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HomeMy WebLinkAbout2310 FARADAY AVE; ; 84-338-6011; PermitIi' ffi 0 = :::, -----1 .... en z 0 ~ a: j u w 0 ~ z 0 .:: ~ z w A. :I 0 u en ir: w ~ a: ~ il ,y affirm that I am llcensed under 'ovlll6na of Chapter 9 (commencing with Ion 7000) of Division 3 of the Business Professions Code, and my license is in lull force and effect. ______ Class I hereby affirm that I am exempt from the Contrac-tor,' s License Law tor the following reason {Sec. 703, .5 Business and Professions Code: Any ~ity or county which re-quires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the ap- plicant for such permit to file a signed statement that he is hcensed pursuant to the provisions of the Contractor's License Law (Chapter 9 commencing with Section 7000 of Division 3 of the Business and Professions Code) or that is ex- empt therefrom and the basis for the allegea exemption. Any violation of Section 7031.5 by an applicant for a permit sub-jects the applicant to a civit penalty of not more than five hun~ dred dollars ($500). rJ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the struc- ture 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 intend- ed or offered for sale. If, however, the building or improve-ment is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or im-prove 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 Law does not apply to an owner of property who builds or im-proves thereon, and who contracts for each projects with a contractor(s) license pursuant to the Contractor's License Law). 0 As a homeowner tam improving my home, and the follow- ing conditions exist: 1 . The work is being performed prior to sale. 2. I have lived in my home for twelve months prior to compJetion of this work. 3. I have not claimed this exemption during the last three years. D I am exempt under Sec. _______ . B & P.C for this reason ____________ _ 0 I hereby affirm that I haV"e a cert1t1cate of consent to self-insure, or a cert1f1cate of Workers· Compensation Insurance, or a cer11f1ed copy thereof (Sec 3800. labor Code) POLICY NO COMPANY 0 Copy ,s hied w~e city CJ Certified copy,Pereby furnished CERTIFICATl OF EXEMPTION FROM WORKERS" COMPENSATION INSURANCE (This section need not be completed 11 1he perm11 1s tor one hundred dollars ($100) or less) d I certify that 1n the pertormahce ol the wori( for which this pemut 1s issued, I shall no1 employ any person m any manner so as to become sub1ect 10 the Workers· Compensation Laws ol California NOTICE TO APJ:>UCANT If, after maktn~ th1s Cer11 f1cate of Exemption, you should become subJect 10 the Workers· Compensation provisions of the Labor Code, you must forthwith comply with such prov1s1on.s. or this permit shall be deemed revoked O t hereby affirm thal there 1s a conslrucl1on lending agency tor the performance ot the wori( for which this permit 1s issued (Sec 3097. C1v1I Code) Lender's Name ____________ _ Lender·s Address ___________ _ f CARLSBAD BUILDING DEP QTY.I PLUMBING PERMIT -ISSUE EACH FIXTURE TRAP EACH BUILDING SEWER EACH WATER HEATER ANO/OR VENT EACH GAS SYSTEM 1 TO 4 OUTLETS EACH GAS SYSTEM 5 OR MORE EACH INSTAl. ALTER. REPAIR WATER PIPE EACH VACUUM BREAKER WATER SOFTNER EACH ROOF DRAIN (INSIDE) TOTAL PLUMBING QTY. I ELECTRICAL PERMIT -ISSUE NEW CONST EA 1 PH EXIST BLDG E 1 PH REMODEL/ALTER PER CIRCUIT TEMPPOLE 200.AMPS OVER 200 AMPS TEMP OCCUPANCY 130 DAYS) TOTAL E LECTR ICA L -!!'-~ QTY., QTY.I