excavations is included with this report in Appendix I. Field exploration was performed on March 14, 1995, by our project geologist, who logged the excavations and obtained samples of representative materials for laboratory testing. The approximate locations of the borings are indicated on the enclosed Geotechnical Map (Plate 1 ), which uses a 1 "=30' scale topographic survey prepared by O'Malley and Associates as a base. ·-- Seismic Refraction Profiles Rock hardness was evaluated with 2 shallow sei~mic refraction profiles within the proposed truck bay area and along a future utility alignment onsite. Seismic profiles were determined from 100 foot long seismic lines placed at specific locations as indicated on Plate 1. An EG & G Geometrics ES-1225, 12 channel seismograph system was used to measure the travel time from the energy source to each geophone located at specific spacings along the seismic line. For this site a sledge hammer striking a metal plate was used as an energy source. Energy sources were located at both ends of the seismic line. Upon completion of field studies, reduction and analysis of the data_ was performed. It should be noted that seismic profiles are specific to the location of the seismic line and variations should be expected at other locations. GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC Results of the refraction profiles are presented in the following Table: RESULTS OF REFRACTION PROFILES SL-1 W-E (stonn drain) SL-1 E-W (storm drain) SL-2 S-N (dock) SL-2 N-S .' · (dock) 0-4 4-13 13+ 0-2.4 2.4-8.6 8.6--15.1 15.1+ 0-2.7 2.7-8.8 8.8+ 0-1.3 1.3-6.7 6.7+ 1111 3125 6250 1111 3076 4167 5194 1000 3125 5000 937 2500 5000 <1>A11 depths reported are below existing grade. APRIL 10, 1995 PAGE3 Velocity information may be compared to ripping performance, such as in the table below, to estimate excavation difficulty. Excavation Method Seismic Velocity {Feet per second-fps) Easy Processing ................................................ up to 3,000 Moderately Difficult Ripping ............. :·. . . . . . . . . . . . . . . . . . . . . . . 3,000 to 4,500 Difficult Ripping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4,500 to 5,000 Very Difficult Ripping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5,000 to 5,500 Probable Drill and Shoot . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Greater than 5,500 The table above assumes a single shank D9H or equivalent equipment. Difficult ripping represents the start of difficulty in achieving and maintaining ripper shank penetration; the start of "riding out". Classifications are a generalized means of indicated relative excavation effort. The Caterpillar Performance Handbook, Edition 9; October, 1°978; typically uses higher velocities for estimating ripper performance; however, it has been our experience that most contractors use 5,000 feet-per second (fps) for estimating the upper limit of rippable material. .GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC EARTH MATERIALS APRIL 10, 1995 PAGE4 Earth materials encountered on the site consist of artificial fill, and sedimentary bedrock previously identified as belonging to the Cretaceous age Point Loma Formation (San Diego Soils Engineering, Inc., 1982). Artificial Fill (map symbol at} Artificial fill encountered across the site, generally less than 0.5± feet thick, consists of olive gray brown to yellow brown mottled silty clay and fine sandy clay. These materials were typically wet and soft within the upper 0.5± foot (i.e., overlying bedrock), where encountered. Thicker fills are believed to exist in the landscaped areas at the northern and western perimeters of the site, but are generally outside currently proposed structural improvements and were not explored for this study. Surficial .fill encountered across the site (not mapped), was soft and relatively loose. This fill is not suitable for structural support in its present condition. It may, however, be used as compacted fill if it is properly processed (i.e., cleaned, moisture conditioned and compacted). Bedrock (map symbol Kpl) . Point Loma formational materials encountered consist of light to medium olive gray, silty claystone to clayey siltstone. Surficial bedrock materials were typically damp to moist, and stiff to hard. While bedding orientations were not observed during this study, undulatory to a gentle southwest regional dip was noted in the area during previous site work performed by others (San Diego Soils Engineering, Inc., 1982), and published geologic maps reviewed (Weber, 1982). Underlying the sedimentary Point Loma Formation in this general area is the Jurassic Age Santiago Peak Volcanic rock. This bedrock unit generally consists of very hard and dense volcanic and metavolcanic rock. This rock unit was not encountered within the exploration performed for this study. Based on upon our review of the preliminary report (San Diego Soils Engineering, Inc., 1982) for this development, this hard rock unit should not be encountered during earthwqrk/construction on Lot 43. Local variations in the ~levation of this hard rock surface (beneath the Point Loma Formation) dq occur, however, and although not anticipated, could be encountered. SUBSURFACE WATER Subsurface water was encountered within Lot 43 during field work perform.ed in preparation of the current site evaluation. This water is believed to be the result of recent heavy rains, ~s the water was observed to be "perched" on relatively undisturbed bedrock underlying random portions of the ·site. The groundwater encountered is not anticipated to significantly adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. GeoSoils, Inc. I n I THE BLACKMORE COMPANY W.O. 1819-SC FAUL TING AND REGIONAL SEISMICITY APRIL 10, 1995 PAGES No known active or potentially active faults are shown crossing the site on published maps (Jennings, 1992) reviewed. No evidence for active or potentially active faulting was encountered in any of our exploratory borings performed during this evaluation or in referenced reports reviewed for this study. There are a number of faults in the southern California area which are considered active and will have an effect on the site in the form of moderate to strong ground shaking, should they be the source of an earthquake. These include, but are not limited to: the San Andreas Fault, the San Jacinto Fault, the Elsinore Fault, the Coronado Bank Fault Zone and the Rose Canyon Fault Zone. The approximate location of these and other major faults relative to the site are indicated on Figure 2. The possibility of ground acceleration, or shaking, at the site may be considered as approximately similar to the southern California region as a whole. The acceleration-attenuation relations of Campbell (1993) have been incorporated into EQFAUL T (Blake, -1991 ). EQFAUL T is a computer program used for the deterministic evaluation of horizontal accelerations from digitized California faults. Results of the computer file search and computations are enclosed· in A..ppendix II. · Based upon the acceleration-attenuation relations of Campbell (1993), the largest probable and credible peak horizontal ground accelerations anticipated at the site would be 0.20g and 0.36g assuming maximum probable and credible events of magnitude 6.0 and 7.0, respectively, on the Rose Canyon Fault zone, located as close as 6± miles west of the site. Other Hazards Considered The following list includes other seismic related hazards that have been considered during our evaluation of the site. The hazards listed are ccrnsidered negligible and/or completely mitigated as a result of site location, soil characteristics and typical site development procedures: • Surface Faul_t Rupture • Ground Lurching or Shallow Ground Rupture • Tsunamis • Liquefaction - • Dynamic settlements It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential dama_ge to any structure(s) would likely be greatest from the vibrations and imJ?elling force caused by the inertia of a structure's ma~s. than from those induced by the hazards considered above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. GeoSoils, Inc. c,,~+~. · SontQ Roso ,s'--"' ~ c,";: ls 12. ,20· f 1 119° 0 50 100 .... 0 ,c 100 150 lm Modified after Friedman and =others, 197 6 118" 36° ....., __ ,... 35• ltnS FAULT MAP ~----:n· Gulf of CQl!f OF SOUTHERN CALIFORNIA I DATE March, 1995 w.o. NO 1819-SC F'ORM R~f?? Geotechnical • Geologic • Environmental FIGURE 2 I f7 THE BLACKMORE COMPANY W.O. 1819..SC General LABORATORY TESTING APRIL 10, 1995 PAGES Laboratory tests were performed on representative samples of the onsite earth materials encountered in order to evaluate their physical characteristics. The test procedures used and results obtained are presented below. Laboratory Standard Relative Maximum Dry Density To determine the compaction characteristics of representative samples of onsite soil, laboratory testing was performed in general accordance with ASTM Test Method D-1557. Maximum dry densities of 104.5 and 103.5 pounds per cubic foot (pcf), with optimum moisture contents of 21.0 and 22.0 percent respectively were determined for samples collected from a depth of 0-1 feet in boring B-2 and 1-1.5 feet in B-4. Expansion Potential Expansion index testing was perfo~ed on representative samples of soils currently exposed near pad grade, in general accordance with Standard 18-2 of the Uniform Building Code. Expansion indices of 78 (medium) and 46 (low) were recorded for these representative samples of fill and bedrock materials collected onsite. · Direct Shear Tests Direct shear strength parameter testing was performed on representative natural and remolded samples of site soil in general accordance with ASTM Test Method D-3080. Test results are included in this report as Plates SH-1 and SH-2, in Appendix Ill. Resistance {"R") Value Test A representative sample of near surface soil was collected from near boring B-4 for resistance ("R") Value testing. The resistance "R"-value was evaluated in general accordance with the California materials method 301 for these anticipated subgrade soils. These samples were prepared and tested for exudation pressure and "R"-value on each one. Results of this testing is included in App·endix Ill, at the back of this report .. Based on this result, preliminary pavement design section(s) are provided in a later section of this report. CONCLUSIONS Based on our reviews, field exploration, laboratory testing and geotechnical engineering evaluations it is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and a representative from our office present during construction phases of site developm~nt. The primary geotechnical concerns with respect to the proposed development are: • Depth to competent material/bedrock. • Expansion potential and erosiveness of site soils. 0 Potential for creating a cut-fill transition below the proposed building structure. GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC • Regional seismic activity. • Drainage of ·excavations into bedrock materia!s. APRIL 10, 1995 PAGE7 The recommendations presented herein consider these, as well as other aspects of the site. The engineering analyses performed concerning site preparation and the recommendations presented herein, have been completed using the information provided and obtained during our field work. In the event that any significant changes are made to proposed site development, or when final graded configuration of the lot is determined, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. RECOMMENDATIONS-EARTHWORK CONSTRUCTION Grading General: All grading should conform to the guidelrnes presented in Appendix Chapter A33 of the Uniform Building Code, the requirements of the City of Carlsbad, and the Grading Guidelines presented in the back of this report (Appendix IV), except where specifically superseded in the text of this report. Prior to grading GeoSoils, Inc. 's representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GeoSoils, Inc. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Site Pr:eparation: . Debris, vegetation and other deleterious material should be removed from the improvement(s.) area prior to the start of construction. · Areas approved to receive fill should first be scarified and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and ·compacted to a minimum 90% relative compaction. Rock H·ardness and Rippabilitv Dense ~edimentary bedrock appears to be present at or near ,existing grade over the entire site. Results of our seismic refraction profiles indicate that zones requiring easy processing to moderately difficult ripping would be encountered to depths of 7-9 feet below existing grades in the vicinity of the truck bays, and 7-13 feet along the approximate alignment evaluated for deeper utilities. Materials requiring very difficult ripping and/or rock-breakers to excavate may be encountered below the depths indicated above. GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGES It should be noted that weathering of natural earth materials is rather irregular by nature, so hard and soft zones are likely to be encountered. Therefore, it should be anticipated that isolated "hard spots", may be encountered randomly, and may require rock breakers to remove. Removals (unsuitable materials): Due to the locally saturated, and-overall condition of soils across the entire lot, both parking/building areas (see boring logs), these soils should be removed to competent material. Removal depths are anticipated to vary from 1-2 feet, locally depending on the degree of earth material saturation and existing fill depth. Once these materials are removed, they may be used as compacted fill provided the materials are moisture conditioned prior to placement. When removals are completed, the exposed surface should be scarified, moisture conditioned and recompacted prior to fill placement. Over-Excavation: . Proposed grading of the building site will likely create-a cut/fill transition in the building pad area. · In order to provide for uniform support of this structure(s), the cut portion of the building area should be overexcavated and replaced with compacted fill to provide a minimum 4 foot thick compacted fill blanket. Areas where planned fills are less than 4 feet thick should also be overexcavated to provide the recommended minimum fill thickness. Overexcavations should be completed to a minimum lateral distance of 8 feet outside of the extreme exterior foundation elements. Over-excavated bottoms should be scarified, moisture conditioned and compacted prior to placement of compacted fill. Fill Placement: Subsequent to ground preparation, onsite soils may be placed in thin (6± inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. If fill materials are imported to the site, the proposed import fill should be submitted to GeoSoils, Inc., so laboratory testing can be performed to verify that the intended import material is compatible with onsite material. At least 3 business days of lead time should be allowed by builders or contractors for proposed import submittals. This lead time will allow for particle size analysis, specific gravity, relative compaction, expansion testing and blended import/native characteristics as deemed necessary. Earthwork Balance The volume change of excavated materials upon compaction as engineered fill is anticipated to vary wit material type and location. However, the overall earthwork shrinkage and bulking may . be approximated by using the following. parameters:. Existing artificial fills ....................................... 0% to 5% shrinkage Bedrock (if encountered) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0% to 5% bulking It should be noted that the above factors are estimates only, based on preliminary data obtained. Final earthwork balance factors may vary. GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 181.9-SC APRIL 10, 1995 PAGE9 Exterior Slab On Grade Areas (Excluding Pavements and Parking Areas) Subgrade soils in proposed slab-on-grade areas should be cleared of all vegetation and other deleterious debris, scarified and moisture conditioned to a depth of approximately· 12 inches below existing grades and compacted to a minimum 90% relative compaction as determined by the laboratory maximum dry density. Locally, deeper removal/reprocessing area(s) may be encountered. Pavement Areas , A discussion of the treatment of existing ground in pavement areas is presented in the "Preliminary Pavement Design" section of this report. Erosion Control Onsite soils and bedrock materials have a high to moderate erosion potential. Use of hay bales, silt fences, and/or sandbags should be considered, as appropriate. Temporary grades should be constructed to drain at 1-2°/4 to a suitable temporary or permanent outlet. Evaluat'ion of cuts during grading will be necessary in order to identify any areas of loose or non-cohesive materials. Should any significant z0nes be encountered during earthwork construction remedial grading may be recommended; however no remedial measures are anticipated at this time. -- FOUNDATION RECOMMENDATIONS Recommendations for Concrete "Tilt-up" Structures For preliminary planning purposes, the following is presented. It is our understanding that the structure will be erected utilizing a tilt-up and steel frame method of construction. We assume that column loads are not anticipated to exceed 50 kips for dead plus live loading conditions while wall loads are not expected to exceed 3 kips per lineal foot. The engineering analysis performed concerning the foundation system and the recommendations offered below, have been prepared using these anticipated loads and assuming the recommended earthwork is performed. In the event that the information concerning the proposed development is not correct, or any changes in the design, locatior:, or ·loading conditions of the proposed structure are _made, the conclusio1_1s and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in this section are not meant to supersede design by the project structural engineer. Upon request, GSI could provide additional input/consultation regarding soil parameters, as related to foundation system design. Design _ , Our field work and laboratory testing indicates that onsite soils are low to medium in expansion potential. . Preliminary recommendations for foundation design and construction are presented below. It is currently anticipated that each foundation element for the building will either be entirely in fill or bedrock. Recommendations for building footings that transition from fill to bedrock could be provided, as needed, when the foundation plan is provided. GeoSoil$, Inc. / THE BLACKMORE COMPANY W.O. 1819-SC Bearing Value: · Compacted Fill (New) APRIL 10, 1995 PAGE10 1 a. An allowable vertical bearing value of 2000 pounds per square foot (psf) should be used for design of continuous footings-a minimum 15 inches wide and 18 inches deep and for design of isolated pad footings 24 inches wide and 24 inches deep, bearing in properly compacted fill material. This value may be increased by 200 pounds per square foot for each additional 12 inches in depth (no increase is allowed for footing width) to a maximum value of 2500 pounds per square foot. The above values may be increased by one-third when considering short duration seismic or wind loads. Prepared Bedrock . 1 b. An allowable vertical bearing value of 3000 pounds per square foot should be used for design of continuous footings a minimum 15 inches wide and 18 inches deep and for design of isolated pad footings 24 inches wide and 24 'inches deep, bearing in. properly compacted fill material. This value may be increased by 300 pounds per square foot for each additional 12 inches-'in depth (no increase is allowed for footing width) to a maximum value of 3500 pounds per square foot. The above values may be increased by one-third when consjdering short duration seismic or wind loads. · 2. All footings should be embedded a minimum 18 inches into properly compacted fill or bedrock. 3. All continuous footings should be minimally reinforced with 4 No. 5 rebars, 2 top and 2 bottom. 4. Interior columns should be supported on isolated column footings or integrated footing and grade beam systems. Column loads should not be supported directly by slabs. 5. The interior mezzanine should not be supported directly upon the slab surface. It is recommended that the interior m'?zzanine is supported by either isolated interior footings or strip footi_ngs. 6. The upper 6 inches of footing embedment should be_ neglected if not confined by slabs or pavement. Lateral Pressure: . Compacted .Fill (New) . 1 a. Passive earth pressure of compa_cted fill may be computed as an equivalent fluid having a density of 225 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2000 pounds per square foot. GeoSoils, Inc .. 'n n \ THE BLACKMORE COMPANY W.O. 1819-SC Prepared Bedrock APRIL 10, 1995 PAGE 11 1 b. Passive earth pressure of compacted fill may be computed as an equivalent fluid having a density of 275 pounds per cubic foot per foot of depth, to a maximum earth pressure of 3000 pounds per square foot. 2. An allowable coefficient of friction between properly compacted fill soil or prepared bedrock and concrete of 0.35 may be used with the dead load forces. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 4. All footings should maintain a minimum 7 foot horizontal set back from the ba$e of the footing to any descending slope. As is measured from the footing face at the bearing elevation. 5. . A factor of safety of 1.5 was incorporated into the value of passive earth pressure and the coefficient of friction. .' 6. The upper 6 inches of passive pressure should be neglected if not confined by slabs or pavement. Foundation footings should be minimally reinforced with four No. 5 bars, two top and two bottom (in the cross-sections). Footings should be: a) tied with a grade beam or tie beams orb) have continuous footings across large openings, (i.e., garages or entrances). All exterior isolated footings should be tied in at least two perpendicular directions by grade beams or tie beams to reduce the potential for lateral drift or differential distortion. The base of the grade beams should enter the adjoining footings at the same depth as the footings (i.e., in profile view). The grade beam steel should be continuous at the footing· connection. Grade beams and footings should be minimally reinforced and sized per the structural engineers recommendations. When reviewing -the interior building footings, the _structural engineer should consider utilizing grade beams to control lateral drift of isolated column footings, if the combination of friction and passive earth pressure will not be ·sufficient to resist lateral forces. · . . Prior to placing steel or concrete the footing and grade beam excavations should be well · moistened. Foµndation Settlement -Structural Loads: Provided that the.recommendations contained in this report are incorpor~ted into final. design and construction phase of development, a majority (50 percent or more) of the anticipated foundation settlement is expected to occur during construction. Maximum settlement is not expected to exceed approximately 1 inch and should occur below the heaviest loaded columns .. Differential settlement is not expected to exceed approximately 1/2 inch between similar elements, in a 20 foot span. Settlement evaluations should be reviewed by this office when the foundation geometry and building loads are known. GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC Design of Floor Slab: APRIL 10, 1995 PAGE 12 Concrete slab on grade· construction is anticipated. The following criteri~ are considered minimum design parameters for the non-structural slab and they are in no way intended to supersede design by the structural engineer. They do not account for concentrated loads from storage racks, fork lifts or other machinery. The slabs in areas which will receive relatively light loads (office space, lunch area, etc.} should be a minimum of 5 inches thick and be minimally reinforced with No. 3 reinforcing bars on 18 inches centers both ways or equivalent reinforcement. Reinforcing should be properly supported by chairs or blocks to ensure placement near the vertical midpoint of the slab. "Hooking" of reinforcement is not a recommended method of positioning of steel. In ar~as where moisture condensation is undesirable, (e.g.,,areas to have floor coverings, office space, machinery, etc.) a minimum 10 mil plastic membrane should be placed. The membrane shouid be placed in the center of a four inch minimum sand layer. These areas should _be separate from areas not similarly protected. This separation should be provided with a concrete cutoff wall extending at least 12 inches into the subgrade soil. - Subgrade soils should be at or.above (100% to 110%} the soils optimum moisture content to a depth of 18 inches prior to pouring concrete. Presaturation should be verified by this office within 48 hours of pouring concrete. To protect presaturation surfaces from drying the placement of a plastic membrane could be applied to the ground surface. The project structural engineer should design the slabs in warehouse or other areas subject to higher loads. If requested, we will aid the structural engineer with the design of the slab. Modulus of subgrade reaction (k) may be used in the design of the floor slab supporting heavy truck traffic, fork lifts, machine foundations or heavy storage areas (in excess of 100 pounds per square foot, psf). Based on an R-value of 25, determined for site soils and the interrelationships published by the Portland Cement Association for "R"-Value (resistance value) vs Modulus of Subgrade Reaction, an approximate k-value (modulus of subgrade reaction} of 75 pounds per square inch per inch (pci)-was estimated. The subgrade should be compacted to a minimum 90 percent of the laboratory maximum density at or above optimum moisture content. Based on our experience in this area,· a loaded hard tire forklift or warehouse storage aisle frames may impose the controlling load conditions for industrial slabs within a warehouse. If the interior slab is to support either ovens or freezers, additional recommendations should be provided. The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage or_ expansion.: Two of the best ways to control this mover:nent are: 1) ~dd a sufficient amount of reinforcing steel_ to increase t_he tensil~ strength of the slab; and 2) provide an adequate ~mount of control and/or expansion joints· of accommodate anticipated concrete shrinkage and· expansion. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. GeoSoils, Inc. . G I : I ' ! THE BLACKMORE COMPANY W.O. 1819-SC Retaining Walls General: APRIL 10, 1995 PAGE13 The equivalent fluid pressure parameters provided assume that low expansive granular backfill is utilized behind the proposed walls. The low expansive granular backfill, should be provided behind the wall at a 1: 1 projection from the heal of the foundation system. Low expansive fill is Class 3 aggregate baserock or Class 2 permeable rock. Wall backfilling should be performed with lightly loaded equipment within the same 1 :1 projection (i.e., hand tampers, walk behind compactors). Foundation systems for any proposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Design section of this report. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. All walls should be properly designed in accordance with the recommendations presented below. · If highly expansive soils are used -to backfill the proposed walls, increased active and at-rest earth pressures will need to be utilized for retaining wall design. These have been provided for the onsite soils under both restrained and cantilever walls. - Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking depending upon the materials used to construct the wall. To mitigate this effect the use of vertical crack control joints and expansion joints, spaced at 20 feet or less along the walls should be employed. Vertical expansion control joints should be infilled with a flexible grout. Wall footings should be keyed or doweled across vertical expansion joints-. Restrained Walls: Loading Dock Wall It is recommended that loading dock walls be designed for restrained conditions (indicated below), where adjacent to the_ proposed site building. Loading dock walls should be designed to resist lateral earth pressure and any additional lateral pressures caused by surcharge loads Ofl the anticipated adjoining slab surface. Approximately 1/3 to 1 /2 of surcharge loads on the truck loading dock slab amy be added as a uniform load in the back-of the loading dock wall. However, the structural engineer or civil engineering specializing in structural design should be responsible for the evaluation of the type of wall connection and the condition of the wall (restrained or cantilever). Other Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressures (EFP) of 65 pcf, plus any applicable surcharge loading. This restrained-wall, earth pressure value is for select backfill material only. For walls that are restrained and backfilled with native low to medium expansive soils, an EFP of 75 pcf, plus applicable surcharge loads should be _used. For areas of male or re-entrant corners, the res_trained GeoSoils, Inc. ·-- THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE14 wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Building walls below grade or greater than 2 feet in height should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The wall should be drained as indicated in the following section. A seismic increment of 15H (uniform pressure) should be used on walls for level backfill and-25H for sloping backfill of 2:1. Where His defined as the height of retained material behind the wall may be used. Cantilevered Walls: These recommendations are for cantilevered retaining walls up to 1 0 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events or. adverse geologic conditions. For cantilever retaining walls greater than 4 feet in height, a-seismic increment of 15H (uniform pressure) for level backfill and 25H 1 for backfill sloped at 2:1 behind the walls. If traffic is within a distance H behind any wall or a 1 :1 projection from the heel of the wall foundation a pressure of 100 psf per foot in the upper .5 feet should be used. Structural loads from adjacent properties and their influence on site walls should be reviewed by the structural engineer, if within a 1: 1 projection behind any site wall. Level 2 to 1 35 55 50 65 *To be increased by traffic structural surcharge and seismic loading as needed. These pressures are for retained onsite soils which are derived as indicted below, Wall_ Backfill and Drainage: _ All retaining walls should be provided with an adequate backdrain and outlet system (a minimum 2 outlets per wall), to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein. Gravel used in the backdrain systems should be a minimum of 1 cubic foot per lineal foot of 3/8 to 1 1/2 inch clean crushed rock wrapped in filter fabric (Mirafi 140 or equivalent) and 12 inches thick behind the wall. The surface of the backfill should be sealed by pavement or the top 18 inches compacted to 90% relative compaction with GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE15 native soil. Proper surface drainage should also be provided. Weeping of the walls in lieu of a backdrain is not recommended. A paved drainage channel (v-ditch or substitute), either concrete or asphaltic concrete behind the top of the walls with sloping backfill should be considered to reduce the potential for surface water penetration. For level backfill, the grade should be sloped such that drainage is toward a suitable outlet at 1-2 percent. The surface drainage on this site will be along the bedrock/fill contact toward the lowest point of bedrock surface (excavation or natural). This is anticipated to be at the truck loading dock area (approximately 6 to 10 feet below the finished grade). In addition to the storm drain a subsurface drain behind the truck loading dock wall is recommended. This may be drained into the storm drain or a suitable surface qr subsurface outlet. Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Wall footings may transition from bedrock to fill. If this condition is present the civil designer may specify either: a) A minimum of a two foot over excavation and recompaction of bedrock materials for a distance of 2 times the height of the wall. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible grout. If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. PRELIMINARY PAVEMENT DESIGN A representative sample of site soil near existing grade was obtained and tested to determine the soils resistance value (R-value). R-value testing was performed in accordance with the latest revisions to the Department of Transportation, State of California, Materials & Research Test Method No. 301. . . Pavement sections presented are based on the R-value data, the anticipated design classification, based on information provided by the client, and the minimum requirements of the City of Carlsbad .. For planning purposes, pavement sections consisting of asphaltic concrete over base and full depth Portland cement concrete pavement (PCCP) are provided. Anticipated asphaltic concrete and portland cement concrete pavement sections are presented in the following tables: GeoSoils, In~. THE BLACKMORE COMPANY W.O. 1819-SC Parking Stalls Drive Areas Traffic Areas Traffic Areas 4.5 5.0 6.0 25 25 25 <1>oenotes standard Caltrans Class 2 aggregate base (R ~ 78, SE~ 22). C2>city of Carlsbad minimum AC thickness. · 4 4 4 APRIL 10, 1995 PAGE16 4 4 7.5 C3>TI values have been assumed for planning purposes herein and should be confirmed by the design team during future plan development CONCRETE PAVEMENT Parking Stalls 200 25 light 7.0 Traffic Areas 200 25 medium/heavy 8.0 <1>concrete shall be 560-C-3250 minimum. <2>AOTT values have been assumed for planning purposes herein and should be confirmed by the design team during future plan development. For truck lanes and ramps, a 3 inch minimum layer of Class 2 aggregate base is recommended beneath the concrete paving. In order to improve performance of concrete pavement in parking or areas, the 3 inch base layer should also be considered in these areas. Transition thickness details will b.e needed between traffic areas and parking lanes. Design of truck loading docks should utilize guidelines provided for truck lanes and ramps with special detailing for edges and jointing. Detailing of PCCP should be performed by the Civil Designer and should include load transfer joints and crack control joints for truck traffic areas. If requested, GSI will aid the civil designer with the minimum expansion and crack control joint spacings. M·inimum steel to be provided near the midpoint of the siab (sectional view) to control concrete shrinkage is 6x6 w2.9xw2.9 welded wire mesh or equivalent. · Trash enclosures areas should be designed per the minimum standards of the City of Carlsbad. Subgrade and Base Preparation The upper twelve inches of subgrade should be scarified, moisture conditioned to at least optimum moisture, and compacted to at least 95 percent of the maximum dry density. Class 2 GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE17 aggregate base should be compacted to at least 95 percent of its maximum dry density. If adverse conditions (i.e:, saturated ground, etc.) are encountered during· preparation of the subgrade materials, special construction methods may need to be employed. Subgrade soils should be at or above the soils optimum moisture content prior to placing pavement. Pavement Construction and Maintenance The recommended pavement sections are meant as minimums, if thinner or highly variable pavement sections are constructed, increased maintenance and repair may be needed. Positive site drainage should be maintained at all times. Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. If the ADT (average daily traffic), ADTT (average daily truck traffic), or Tl (traffic index) increases beyond that intended, increased maintenance and repair could be required for the pavement sections. CONCRETE FLA TWORK As is commonly known, expansive soils are problematic with respect to the design, construction and long term performance of .concrete curbs, sidewalks: driveways and flatwork other areas. Due to the nature of concrete flatwork, it is essentially impossible to totally mitigate the effects of soil expansion. Typical measures to control soil expansion for structures include; low expansive soil caps, deepened foundation system, thickened edge work and increased structural design. As these remedial methods are generally not cost effective, they are very seldom utilized for flatwork, because it may be less costly to simply replace any damaged or distressed sections than to "structurally" design them. Alternatives to concrete may include paving stones arid asphalt. Even if "structural" design parameters are applied to flatwork construction, there would still be relative movements between adjoining types of structures and other improvements (e.g. curb and sidewalks, patio and structural). This is particularly true as the level of care during construction of flatwork is often not as meticulous as that for structures. Unfortunately, it is a fairly common practice for flatwork to be poured on subgrade soils which have been allowed to dry below optimum moisture contents since site grading. Generally, shortly after flatwork construction is completed, landscape ir.rigation begins, utility lines are pressurized, and drainage systems are utilized; presenting the potential for water to re-enter the "dry" subgrade soils, causing the soil to expand. · Considering relatively uniform subgrade soil conditions, the greatest potential for visible offset is at the juncture of differing elements, such as the driveway, sidewalk and curb, and where soil moi_sture contents are allowed to fluctuate. We do not recommend use of a permeable, subbase below a concrete slab placed on expansive soil conditions. It is our opinion that this type of material (subbase) permits greater changes in the subgrade moisture content and therefore increases the potential for the subgrade material to undergo repeated events of heaving and shrinkage. GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE18 There are numerous items that could have an influence on the performance of concrete flatwork. In some cases, adverse conditions can be attributed to a single source/mechanism; however, often two or more processes combine to produce measured movements. Soils within the subject site area vary from low to medium expansive in nature. It appears that expansion of the soils represent the most significant potential mechanism which could adversely impact constructed flatwork. Some factors that also represent a potential influence on flatwork performance are discussed in the following sections and their effects should be considered during construction. • Nature of Flatwork construction • Drainage and landscape irrigation • Adjacent excavation(s) • Landscape construction Recommendations for concrete flatwork construction were developed in an attempt to mitigate a majority of the potential-uplift, lateral movement-and/or distress that might occur, due primarily to soil expansion. The intent of these recommendations ~re to decrease the potential for flatwork repair and replacement; but realistically that potential cannot be totally eliminated. Additionally, more stringent · recommendatipns (beyond those provided) could be developed to further minimize the need for repair or replacement. Flatwork Construction The following minimum criteria should be incorporated into construction designs. 1. Sidewalks and exterior slabs should be constructed with a four (4) inch thick concrete slab and reinforced with welded wire mesh (6x6, w2.9 x w2.9) supported near the vertical midpoint of the slab. Hooking of the reinforcement is not considered an acceptable method of positioning the steel. This"thickness design was determined based upon experience with the onsite soils and the presence of expansive soil at grade. The primary purpose of the wire mesh is to minimize vertical separation along cracks and expansio_n joints. 2. If "shade" sand, in any of the utility trenches, is exposed below the flatwork at least 12 inches of the sand should be removed and replaced with compacted fill soils (if possible). This should further minimize the potential for water to enter the subgrade soils. Consideration should be given to the geometry of the trench relative to the flatwork and the width of the trench used. 3. Presaturate the subgrade soils to a depth of 18 inches at 100 to 110 percent of optimum a minimum of at least 48 hours prior to pouring concrete. Soil presaturation should be verified by a representative of this office. The subgrade should not be excessively wet or muddy when concrete is poured. 4. Prior to pouring concrete all loose or otherwise deleterious materials should be removed. The subgrade soils should be reasonably compact. Observation, probing, and testing, if deemed necessary, may be required to verify adequate results. . GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE19 5. Concrete cutoff walls should be constructed adjacent to any landscaped areas. Where concrete flatwork is contiguous, there is -no need to construct cutoff wall(s). 6. The concrete should have a 28 day minimum strength of 2500 psi (i.e., 520 C-2500). 7. The use of transverse and longitudinal control joints should be considered to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement is; 1) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab, and/or 2) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. We would suggest that the maximum control joint spacing be placed on 5 to 8 foot centers or the smallest dimension of the slab, whichever is least. 8. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength .. 9. Positive site drainage shoula be maintained at all times. Adjacent landscaping should be graded to drain into the street, parking area, or other approved area. All surface water should be approAriately directed to areas designed for site drainage. · 10. In areas directly adjacent to a continuous source of moisture (i.e. irrigation, planters, etc.), all joints should be sealed with flexible mastic. DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. <;>verwatering should be avoided. Graded siopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. It order to minimize erosion on a slope face, an erosion control fabric (i.e. jute matting) should be considered. From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent relative compaction. GeoSoils, Inc. . n ! ; I : THE BLACKMORE COMPANY W.O. 1819-SC Additional Grading APRIL 10, 1995 PAGE 20 This ·office should be notified in advance of any additional-fill placement, regrading of the site, or trench backfilling after rough grading has been completed; This includes any grading, utility trench and retaining wall backfills. Footing Trench Excavation All footing trench excavations for structures and walls should be observed and approved by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Trenching All excavations should be observed by qne of our representatives and conform to CAL-OSHA and local safety codes. Drainage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the grqund. Pad drainage should be directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from the proposed structure or into a subsurface drainage system. We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. Adequate provisions should be made for drainage of proposed truck loading dock area(s). This should consider both surface drainage as well as retaining wall/foundation systems. Gravity drainage is recommended however a sump with pump(s) may be necessary. Utility Trench Backfill 1. All utility trench backfill in structural areas, slopes, and beneath hardscape features ~hould be brought to near optimum moisture content and then compacted to obtain a. minimum relative compaction of 90 percent of the laboratory standard. Flooding/jetting is not recommended for the site soil materials. Jetting of trenches should not be performed on this project. 2. Sand backfil.l, unless trench excavation material, should not b~ allowed in exterior trenches adjacent to and within a~ area extending below a 1: 1 plane projected from the_ outside bottom edge of the footing. · 3. All trench excavations should minimally conform to CAL-OSHA and local safety codes. 4. Soils generated from utility trench excavations to be used onsite should be compacted to 90 percent minimum relative compaction. This material must not alter positive GeoSoils, Inc. . . 1THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE 21 drainage patterns that direct drainage away from the structural area and towards the street. -· 5. The use of pipe jacking for the placement of utilities is not recommended on this site. PLAN REVIEW Final site development and foundation plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and any additional earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ sµbstantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and -utilized in our laboratory study are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. site conditions may vary due to seasonal changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. Since our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice ... are subject to change with time. GeoSoils, Inc~ THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE 22 The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may-be of further assistance, please do not hesitate to contact any of the undersigned. · Respectfully submitted, GeoSoils, Inc. E<il ~1:G 1892 Project Gealo_ i~J -;... Paul L. Mc lay, CEG 11 Principal Geologist EHUATG/PLM/mb Enclosure: Reference List Appendix I, Log of Borings Appendix II, EQFAUL T Appendix 111, Laboratory Test Results Appendix IV, Grading Guidelines Plate 1, Geotechnical Map Addressee Latitude 33, Attn: Mr. Andrew Kann Bilbro & Giffin, Attn: Mr. Rob Bilbro ~~-~ Andrew T. Guatelli, RCE 47335 Principal Engineer xc: (2) (1) (1) (1) Smith Consulting Architects, Mr. Dennie Smi~h GeoSoils, Inc. REFERENCE LIST Blake, Thomas F., (undated 1991) EQ FAULT Computer Program For The Deterministic Prediction of Horizontal Accelerations From Digitized Califor_nia faults. Campbell, K.W., (1993), "Empirical Prediction of Near-Source Ground Motion From Large Earthquakes"; Proceedings, International Workshop on Earthquake Hazard and Large Dams in the Himalaya, sponsored by the Indian National Trust for Art and Cultural Heritage (INTACH), New Delhi, India, January 15-16. Jennings, C.W., 1992, Preliminary Fault Activity Map of California, Scale 1:750,000, DMG Open File Report 92-03. Sadigh, K., Egan, J., and Youngs, R. (1987), Predictive Ground Motion Equations Reported in: Joyner, W.B. and Boore, D.M. (1988), "Measurement, Characterization, and Prediction of Strong-Ground Motion", in Von Thun, J.L., ed., Earthquake Engineering and Soil Dynamics II, Recent Advances in Ground Motion Evaluation, ,American Society of Civil Engineers Geotechnical Special Publication No. 20, p.p. 43-102. , San Diego Geotechnical Consultants, Inc., July 26, 1982, "Supplemental Preliminary Geotechnical Investigation Carlsbad Research Center, Phases II and Ill, Job No. SD1162-00. Weber, Harold, F., 1982, "Geologic Map of the Central-North Coastal Area of San Diego County, California, Showing Recent Slope Failures and Pre-Development Landslides". GeoSoils, Inc. ' R APPENDIX I LOG OF BORINGS GeoSoils, Inc. W.O. 1819-SC Boring 8-1 8-2 Depth (ft.) 0-0.5 0.5-2 0-0.4 0.4-1 DATE EXCAVATED: 3-14-95 EXCAVATION METHOD: HAND AUGER LOGGED BY: EHL · LOG OF BORINGS Material Description ARTIFICIAL Fill (disced material): Medium green- yellow-brown mottled sandy silty CLAY to sandy clayey SILT (CUML), loose/soft, very moist . BEDROCK -POINT LOMA FORMATION: Light to medium olive gray siltstone/claystone, firm to hard, blocky, perched groundwater at 1.2' (recent heavy rains). Total depth= 2 feet No caving Perched groundwater at 1.2 feet - , Hole backfilled ARTIFICIAL Fill (disced material): Medium green- yellow-brown mottled sandy silty CLAY to sandy clayey SILT (CUML), loose/soft, very moist. BEDROCK -POINT LOMA FORMATION: Light to medium olive gray siltstone/claystone, hard. Practical refusal at 1 foot. ~- Total depth= 1 foot No caving No groundwater Hole backfilled GeoSoils, Inc. , ~ i r THE BLACKMORE COMPANY W.O. 1819-SC Boring Depth (ft.) 8-3 0-0.4± 0.4-1 8-4 0-0.5± 0.5-2 APRIL 10, 1995 LOG OF BORINGS (CONT.) Material Description ARTIFICIAL FILL (disced material): Medium green- yellow-brown mottled sandy silty CLAY to sandy clayey SILT (CL/ML), loose/soft, very moist. BEDROCK -POINT LOMA FORMATION: Light to medium olive gray siltstone/claystone, locally oxidized yellow, hard. Total depth= 1 foot No caving No groundwater Hole backfilled ARTIFICIAL FILL {disced material): Medium green- yellow-brown mottled sandy silty CLAY to sandy clayey SILT (CL/ML), loose/soft, very moist. BEDROCK -POINT LOMA FORMATION: Medium to dark gray/green-gray siltstone/claystone, firm to hard, blocky, perched groundwater at 1 foot (recent heavy rains). Total depth= 2 feet No caving Perched groundwater at 1 foot Hole backfilled GeoSoils, Inc. n i '. ! THE BLACKMORE COMPANY W.O. 1819-SC Boring Depth (ft.) 8-5 o~o.5± 0.5-1.5 8-6 0-0.4± 0.4-1.0 APRIL 10, 1995 LOG OF BORINGS {CONT.) Material Description ARTIFICIAL FILL (disced material): Medium green- yellow-brown mottled sandy silty CLAY to sandy clayey SILT (CUML), loose/soft, very moist. BEDROCK -POINT LOMA FORMATION: Medium to dark gray/green-gray siltstone/claystone, firm to hard, blocky, perched groundwater at 1.2 feet (recent heavy rains). Total depth= 1.5 feet No caving · Perched groundwater at 1.2 foot · .' Hole backfilled ARTIFICIAL FILL (disced material): Medium green- yellow-brown mottled sandy silty CLAY to sandy clayey SILT (CUML), loose/soft, very moist. BEDROCK -POINT LOMA FORMATION: Medium to dark gray silty claystone to clayey siltstone, firm to hard, blocky. Practical refusal at 1 foot. Total depth= 1 foot No caving No groundwater Hole backfilled GeoSoils, Inc. APPENDIX II EQFAULT GeoSoils, Inc. ' ~ f "f . ' f . DATE: Tuesday. March 21, 1995 ************************************* * * * E Q F A u L T .... ·I' * * * V.er. 2.01 * * * * * ************************************* (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: Blackmore JOB NUMBER: 1819-SD JOB NAME: Blackmore SITE COORDINATES: LATITUDE: 33.135 N LONGITUDE: 117.284 w· SEARCH RADIUS: 100 mi ATTENUATION RELATION: 1) Campbell (1993) Horiz. -O=Soil l~Roch UNCERTAINTY (M=Mean, S=Mean+1-Sigma): M SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CALIFLT.DAT SOURCE OF DEPTH VALUES (A=Attenuation Fila, F=Fault Data File): A Page 1 I I ) MAX-. CREDIBLE EVENT: MAX. PROBABLE EVENT. : ·APPROX. : ---· ---------------: ABBREVIATED :DISTANCE MAX~: PEAK SITE FAULT NAME : mi (km) :cRED.: SITE :INTENS; MAX.i PEAK : SITE PROB.; SITE : INTEN::· MAG. : A·cc . g : MM : : : MAG : : ACC . g : MM : 1 __________________________ , _________ , _____ 1 ______ , ______ 1 _____ 1 ______ 1 _____ _ I t I f I I I I :BLUE CUT : ,80 (128): 7.oo: 0.014: IV : 6.00: -0.006: II 1 __________________________ 1 _________ 1 _____ 1 ______ 1 ______ 1 1 _____ 1 ______ 1 _____ _ I . I I I I I I t I :soRREGO MTN. (San Jacinto): 64 (103): 6.so: 0.015: IV : : 5. 75: O. 008: I I I 1 __________________________ 1 _________ 1 _____ 1 ______ 1 ______ 1 , _____ , ______ : _____ _ I I I I I I I I I /CAMP ROCK-EMER.-COPPER MTN/ 95 (152): 7.oo: 0.010: III : : 5. 75: 0. 003: I :--------------------------:---------:-----:------:· -----: :-----:------:------ :cASA LOMA-CLARK (S.Jacin. ): 46 ( 75): 7.oo: 0.037: V 6.75: 0.031: V 1 __________________________ 1 _________ i _____ t ______ 1 ______ 1 I _____ , ______ , _____ _ I I : I I I I I t :cATALINA ESCARPMENT : 38 ( 62): 7.oo: o.oso: VI 6.2s: 0.02s: V :--------------------------:~--------:-----:------:------: 1 _____ 1~ ____ 1 _____ _ I I I :cHINO : .48 ( 77): 7.oo: 0.046: VI : : 5.50: D.015: IV 1 __________________________ 1 _________ , _____ , ______ , ______ 1 J I I I I I 1 _____ 1 ______ 1 _____ _ I I I : COYOTE CREEK (-San Jacinto): 49 ( 79): 7 .00: 0 .034: -V : : 5.75: 0.013:-III 1 __________________________ 1 _________ 1 _____ 1 ______ , ______ 1 J I I I I I 1 _____ 1 ______ 1 _____ _ I I :cucAMONGA : 72 (116): 7.oo: 0.023: IV : I 6.25: 0.012: III I I -I I l i I · 1 I , I I I I -l -----! ------I --- : ELSINORE : 23 ( 37): 7.so: 0.140: VIII : : 6.75: 0.083: VII :--------------------------:---------:-----:------:------:I-----:------:------ :ELYSIAN PARK SEISMIC ZONE 1 79 { 127): 7.oo: 0.019: IV : : 5.7s: 0.007: II --------------------------,---------:-----:------:------: :-----:------:----- ;GLN.HELEN-LYTLE CR-CLREMNT: 50 ( 80): 7.oo: 0.033: V : : 6.so: 0.023: IV , __________________________ 1 _________ 1 _____ 1 ______ 1 ______ , I I I I I I , _____ 1 ______ 1 _____ _ I I I :HELENDALE . : 84 (135): 7.30: 0.016 1 IV : : 5.75; o.oos: II '----------------------____ 1 _________ 1 _____ 1 ____________ I I I I I 1 _____ 1 ______ , _____ _ I ! I ;HOMESTEAD VALLEY : 94 (151): 7.so: 0.015 IV ; 4 . 00 : 0 . 001 : 1 __________________________ 1 _________ ~ ____ 1 ______ ------I 1 _____ 1 ______ 1 _____ _ 1 I I I :HOT $-BUCK RDG.(S.Jacinto): 50 ( 80): 7.oo: 0.034 V i I I I -! -----I -I --- :JoHNSON VALLEY : 86 (139): 7.so: 0.01s, IV , I--------------------------I_. ________ I _____ I ______ I ______ I I I I I I I :LA NACION : 22 ( 35): 6.so: 0.099: VII : 1 _____________ • ____________ , _________ 1 _____ 1 ______ 1 ______ 1 I I I I ! I :LENWODD-OLD WOMAN SPRINGS 1 ~1 (146): 7.30: 0:014: IV 1 _________________________ _ I :MALIBU COAST 1 _________________________ _ I -:NEWPORT-INGLEWOOD-OFFSHORE :-------------------------- :NORTH FRONTAL FAULT ZONE I I :PALOS VERD-CORON.8.-A.BLAN: _________ 1 _____ 1 ______ 1 _____ _ -I I I 96 (155): 7.so: 0.019: IV I I I ---------,-----,------,------ 11 ( · 17 ) : 7 . 00 : 0 . 239 : IX _________ 1 _____ 1 ______ 1 _____ _ l ·I I • 7C ,' 'I ·"'t: ) 1 ,7 • 70, '. (/ . t'\?6 11 :! .• \ .i. <-.•._.1 I v-'' \l -------·---I I I -----1 -____ I _____ _ 36): 7.so: 0.145: .VIII I I I : 6.00: 0.016: IV 1 _____ , ______ , _____ _ I I I : 5.2s: 0.003: I I I . I I I I : 4.25: 0.019: IV 1 _____ 1 ______ , _____ _ I I I , s.2s: 0.003: 1 _____ 1 ______ 1 _____ _ I I I 6.50: o.oos: III I _____ 1 ______ 1 _____ _ I I , 5.7s: 0.103: VII: 1 _____ ,~· ____ 1 _____ _ I : I : s.7s: o.oos: II I·-----I_-___ _ I I : 6.7s: 0.087 VII I I ; ,---------------------------------1 I I I I _____ I _____ _ I ! I I :P1NTO MOUNTAIN -MORONGO 73 (117): 7.30: 0.022: IV : 5.75: 0.006 II : __________________________ 1 ________ 1 _____ 1 ______ 1 ______ , f I ! I I I 1 _____ 1 _____ _ I I :RAYMOND : 81 (131): 7.so: 0.027: \J : : 4.oo: 0.002 :---·----------------------:---------:-----:---.--:------: 1 _____ 1 ______ ------ 1 I :ROSE CANYON : 6 ( 10): 7.oo: 0.365: IX : : 6.00: 0.204 VIII :--------------------------:---------:-----:------:------: 1 _____ 1 ______ ------ 1 I :sAN ANDREAS (Coachella V.): 72 (117): 8.00: 0.038: V : : 7.oo: 0.0171 IV :-------------·------------:---------:---·-:------: ·-----: : -----: --: _: . " { ' Page 2 ---------------------------------------------------------------' -------- :MAX. CREDIBLE EVENT: :MAX. PROBABLE EVENT : APPROX. :DISTANCE : mi ( km) :---------~--------: :------------------- ABBREVIATED FAU:LT NAME : MAX.: PEAK : SITE : : MAX.: PEAK : SITE :cRED.: SITE" :rNTENs: :PROB.: SITE :INTENS : MAG . : ACC . g : MM : : MAG-. : ACC . SJ : . MM --------------------------:---------:-----:------:------: :-----:------:------ SAN ANDREAS (Mojave) : 80 (129): 8.30: 0.040: V : : 8.00: 0.031:, V __________________________ 1 _________ 1 _____ 1 ______ 1 ______ 11 _____ 1 ______ 1 _____ _ I I I I I I I I ,SAN ANDREA·s (S. Bern.Mtn. ): 68 (109): 8.00: o.642: VI : : 6.75: 0.016: IV 1 __________________________ 1 _________ 1 _____ 1 ______ 1 ______ 11 _____ 1 ______ 1 _____ _ I I I t I ! I I I :sAN CLEMENTE -SAN ISIDRO : 56 ( 89)r a.oo: 0.059: VI : : 6.50: 0.019: IV 1 __________________________ 1 _________ 1 _____ 1 ______ 1 ______ 11 _____ 1 ______ 1 _____ _ I I J l I I t I I :sAND HILLS : 93 (149): 8.00: O.D24: IV : : 6.75: 0.008: III I __________________________ 1 _________ 1 _____ 1 ______ 1 ______ ! 1 _____ 1 ______ 1 _____ _ I I i I I I I I ! :sAN DIEGO TRGH.-BAHIA SOL.: 32 ( 52): 7.50: 0.092: VII : : 6.2s: 0.037: V 1 __________________________ 1 _________ 1 _____ 1 ______ 1 ______ 11 _____ 1 ______ , _____ _ I I I I I I I I I :sAN GABRIEL : 86 ( 138): 7 .oo: 0.012: III : : 5.7s: 0.004: _ I 1 __________________________ 1 _________ 1 _____ 1 ______ 1 ______ 11 _____ 1 ______ 1 _____ _ I . I I I I I I I I : SAN GORGONIO -BANNING : 61 ( 98): 7 .50: 0 .046: VI : I 7 .00 1 0 .031: V :--------------------------:--'-------:-----:------:------: :-----------:------ :sANTA MONICA -HOLLYWOOD : 87 (140): 7.so: 0.023: IV : : 5.25 0.004: I 1 __________________________ , _______ -_1 _____ 1 ______ 1 ______ 1 '-----I -______ I _____ _ J .., 1 I I I I I :srERRA MADRE-SAN FERNANDO : 76 (122): 7.50: 0.031: V : : 6.00 0 .009: III 1 _________________________ 1 _________ 1 _____ 1 ______ 1 _______ 11 ____ _ ______ 1 _____ _ I I I I ! I 1 I :suPERSTITION HLS.(S.Jacin): 83 (134)! 7.oo: 0.013: III : ; 6.25 0 .007: II 1 __________________________ 1 _________ 1 _____ 1 _____ _ I I I I :suPERSTITION MTN.(S.Jacin): 78 (126): 7.oo: 0.015 IV I I I I -----------'------1 I 6.25: 0.008: III 1 __________________________ 1 _________ 1 _____ 1 _____ _ ______ I -----:------:------I I I I I :VERDUGO : 84 (135): 6.70: 0.013 III : 4.so: 0.002: I-----·----------------0 ____ I _________ I _____ I _____ _ I _____ 1 ______ 1 _____ _ I I I I I I :wHITTIER -NORTH ELSINORE : 47 ( 75): 7.50: 0.054 VI 6.00: 0.017: IV : ---------------:---------:~----:------1------1 -----:------:------ ***************************************************************************** --END OF ::,EARCH-38 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT.IS CLOSEST TO THE SITE. IT IS ABOUT 6.4 MILES AWAY. LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.365 g LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.204 g . n ! ' APPENDIX Ill LABO RA TORY TEST RES UL TS GeoSoils, Inc. ~., I~ Professional Servic~ lndustries,_.lnc. . @ CEIVEn REPORT OF RESISTANCE •R• VALUE 1995 TESTED FOR: GeoSoils, Inc. 5741 Palmer Way Carlsbad, California 9~008 DATE: March 29, 1995 R.V.No: #10 Project Designation: ' 84@0-1' Sample Identification: Compactor Pressure, psi Moisture @ Compaction, % Density, pcf R-Value Exudation Pressure, psi Stabilometer Thickness, ft. Expansion Pressure Thickness, ft. " Traffic Index (Assumed) - A-Value-Exudation Pressure 25 A-Value-Expansion Pressure - A-Value {At Equilibrium) 25 REMARKS: DJA:wlw , A 100 27.1 94.60 24 290 1.09 24 ~- 6867 Nancy Ridge Dr., Suite E • San Diego, CA 92121 • PROJECT: WORK ORDER#: 1819 OUR REPORT NO: 059-40188-16 ' . 8 C D 75 150 28.0 26.1 93.75 96.67 20 27 240 330 1.15 1.04 18 29 Sand Equivalent -- Respectfully submitted, PROFESSIONAL SERVICE INDUSmlES, INC. I n f 1 I 30 . •• 2 .5 2. lL 0 "' ~ I :c I-C, z w a: I-1. 5 "' (!1 z a: < w :c "' 1.0 0.5 V _j, ~( V D ~( V 0 V • /( / ' , . ,. 0 0 0.5 1.0 1.5 2.0 2.5 3.0 NORMAL PRESSURE-KSF EXPLANATION. 0 RESHEAR -AT SATURATED MOISTURE CONTENT • PEAK -AT SATURA:rED MOISTURE CONTENT DIRECT SHEAR REMOLDEO TO 90% RELATIVE DENSITY; THEN SATURATED PCF % MOISTURE 'Ki SATURATED MOJSTURE CONTENT UNDISTURBED NATURAL SHEAR SATURATED NATURAL %. SATURATED MOISTURE CONTENT SHEAR TEST DIAGRAM BORING B-4 @ l 1 DATE ___ 3/_95 ___ ,w.o. NO 1819-SC Soil Mechanics • Geology • Foundation Engineering FORM 87/8-2A DI /ITC C::U_ 1 ; n i 3.01,-------,------,-------r------,-----.,.--------- 2.51-------1------+-------+------+------I---"--~ u. Cl) ~ I :c I-C, z w a: I-C/) CJ z a: < w :c Cl) 0.51------+------+------+------+-----+------l 0·...._ ____ ..._ ____ --4-____ __._ ____ ___JL------....__ ____ _. 3.0 0 0.5 1.0 1.5 2.0 2.5 NORMAL PRESSURE-KSF EXPLANATION 0 RESHEAR -AT SATURATED MOISTURE CONTENT e PEAK -AT SATURATED MOISTU_RE CONTENT DIRECT SHEAR REMOLDED TO 90% RELATIVE DENSITY; THEN SATURATED- REMQLDED 103.5 PCF 22%· MOISTURE 28.0% SATURATED -MOISTURE CONTENT UNDISTURBED NATURAL SHEAR SATURATED CJ6-·s·ATURATED MOISTURE CONTENT SHEAR _TEST DIAGRAM BORING 8-4@ 11 DATE 3/95 W.O. NO 1819-SC Soil Mechanics • Geology • Foundation Engineering FORM 87 /8-2A Pt ATF <;H-?. . -·-----·--·--.- ' > f7 1 : APPENDIX IV GRADING GUIDELINES GeoSoils, Inc. GRADING GUIDELINES Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 70 of the Uniform Building Code and the guidelines presented below: Site Clearing . Trees, dense vegetation, and other deleterious materials should be removed from the site. Non- organic debris or concrete may be placed in deeper fill areas under direction of the Soils Engineer. Light, dry grasses may be thinly scattered and incorporated into the fill under direction of the Soils Engineer, provided concentrations of organics are not developed. Subdrainage 1. Subdrainage systems should be provided in all canyon bottoms and within buttress and stabilization fills prior to placing fill. Subdrains should conform to schematic diagrams GS-1, GS-3, and GS-4, approved by the Soils Engioeer. For canyon subdrains, runs les.s than 500 feet may· use six inch pipe. Runs in exce~s of 500 feet should have the lower end as eight inch minimum. , 2. Filter material should be Class 2 permeable filter material per California Department of · Transportation Standargs tested by the Soils Engineer to verify its suitability. A sample of the material should be provided to the Soils Engineer by the contractor at least two working days before it is delivered to the site. The filter should be clean with a wide range of sizes. As an alternative to the Class 2 filter, the material may be a 50/50 mix of pea gravel and clean concrete sand which is well mixed, or clean gravel wrapped in a suitable filter fabric. 3. An exact delineation of anticipated subdrain locations may be determined at 40 scale plan review stage. During grading, the Engineering Geologist should evaluate the necessity of placing additional drains. ,. 4. All subdrainage systems should be observed by the Engineering Geologist and Soils . Engineer during construction and prior to covering "Yith compacted fill. · 5. Consideration should be given: to having subdrains located by the project surveyors . . Outlets should be located and protected. Treatment of Existing Ground 1. All heavy vegetation, rubbish and other deleterious materials should be disposed of off site. 2. . All surficial deposits of alluviu~ and colluvium should be removed (see Plate Gs-·1) -unless otherwise indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. GeoSoils, Inc. THE BLACKMORE COMPANY W.O. 1819-SC : GRADING GUIDELINES APRIL 10, 1995 PAGE2 3. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement . . 1. All site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engineer. 3. If the moisture content or relative density varies from that ·acceptable to the Soils Engineer, the Contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. b) Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. In this case, the testing method is ASTM Test Designation D-1557-91. 4. Side-hill fills should have an equipment-width key at their toe excavated through all surficial soil and into competent material and tilted back into the hill (GS-2, GS-6). As the fill is elevated, it should be benched through surficial soil and slopewash, and into compete~t bedrock or other material deemed suitable by the ~oils Engineer. 5. Rock fragments less than eight inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine-grained material to surround the rocks; c) T~e distribution of the rocks is supervised by the Soils ,Engineer. 6. Rocks greater than eight inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal (See GS-5). GeoSoils, Inc. ' n I I t • ' THE BLACKMORE COMPANY W.O. 1819-SC APRIL 10, 1995 PAGE3 GRADING GUIDELINES 7. In clay soil large chunks or blocks are common; if in excess of eight (8) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. 8. The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintaiped throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipm~nt should compact each lift ;along the immediate top of slope. . Slopes should be back rolled approximately every 4 feet vertically as the slope is built. Density tests should b~ taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. Finish grade testing of the slope should be performed after construction is complete. Each day the Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day. 9. Fill over cut slopes should be constructed in the following manner: a) All surficial soils and weathered rock materials should be removed at the cut-fill interface. b) c) A key at least 1 equipment width wide and tipped at least 1 foot into slope should be excavated into competent m·aterials and observed by the soils engineer or his representative. The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the con~ractor should be responsibie for any additional 7arthwork created by placing fill prior to cut excavatio~. 1 0. . Transition lots (cut and fill) and lots above stabilization fills should be capped with a three foot thick compacted fill blanket. 11. Cut pads should be observed_ by the Engineering Geologist to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water GeoSoils, lncG . n j . I THE BLACKMORE COMPANY W.O. 1819-SC GRADING GUIDELINES APRIL 10, 1995 PAGE4 infiltration into highly· fractured bedrock or other permeable zones,and/or due-to differfng expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. 12. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Grading Observation and Testing 1. Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. 2. In general, density tests would 'be made at intervals not exceeding two feet of fill height or every ~ ,000 cubic yards of fill placed. This criteria will vary depending on soil conditions. and the size of the fill. In any E?Vent, an adequate number of field den.sity tests should be made to evaluate.ff the required compaction and moisture content is generally being obtained. 3. Density tests may be made on the surface material to receive fill, as required by the Soils Engineer. 4. Cleanouts, processed ground to receive fill, key excavations,subdrains and rock disposal should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for observation. 5. An Engineering Geologist should observe subdrain construction. 6. An Engineering Geologist should observe benching prior to and during placement of fill. Utility Trench Backfill Utility trench backfill should be placed to the following standards: 1. Ninety percent· of the laboratory standard if native material is used as backfill. 2. As an alternative, clean sand may be utilized and flooded into place. No specific relative compaction would be required; however, observation, probing, and if deemed necessary, testing m~y be required. 3. Exterior trenches, paralleling a' footing and extending below a 1: 1 plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the laboratory standard. Sand backfill, until it is similar to the inplace fill, should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. GeoSoils, Inc. . ,..., ' ' f : THE BLACKMORE COMPANY W.O. 1819-SC JOB SAFETY. General: GRADING GUIDELINES APRIL 10, 1995 PAGES At GeoSoils, Inc., getting the job done safely. is of primary concern. The following is the company's safety considerations for use by all employees on multi:-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job site safety is the contractor's responsibility. However, it is, imperative that all personnel be safety conscious to avoid accidents and potential injury. · In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the Sf!fety of our field personnel on grading and construction projects. . ' . 1. . Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings . .' · 2. Safety Vests: Safety vests are provided for and are to be worn by our personnel where warranted. 3. Safety Flags: Two safety flags are provided to our field technician; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance: The technician is responsible for selecting test pit locations. The primary concern is the technician's safety. However, it is necessary to take sufficient tests at various location to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferable out~ide of current traffic. The contr~ctors authorized representative should direct excavation of the pit and safety during the test period. Again, safety ·is the paramount concern. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates ~hat the fill be maintained in a driveable condition. Alternatively, the contractor may opt to park a piece of equ_ipment in frorit of the test pits, particularly in small fill ~reas or tho~e with limited access. A zone of non-encroachment should be established for all test pits (see Plate GS-7.). No grading equipment should enter this zone during the test procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established both for safety and to avoid excessive ground vibration which typically decreases test results. When taking slope tests, the technician should park their vehicle directly above or below the test GeoSoils, 1-nc. THE BLACKMORE COMPANY W.O. 1819-SC GRADING GUIDELINES . . APRIL 10, 1995 PAGES location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter 9f the fill in a highly visible location. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is directed to inform both the developer's and contractor's representatives. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notify their supervisor. The grading . contractors representative will then be contacted in an effort to effect a solution. No further testing will be performed until the situation is rectified. Any fill placed in the interim can be considered unacceptable and subjeq to reprocessing, recompaction or removal. In the event that the soil technician'does not comply with the above or other established safety guidelines, we request that the contractor brings this to technicians attention and notify our the project manager or office. Effe:ctive communication and coordination between the contractors' representative and the field technician(s) is strongly encouraged in order to implement the above safety program and safety in general. The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind the equipment operators of these safety procedures particularly the zone of non-encroachment. Trench Safety: It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation which 1) is 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability", has any loose rock or other debris which could fall into the trench, or 3) displays any other evidence of any-unsafe conditions regar:dless of depth. All utility trench excavations in excess of 5 feet deep, which -a person enters, are to be shored or laid back. Trench access should be provided if') accordance with OSHA standards. Our personnel _are dire~ted not to enter any· trench by being lowered or "ridin~ down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify their supervisor. The contractors representative will then be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. GeoSoils, Inc. Suitable Material Bench where slope exceeds 5: I Final Grade" ground .. Surface =ti · .... \Subdrain (See Plate GS-3) TYPICAL TREATMENT Of: NATUR."'L GROUND DATE 4/95 W.O. NO 1819-SC Geotechnical Engineering • Engineering Geology '""' a ..-r-,....r.'.' -I TOE SHOWN ON GRADING PLAN ----------------.---J--------.--n ..,.- PROJECTED I 1/2 , I _,,,,./ ctee"' -.,.,., ot .,,,,.. .,... .,.,. .,.,. • \) ~ ' .--...... I _,,,. \\)"\ ....i,_ _.,.,.~, co' -..,,,,,,p/ 1 1 1 Y'-, ~ ·O \ ' ..-,, -I :----.. ' . --I ;., ~o9~ ,,,,.-. , 10 Typical 1 / r -~.,,,,.. . . / ,1 ..... -., / y _,.,.-I ' / --. --. d _1 _ I_ I_ I_ I_ I_ 1 I -/"\I_ 21 I' I ' I , 1 1 , , 1 " 1 ~ /I" /, BEDROCK OR FIRM FORMATION MATERIAL Minimum~--151 Min,imum-----,t,,j Note: Where· natural slope graqient is 5= I ·or less, benching is not necessary unless stripping did not remove 0·11 compressible maferial. TYPICAL FILL OVER NATURAL SLOP DATE 4/95 W.O. NO. 1819-SC Geotechnical Engineering • Engineering Geology l"(')DM AO/?? t > , M f 1 ALTERNATE 1 ALTERNATE 2 ALLUVIUM REMOVED TO BEDROCK • o_..., o o _.,,,,. I 0 ____..., .... 0 ~, ,'-, ' a o...,-: ._,,,,.-,_/ .... / ... >, I''..., ---;~;-=;=---?--~· --~-:~:g· ·~-:: / .... / ' , ,,. , / ... • .. " ...._ I ' ' ~ -I -, I / ·, ...._ .... /' -..... / ' / ..... ' BEDR,OCK , ·' Canyon subdrain : e• perforate·d p'ipe with 9 cu. ft. gravel per ft. of drain wraped with filter fabric. " 0~ ~ ;,,, -.. 0 ,,,;;,," •/ f ... I o~ I --o_ ~, I -, I' ' I ' '/ , -::r' . . ' ., , ... " ~ •. . " ' .... / :3' . " · e• perforated pipe with _ 9 cu. ft. gravel per ft. II""" I"\ 0 "A On , ,, I'\ of drarn wraped with · filter fabric. CANYON SUBDR.AIN DESIGN AND CONSTRUCTION DATE __ 4..._/ __ 95 ____ W.O. NO. 1819-SC Geotechnical Engineering • Engineering Geology -· . ~.-,...,"" ,., ·----~ ' 1,, , ~ . f ] i j I • A. 8. C. FINISHED SURFACE Buttress slope to have a benc_h at every 20 to 30 .feet. Buttress key depth varies. (see preliminary reports) Buttress key wi~th varies. (see preliminary reports) D. Backdrains and lateral drains located at elevation of every bench drain. Fir.st drain at · elevatio·n just above lower lot grade. Additional drains may be required at discretion of- GeoSoil~, Inc. 36 11 TH IC K F I LL CAP 2 °/o---.. · ,· - 4 11 perf or a t e d p i p e (or approved e·qu_ivalent) p I aced in I cu. ft .. per linear ft. of graded • filter material.iit Pipe to extend • • .... full length of p·/.: ,:- buttress. ·.4·,·a ·;-:·:'. -;- • • • • . . • /. A ·.·./- ; -="· ' • • • • 0 ' 4 11 nonperforated ; pipe lateral to. .. Pipe 1" - slope face at. --above-- 100' interva Is • .: benc~- " .. . . ---- ..... , I ._ / / ---1,-,._1 /, .... ,_ ~Graded filter material to conform to State of Calif. Dept.: Public Works stando rd sRec if i cations .for Class 2 permeable material TYPICAL BUTTRESS SECTION DATE 4195 W. 0. NO 1819-SC Geotechnical Engineering • Engineering Geology ~• • ...... ,,.,-.· A f I l ) n I ~ l FILLl SLOPE J \_CL:EAR ZONE1 Stack -boulders en9 to end. Do not pi le upon each other. ___ ~o"' Typical ~ ,. --C)--~--o---.. " Soi I sha II be pushed over rocks -and floode into voids. Compact a r o u n d a n d o v e r each windrow. FILL SLOPE 0 0 0 0 'Jt:---1 S-' t tagger rows , , t 3'minimum 0 .J, _ '~inimLim ___ d~ D G d &, 'I ...... / ~------=-----14;-15' Mlri.~I ' I, 1..._,1...,_1 ...._ ' ' ' I / ' I -/ . · 1 Fl RM '.GROUND / , -/ ,,,, ' /. / -/ /· / '/ ' /,' ...... /"' ,,-:-.. - I ROCK DISPOSAL DETAIL DATE _4 __ / __ 95 ___ • w. 0. N Q · 1819-SC Geotechnical Engineering • Engineering Geology f <' ' r l ' REMOVE ALL TOPSOIL, COLLUVIUM ,AND CREEP MATERIAL FROM TRANSITION , ·' FILL ....,.-_.... _,,,,. _.... ----\;e ;I ,-----... -, ... _,.,.,..--:--t1' 1 0 { __,.,.,.. / \ _,-\ \),-., \ \l _,,,,. ~------' I / :..........---;, , ~\_.... ,-4' Typical '1 , 1ot>CE» ...L .f_:.,-I-/_ I ~ ~ _,,,,. _,,,,. ,-i .... ' ' ' ... 10' Ty pica I ___ _.... ,-' I I ,-~'/ -, _ /; __... __,.,.,.. ... , /' /' / ' 1 _ ___.--CUT SLOPE ., -,_-15' Minimum -I I ---------"/ I ,. ','-'--,, , ,-' ,, ' '' -1 BEDROCK OR FIRM FORMATION MATERIAL TYPICAL FILL OVER CUT· SLOPE DATE 4/95 w. 0. N0--18"""1""'9-..,SIMC ____ _ Geotechnical Engineering • Engineering Geology r-,1 A TC' r-C:-a TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE } 50 F~T SPOIL. PILE APPROXIMATE CENTER ·ciF· TEST PIT TOP VIEW · 100 FEET 50 FEET VEHICLE DATE 4/95 W. O. NO 1819-SC Geotechnical Engineering • Engineering Geology ---:.""'."::i:---:-::-:::-:::-;::~-" ... --. -----AUG ·z;:r·,95 0s:57 SMITH CONSULT. ARCH .. 'lM·M···-·oE FAX NO. 4380894 fWG-24-81:J mu 1 u: ,~ li 11 r ul:' vHKL;:)DHU vu P,6/65 I IV ,, . NON-RESIDENTIAL CERTIFICATE: Non-Peesioentia1 t.and owner1 please react this option <ll!lref1,dly and be sute you throughly understand the options before signing. The option you che>o$e will affect ya,ir payment al the developed Special Tax assessed on your properfy. This option l$ available only at ihe 11me ot the first bl.lifdins permit l$$1,1anQe. Property owner :signatlJre is required before a bt.1ilding permit will ho itiUed. Your signature is confirming the aoouraey of au parcel and own~rship information shown. \.!)\~~~~ f ji\ ttA 04 f Namt of Owner Telephone · L?<e ~G -· \--\~ f>leJ.\f Address <..( Ol tiat~A0vO¥ Project Address - City .. -State CA Carlsbad .. state City Zip Code 'Z. \'L... 0'1C ~ o \ a c. Assessor's Parcel Number, or APN and L.Qt Number if not yet subdivided. er~-s \'<- Building Permit Number k! citcel by Ordinance NO. NS..155 and adopted by th• Olty Council of the City of C4'r1$bad, California, the City is authoriZed to levy a special Tax in Community Facilrtfee di$trlct No. 1, AIJ non-residential property, upon the issuance of the fwst b1'lding _permit, shall have the option to (1) pay the SPiCIAL OEVel..OPMENT TAX ONE- 'TIME or {2) iilSSume ihe ANNUAL SF'eCIAL TAX-Dl:.VE:LOP!O P~OP!RiY for a period not to exceed twenfy- five (25) year$. Please indicate your choice by initialln9 the appropriate line betow: OPTION (1): l eleet to pay the SPf:01.Al. OeVELOPMENT TAX O..N!-TIME n~., .-a one-time payment. Ameunt of One .. Time Special T~; $ l '4'3• S Z....f. "'\ \ , . Owner's Initials ____ _ OPnON (2): l ·el•ct tr;i p~y the $P'SCIAL OEVE:LOPMeNT TAX ANNUAi-i. ~f¢r~,tl periofi g,;,t to exceect twcnfy-~'tij11".ara. M,oomum Annual Speoial Tel<J $. \ ::i , ~ • • OWMI lliltfll& ' . . I 00 MEReSY CER11PY UNOiR PENALTY OF PSRJURYTHATTHE UNOERSfGNfO IS THe PROPERTY OWNER OF THc SUBJECT PROPERTY ANO THAT J UNCERS'rAND ANO WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. ~~~ ~/7~ 9·-· :)o -90 Print Name Oate The Oity of Carl$b4d has not independently verified tha informatidf'I $hown above. Therefore, we accept no re$ponsibility as to the accuracy or complttenes~ of this information. NON--RESIDENTIAL CERTIFICATE AUG 24 ·,95 08' . -~---.... .. .... AUG-24-!:lb THU 1 u: ~1:1 • 56 5~11~ ti9NtJBrtl~o~PtuMM DE FAX NO. 4380894 .-- ' 'I C!?RTIFICATION OF COMPLIANCE No. /")»a_.rA6', . CJTY OF CARLSBAD Plan Cheek "'-:/J...{;2~ (}.t..o. OSVELOPMEN.T PROCESSING $ERV1CES 01VlS10N 2075 LAS PALMAS OR., CARLSBAO, CA 92009 J ;7, cr ;1, '11 (619) 438-1161 nus form $hafl be used to determine the amount of schoo! fees fer a pr-ojec::t and to verify that the project applicant has complied with the tohool ft:6 requirements. No building . permits for the project:5 shall be issued untif the <:ertification is slgned by the appropriate schooi district and returned to the City of Carlsbad Building Department .. SCHOOL DISTRICT: _X Cart shad Unified 801 Pine Avenue Carlsbad, CA 92009 (434.:.0610)° · Si.lo Marcos Unified --·1290 West San Marcos Bhtd .. San Marc:os, CA 92024 {1ij4-4776) Enclnitas Union .. San Dieguito Union High School 101 South Rancho Santa Fe Rd.. . 710 l:ncinitas Boulevard Encinitas, CA. 92024 (619) 944.-ff300. Enc:initas~ CA 9202~ (753-6491) Project Applica~t: ~a£T /",t/.,,tt:ldf iJJbnu.r APN :~_£-,:?z1r t).i.aa, Project Addre~s: a,/) t £A1&:rb1y:, tr1 .. llLUdl:wlll.li RESIOENTlAL: SQ. FT. of living area ____ number of dwelUng units ____________ ,, SQ. FT. of ~overed area ___ ...., SQ. FT. of garage area _____ _ CQMMERC!AL/rnsTRIAL: SQ, FT. AREA 6~ 1.91 ,_,~,..,J...,dse.. I. Prepared by ~q~ /14 ... · ., , .. Date ~ ~~~-----·-~-~--------~~----·~~M-i¥~~-~~~~-M~----~~-M•-----~"~~~---~~~~~-----·-----------~--~ FEE CERTIFICATION (To ba completed by the Schoof Dlst~iet) • _ ., AppHcant has compUed with fee req~irement under Oo~ernment Code 53080 Project is subject to an txi sting fee agreement ---·-1.l'ff-r• .... -' ,_,.,,._Project is e?'empt frorn Qovermnent Code 5_3080 ____ Final Map approva.J and construction started before September t, 1986. ·• " • (other school fees paid) · · Other ' --- Residential Fee Levied: $ based on ,_, ,., , , sq. ft.. @ ___________ * Com\_ m/~ ~jft ,~(~ev!ed:$ 17917, ff'baaed on t.399 I sq. ft. @_,...::;:2-_.....r ___ ..... -~ I~ Assistant Superintendent 09/21/95 l () It e Business s·ervices Date AB 2926 and SB 20 fi capped at ,·, t 12 ·per square foot for residential. AB ·.2926 is capped at .2a per square foot for c:ommercia~/industria.1. CITY OF CARLSBAD -COMMUNITY FACILITIES DISTRICT NO. 1 SPECIAL TAX CALCULATION WORKSHEET FOR THE DEVELOPMENT OF NON-RESIDENTIAL PROPERTY •• PLEASE PRINT •• ONE PER EACH BUILDING PERMIT ••• BUILOING INITIALS: ,-f PLANNING INITIALS:--_!{ ·J.r:;;c;: ______ _ ENGINEERING INITIALS: _____ ,,_/2_~-------------- FINANCE INITIALS: ___________________ _ CRAFT: _____________ _ FINAL: ___________________ _ RECUIREO INFORMATION: BUILDING: B) PROPERTY OWNER(S) AS LISTED ON TITLE: - 2..l L -070_ -e,/ cc OJ OESCRIPTION OF WORK: PLANNING: S--7---4 I E) CATE OF INITIAL PARTICIPATION IN CFO: F) GENERAL PLAN OESIGNATION(S): (BOXES PROVIDE FOR THREE OIFFERENT uses, EXPAND AS REQUIRED.) I F1) ·pJ: IF2) IF3) G) NET DEVELOPABLE ACREAGE THAT WILL REMAIN BY GENERAL PLAN use AFTER THE STRUCTURE(S) IS BUILT: I G1) aOAc..-AdG2) AdG3) AC H) TYPE OF LAl'il:3' use CREATED BY THE ISSUANCE OF THE BUILDING PERMIT: (FROM SPECIAL TAX TABLE) I H 1 / ;t, vuJrtu,r_ 1?'u (, P,o 1LJL, I H2) IH3) ENGINEERING: I) SQUARE FEET OF BUILDING PER USE INOICATEO IN (H) ABOVE:· l'1 ) /4 3' '?9/ SQFl 2 ) 113) SQF,I SQF1 J) IMPROVE""ENT AREA (CHECK ONE): WITHIN THE BTO -IMPROVEMENT AREA I ( OUTSIDE THE BTO -IMPROVEMENT AREA II ( K) LEGAL OE~PTION: (REQUIRED ONLY WHEN G ABOVE IS ZERO(O).) PARCEL /~(CIRCLE ONE) _!f,1_ __ OF PARCEL MAP _.,LLL.3 IN THE CITY OF CARLSBAD, COUNTY OF SAN 9-JEGO, STATE OF CALIFORNIA, FILED IN THE OFFICE OF-THE SAN DIEGO COUNTY RECORDER ON 7lff"'v.-J-.-ep .--_f,_/ , ___ /2.;f".::r-: (IF THE ABOVE IS NOT ADEQUATE A FULL LEGAL DESCRIPTION MUST BE ATTACHED.) I BUILDING: FINANCIAL PORTION TO BE FILLED OUT BY MIKE PETERSON OR FAX TO BARBARA HALE 298-3783 FINANCE: L) SPECIAL DEVELOPMENT TAX -ONE-TIME, RATE PEA SQUARE FOOT:(FAOM SPECIAL TAX TABLE.) I~,) 1~2) I ~3) M)SPECIAL TAX -ONE-TIME (Ix L): ,~1) 1:2) 1:3) OBLIGATION FOR UPCOMING YEAR: IF THE PARCEL IS ISSUED A BUILDING PERMIT BETWEEN MARCH 2ND AND JUNE 30TH, AN OBLIGATION FOR THE UPCOMING YEAR IS CREATED ANO WILL BE LEVIED IN THE FOLLOWING FISCAL YEAR. .. TOTAL PAYOFF OPTION 1: . . llsuM OF (M) ABOVE. THE SPECIAL TAX LIEN ON THIS PROPERTY, WHEN CHOSING OPTION 1, WILL BE RELEASED WHEN ALL O.UTSTANOING OBLIGATIONS HAVE BEEN PAID IN FULL. IF THERE IS A OBLIGATION FOR THE UPCOMING YEAR, UNDEVELOPED SPECIAL TAX WILL BE LEVIED IN THE UPCOMING FISCAL YEAR, AFTER PAYMENT OF WHICH THE LIEN WILL BE RELEASED. IF THERE IS ONLY THE CURRENT YEAR'S OBLIGATION OUTSTANDING, THE LIEN IS RELEASED WHEN BOTH INSTALLMENTS HAVE BEEN PAID. IIOPTION 1: s /(..J3 s-·zs. <-( l DISTRIBUTION OF PAYOFF: ACCOUNT NO. 430-810-1340-8032 PASS THAU OPTION 2::-=··,-·-=-,-·: .. : .. llsuM oF <M> ABOVE TrMi;s 13.111 ... THE AMOUNT SHOWN ,s THE MAXIMUM ANNUAL SPECIAL TAX LEVIED FOR A PERIOD OF TWENTY-FIVE (2!5) YEARS. IF THERE rs AN OBL!GATION FOR THE UNPCOMING YEAR, THE UPCOMING YEAR'S TAXES WILL REFLECT THE OBLl~ATION OF UNDEVELOPED LANO TAX. THE TWENTY-FIVE YEAR ANNUAL SPECIAL TAX WOULD BEGIN IN THE FOLLOWING FISCAL YEAR. IIOPTION 2: s. ( q. (:3'2..--6 I It'~ _BU I LD ING: -_ ·::· _ _--.\.:.,·:'·'··: .-:;, .. ::,-_-.,_:<-. , .. · . · .. : ,, .. : . . . . _' : _ · . · ... -.":'-·'-''. : -· ·-. . :.:·::'-,_..-:·,:,::\ :::,-;/:/:,-,;·, 1:::-/·····,_-__ · .. :.:: ,::::,::; ,:'::,,·::·-·:: (/:=::.:.:'/'?./.°,::-·=,:;.:{\_-/ ;.: .. :,_:'-/_:_ -: : ._.: :' .. _ _-,_ .-:-:. "NJ TRANSFER··THE ABOVE'AMOtJ NTS:O N-To::T.HE"NC rt-RESIOENTIAl,;.CER:TIFICA'l"E:~Na·:oBTAiN::.THE: SIG"NA:TURE:OF:'l'"HE"·PROPERTY-::.: .. :'"'.:' ... : ····: ... : ow NER BEF.O.Re· 1ss i.f1N·o A ·Bu1Lo1 No· PER MtT. · · -·--· ·· · -··· -.:;::,:.-:---... ···-. ·-. ·-.. ·.:. ,_.:.-.,.-,,=:_::: ·-:--· · -,,,, ... ,::::,_:_:,:, .. ;:..-.. :--:;-;,_.:,,,,,-:"·.-. -· ', '··::'. '',}"::,::. · -· ... ,,.,.-... ,_,. · ··, ·· DISTRIBUTION: A COPY OF: FINAL CALCULATION SHEET, BUILDING PERMIT, ANO SIGNED CERTIFICATE A COPY OF: FINAL CALCLILATION SHEET, BUILDING PERMIT, ANO SIGNED CERTIFICATE A COPY OF: FINAL CALCULATION SHEET, ANO SIGNi:O CERTIFICATE ALL OAleGINALS FEBRUARY 10, 1994 CFO NO. 1 INCOMING BOX FINANCE (HELGA) PROPERTY OWNER BUILDING PERMIT FILE VALID UNTIL ___________ _ I I Hazardous Materials SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE Buainass Nama . Contact Porson Telophona ····1.1.···. 1;• 1 -~ '# . ·: ' .. ----··-·· Al NllITlft CIITTI. DlmlCT COUITT If SAi DIIIO ~MD~ FM-At:>""1 P/vz."l'IJ~ ~ t!>~d,£.c 7'1-2-:-/Z,.J 2. Mailing Address City State . Zip Plan Fila# , 1,(., 2,l, /-(,1,14 fblAJ FF . Q-2 • -.:1:1 +40 c;. r,. / CA '1 Z...IJa Site Address City Stato Zip Plan File# /.,A-r 4'~ c..~ ~6~ CA PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS MANAGEMENT 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, applican~. must contact the Fire Protection Agency with jurisdiction prior to plan submittal. · · · · .. · 1. Explosive or Blastin·g Agents· 4. Flammable Solids 1:Pyrophorics 10. Cryogenics 13. Corrosives 2. Compressed Gases 5. Organic Peroxides 8. Unstable Reactive• 11. Highly Toxic or Toxic Materials 14. Other Health Hazards 3. Flammable or Comb~stible Uqulds 8. · Oxidizers 9. Wator·Reactlv~s--.-·1:~·-R!'ldi<?!C~~os PART II: COUNTY OF SAN DIEGO HEALTH DEPARTMENT-HAZARDOUS MATERIALS MANAGEMENT DMSION: CONTINGENCY PLAN REVIEW: ' OFFICE USE ONL', If tha answer to any of tho questions is yes, applicant must contact the County of San Diogo Hazardous Materials Management Division, 1 ~55 Imperial Avenue, 3rd Floor, San Diego, CA 92186-5261. Telephone (619) 338-2222 prior to the issuance of a D RMPP Exempt· building permit. · FEES MAY BE REQUIRED Yes 1.0 2.0 3,0 4.0 5,0 No : · ·. ·.. . . . · '.. · . Is your business listed on the re~er~o side of this form? · . _ Will your business dispose of Hazardous Substances-or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic foot or carcinogens/reproductive toxins in any quantity? [zg Will your business uso en existing or install an underground storage tank? lis., Will your business store or handle Acutely Hazardous Materials? PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT Dato Initials D RMPP Required I Date· Initials D RMPP Completec I Date Initials If tho answer to any o'f the questions is yes, applicant must contact the Air Pollution Control District, 9150 Chesapeake Drive, San Diego, CA 92123 Telophone (619) 694-3307 prior to the l~suance of a building permit. YES Ng · . 1. D !ZS, Will the intended occuP.ant install or use any of the equipment listed on the Listing of Air Pollution Control District Permit Categories, on thr: reverse side of this form?· - 2. D Q(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 througr 12) as listed in the current Directory of School and Community College Districts, published by the San Diego County Office of Education an,:: the current California Private School Directory, compiled in accordance with provisions of Education Code Section 33190? Bnelly describe nature of the intended business actlVlty: ?~LA-· ~t) I W, IJ G,. 8e"c are under penalty of perjury that to the best of my knowiedge and belief the'responses made herein are tru~ Date: --=(.,-1-J_J'?......,/ ___ 9<-; __ -_ t FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ___ ..__ ____________________________ _ BY: _________________________ --_____________ Date: ___________ -"-------- ' EXEMPT FROM PERMIT REQUIREMENTS APPROVED FOR BUILDING PERMIT BUT NOT OCCUPANCY APPROVED FOR OCCUPANCY COUNTY-HMMD APCD COUNTY-HMMD APCD COUNTY-HMMD APCD INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATfON ,, !.. ·: 'l:;··:ga=t:·~=-:··· ;·:··:··-.::: }{f:i.s:~s;;.:_·,·:·:·:'_:· i~~~~~ BUSINESS NAME ~c.,}L-Mo~ -f-Av2-A--o~'-( fA~JNE/4 SITE ADDRESS L-o-r ... J3, 01ou11.\8A->T U(2JJ ~ rA~A-Y t ·12vw~ CONTACT PERSON (at bu.siness) A U..,E,J ~ L)..qLM o ~E- PHONE NUMBER -r11...-;,.. Jc.;;/~ (F) J'.12 --/2.f "L ·. Type. of Business (check all that apply) . .... . ·-:. . . 'D Agricultu.ral . --0 Assembly . . o·Automotlve · · D·chemlcal ·Handling .... D Electronics DFood D Governiiient D Laboratoiy . D Laundry·· D Manufacturing .DMedical D Metal Work . D Office . · .. D Photo Lab· D Retail D Service Station Dwarehouse ~ther S-tl ELL DESCRIBE WASTE-OTHER_ THAN DOMESTIC (Ch~mlcat~;· parttculates, eto.)___,N ___ · _A_. _____ ___ . ' . . ' •' D~SCRIBE BUSINESS ACTIVI~:· -Cv~'E.U_.. ti~ lt-.0,~:~ . . . . . GENERAL DESCRIPTION QF. ONSITE WASTEWATER PROCE~SING: (chemical & physical char~cteristics)_ . . . . . . -· ,•' . . IS· business pre~ently In operatiQn at site? D YES. ct.No . . .. t{a_s Wastewater -Ois~harge Permit been applied for through the Encina Water Authority? D Y~S ~O ,. l-A~-t' l LLo ~ · · · · ·Tltl. e A""..,,, 1 l"T"C"'-Phone 41-::-', -'2, 0 i .. ,r..pplicant's N~me __ -._~_,____ /-¼1~ . , ~ 7~ ,/[ o . Please Print Agency: ~~sul:i7NG A1<2q-1ff£9-S .· Slgrlature:~ ~ Date W/J'i/"'/', . . . Signature of City Representative ·. D EXEMPT 0 NOTEXEMPT Date forwarded to Encina -------- Date ___ ~------ B U I L D I N G P E R M I T Permit No: CB972740 Project No: A9703503 Development No: 09/26/97 09:34 Page 1 of 1 Job Address: 2101 FARADAY AV Permit Type: PLUMBING Parcel No: 212-070-01-00 Valuation: O Suite: Lot#: Occupancy Group: Reference#: Description: UNDERGROUND PLUMBING ONLY Appl/Ownr : RENO CONTRACTORS 1650 HOTEL CIRCLE SAN DIEGO CA *** Fees· Required *** NORTH 619 9552 09/2,,6/97 ,Q001 01 _j}"j Construction (:;.YfDfi'MT Nt:w _1..i:;;"oo Status: ISSUE.TI Applied: 09/26/97 Apr/Issue: 09/26/97 Entered By: RMA 220-0224 APPROVAL INSP.....__DATE 14'/{lfz CLEARANCE ...... __ _ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB972740 FOR 10/06/97 DESCRIPTION: UNDERGROUND PLUMBING ONLY TYPE: PLUM STE: INSPECTOR AREA PLANCK# CB972740 ace GRP CONSTR. TYPE NEW LOT: JOB ADDRESS: 2101 FARADAY AV APPLICANT: RENO CONTRACTORS CONTRACTOR: PHONE: 619 220-0224 OWNER: REMARKS: C/JOE/619/719-7073 SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-- CD LVL DESCRIPTION PERMIT# SE950059 FS950015 AS950062 FAD95034 FAD95036 FAD95038 FAD96009 PHONE: ~ PHONE: INSPECTOR --;,---------- TYPE swow FIXSYS ASC FADD FADD FADD FADD STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ACT COMMENTS 21 PL Underground/Under Floor A~---.-----,-----------_1-:_4 ________________ A/? ; u,lt.-etvP11f ~ -------------------------------------- ***** INSPECTION HISTORY***** DATE DESCRIPTION ACT INSP COMMENTS l'ERMIT APPLICATION FOR OFFICE USE 0~~:1 (1 / 1J-r-i PLAN CHECK NO --~-+---'l-1d.~_L~v_U CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 EST. VAL. _________ _ Plan Ck. Deposit ______ _,.,r--:-- Validated Date ---1--1--,.t---t::.-1---1--+----- r--, ~-' ', -: > ' 1 Address (include Bldg/Suite #) Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Assessor's Parcel # Existing Use Proposed Use # of Bedrooms Total # of units \ # of Bathrooms 61~,:;. aD c..,O, 519-,;},;? tJ-.iJ)..:/,~ /' Ofl,J, Cf State/Zip Telephone# Fax# State/Zip Telephone# ,. __ ,, CIJ State/Zip Telephone# ~ • • ' --.a-:..· ' (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or reP.air any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. 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 [ $ 5001). /46,,vc) Cd..41t1l-OC. /6ct..:..O c@ToG v1£C, .d, , [.Q, (]..,,;0.. 6/f-8-M-O'9-&v 'f Name Address City State/Zip Telephone# . State License # 6? 7' Cl 6 '7 License Class 6-, ,,tJJ City Business License # c;·H.1n1 (_,c),,;..(,-.s-3s;p----cv@-<J , l()/c(Zo"7/o t c, SL). CA-=----5'u:;;-;;.1-,,,,--JJcf<f Desiglte"r Name Address City State/Zip Telephone State License# _________ _ :6_.·,;:;)YORJ(.E,~s:•ct)'Mi>Elj$A)'1or,l{i'I:::~.;:~=--~~: ::.::.:-,.·.:. :::::. ":.:· ~:..,~:.,:· ... : .... c· .,..:.· "" ""' -.. i-·: :·,_ cc·::,· t , .. ":.':·," .: ... _ ;, .. Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate pf consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance f th erk for which this permit is issued. ave and will maintain workers' comper;isation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is s u My worker's compensation insurance carrier and policy number are: Insurance Company____________________ Policy No •. ____________ Expiration Date _______ _ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor ·code, interest and attorney's fees. SJGNATURE ________________________ ~-----DATE _______ ....,. __ it," ·oWN_ER-Bl!ll,DEifDECL:ARATIQN};,'_:-: -· _,, :'_-~ ---->-.,~~ ~-.w· '·' · .. ~-..... ,, . :-,:: :· ·:· -· ' '•,• -·= •• I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do· the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, .however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to prpvide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number):. _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired). the following persons to provide the work indicated (include name/ address / phone number/ type of work): ________________________________________________________ _ <. -.: -.:-·· -; -,· -· ~--" ,.·,i· 1., Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533· or 25534_ of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL PISTRICJ. fsf.-~1.f~Q-~Tfl.VPJ1Ot4,t.l;!';JJ;,JNG,A,g1;_t,1«;'.Y,;:i-£L.;,'0; ..• _,,, . '. " . :;, .c .... ·-· ;,, ",'''.' ', -·--' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097 (i) Civil Code). LENDER'S NAME______________ LENDER'S ADDRESS ________________________ _ :s.t-r: Aer1;1cANt:PEl:!JJF:l:c:AttQ~~,;IT·t:.v.,.-:~,:'j~;..'.:~{:·;_~:-~,~>---,,~~-;,;-, ·;.., ~--.-,-:·-:;:,;'· · ..... ;· .. ~ -i' .... , ,. _._ :··,,_. .. , . .--<: :· .·-··,, .. _-·-·: · -,· ·-··,·., .. ,"". I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building_ construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or · work authorized by such permit is not commenced within 365 days from the date s h permit or if the building or work authorized by such permit is suspended or.abandoned at any time after the work is co enced for a period of-180 da Sec · n 10 .4.4 Uniform Building Code). _ 0 .,.. _ '? 6 _ 9? APPLICANT'S SIGNATURE<::::::::z~~::5::~.,,;;,L.,,,;;;:;;;:;;;;;~~~~~~:::.------DATE ___ 7 __ oc-_______ _ WHITE: File YELLOW: Applicant PINK: Finance ' .. ~' ;,;_ ·,:,, .:....;..;....~,-" '. 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'- ' ·: ). , •A• •., '\-.'.', ."_:._~ ;,(,> :,·_~-?·~--<~~~ -c:-.... ~· --'b::':·.':_:.-. ' ·\ '. --t·t ' · ~,-' ' -·1-i:,· .r . ,., . . . ,: . . . -..... :,, . ? ' ~:-( . , ~. --,; . . '~. ,;·: : ·-: . ' '· .;, •• _··~ ,.-_-.. :\. ' .. '-, • .";-: _e'.. ' j .:;: -\ ·. -,; ------s::.·.,.., ... --....... -.:-:~:-~"7· 7-------;--;....~:___s ___ , '' ·:.::~~c ~~;:;.;._:..;;::,.;.:...:::;;c.,.~+,',",:-":-,:~::~:::;5,i:'~:;~,.~ .· ' '?"'·<··.;;,,.,.:. __ ::~~::_ ,· .; :, . '.· ?:-:-,,.___.: , FA i:iit lJ :· .' i . • . •. J PEHP &AS /,/Ng } ' .!',?,c,•; i;'. •; "·'' .~:'t,'·.c .. '.,':' }' ,, . ~i:,)/;~:\:/:,. \ .. h. · ' '' i,i /'. · · ·. ~".,a,·<. · ' EASEMENT NOTES ·, .. · PE/?' FIRST AV/£R/CA/.I T/TLE //IS/),f,4A/C£ C/7,(1. ~ ~. ·.· 4 \I' ... .. .. . . •·. ·. • ; { .~ '~~~~~·;·. ' •• ,~~~; ;, ;s: " . ' ,:, t : \, . .· < 1i:,~~~'~G~·1t' ... ·. ; . . ' : . ·.· .. . . . 0Kl!£.R NO "' 0341 ·" ' ~"'!'X'/J/:. iii 1''5 / / / ./ Kpl 'Kpt: . ,,., ' . - -8-1 s c; . D TOP OF GRAT€ GTORM DRAfN /Nl€T) '9Sl s-~0~~?~~~~i__j~~·. ·· ,:~~~:··,.,·'"-'VEN-UE·1,,,-t:1 ... ·. ·. , .. -, ·· .,: ,,.>_.·,· •. , •. ,,,_,. :f:i'· AN EASEMENT .TO ERECT, coNsTRucr·. cliANaE'i'HE.srzE OF, IMPROVE,,,; ~ ' b'Cl~:i·':· .:·:; . "' .·:·,ic .. :~: ,·1·_,-. ·. ,·: • 5 ·. : · '· · · ··:~•·· ,.· •.;, '.,' \U. :.RECONSTRUCT,··RELOCATE, REPAIR, MAINTAIN AND USE·.· FACILITIES .. '-i /?~ /ZOO :q;. ts: ~.. · · • .; ~ t:~ ; \!I le. ~ ;· ,-~ • :: ' , . ' , ·, ·.···,•.' .. ······::.'·;·:· .. ·,_,_._:.'.·'.·,' ... ,l_:l:: •. ·.·.·.•.· .... ·:··;.-.~.: .. ·.,_~.·.: ... :_;·'·.·· .• ·,·_·~.' ·: J ;~!:I!:io~F ,:,OE~~:~~ui~3~Lriisit~Rt~i~}EN:f i:tr:EosR ~t} .· .. .··. t .··· .. /!.·.· ' . -. ' ~~'!,) JY. ( .. f .~- . . ' Lo-r . ·. '\ ···. .·jY· .. " .a . - ' . ' ;. ' i y -- t,;;: ~ •• ,!I: .._;., ~J ,, Ii, '. ·: ... , • ... • APPURTENANCES FOR ANY AND ALL PURPOSES;. COMMUNICATION FACILITIES: ::. ·~ . . •t.u ~ ~ '~1.';c::1. . ., ' · ; AND·APPURTENANCES, THE RIGHT OF INGRESS AND EGRESS 'AND INCIDENTAL .. ~ ,: ,. ... •:·· .. ~ ~: <~i. . .. _ ••:,,},:, ' PURPOSES IN FAVOR OF SAN DIEGO GAS AND ELECTRIC COMPANY, RECORDED • ""' ;(\ v ' ... •,,,.,,,; · .. :MAY 22,-1985 AS FILE .NO. 85"180319 OF.OFFICIAL RECORDS, .DESCRIBED.: ·-·~ ·:;:AS FOLLOWS:': . .,:.··• . :--,'-·.-~·--~}··t, 1, ~"- PREPARED FOR: .• C· .. ,. _;, - : . . --. •. WORK ORDER ..... 1819-SC. Oi\TE..;..:i. 3/95' . . ,. REVISED __ . ' THAT CERTAIN: STRIP. OF LAND B, 00 FEET -IN WIDTH;·. LYING WITHIN SAID ; . LOTS 25 THROUGH 43·,' INCLUSIVE, 'LYING ADJACENT TO AND COINCIDENT,''.,.,., . WITH THE EXTERIOR BOUNDARIES OF "FARADAY AVENUE" AND ,;RUTHERFORDi·'· -< : '· .. ·. ROAP"·AS SHOWN AND DEL!NEATEDON·SAIDMAP.N0.· 11134.· "•;, .. · , . : . • '., -• -• -• • 0 ~ ... • ~--.~ REFERENcE<i's MADE. TO SA!b. INSTRUMENT .FOR FURTHER. PARTICULARS. ,·.; • C • --.:·_.~' -• •\):>~. :"~-,-. ---:_;,-:,> '. -: --; . ' ·~ .' ";. ., ,. .-,--. ' :;- . ·' :~ . .. ", , .~ ' _ .... ,,,:, • ... ' . -.· ,.:~-: ... ' .. , , ·~- . , . . r :' PROPERTY AREA:' 4.031 ACRES (11s;sso SQ, FT.) , : ' •.. •·· . • . "' ZONING: , ,, :' / , CM (COMMERCIAL ,MANUFACTURING) ,,; FLOOD ZONE: : .. ,. "C" MAP NO, 060 285 00l0C . · , . 1-• " ' • • -, • · .. ·. ''' .·:·.NOTE: thii:rrv LINES · SHOWN ON MAP PER IMPROVEMENT·· -· .. ·.· . PLANS ON FILE CITY OF CARLSBAD AND wrrn SAN ' .: DIEGO GAS &i ELECTRIC,. . . . . . . :' . ; ·, BUILDING· SETBACK NOTE: . . . _ . . . ' ·· MINIMUM SETBACK INTERIOR PROPERTY LINE IS ZERO OR .. 10' (IF BUILDING IS NOT @ ZERO SETBACK THEN BUILDING · , MUST BE SETBACK A MINIMUM OF IO') . . ... • . --. ·. ; . BENCH MARK: .· . .. ..... CONCRETE MONUMENT W/STANDARD DISC STAMPED E.C.R. , 1S (LOCATED S00' SOUTII OF INTERSECTION OF EL CAMINO REAL AND PALOMAR AIRPORT ROAD EAST OF EL CAMINO· :REAL ALONG FENCE LINE) ELEVATION: 296.48 ·· . LEGEND TC : • TOP OF CURB FL Fl.OW LINE · · · FS· FINISH SURFACE . ·:'.;)!\'· CONCRETE · :z&IJ.Q SPOT ELEVATION . -TPM · TEMPORARY BENCH MARK A . FOUND SURVEY WELL MONUMENT W/PUNCHED BRASS DISC a FOUND LEAD & TAG@ 7.00' OFFSET . • FOUND 3/4" IRON PIPE LS 3189 • FOUND IRON PIN NO RECORD . ,Q} TREE ' ., l '•. . 'i ',, ·' ;;., ' ' , . ' ,_ I;' .. ,· PLATE · 1 ..._:._G --· GAS LINE . · · •, • • -£-ELECTRIC LINE ;t.•.-----.a.. _____ _;_;.,.., ____ ...J,,;--W-· WATER LINE. --..... ~,_ 5 -SEWER LINE '. ==-= STORM DRAIN LINE OT 43 LDT 42 E) PINE TREE -----\ LDT 311 \ \ • rfb' 55" '/'I 5~ ,/\' O·ou DETAIL NO SCALE • FER. ' PREPARED BY: BLACKMORE FARADAY PARTNERS · O'MALLEY AND ASSOCIATES 1621 CONWAY DRIVE ESCONDIDO, CA. 92027 TEL. (619) 739-0258 J08 ,Vt). 7·35 ·.;_ ·.· _,_ . '·,: .. ' ·<1,·.,.' . ,s\ __ . ··,., -~ : ' . .• }_-/' ,, '. . . ' ' ,,,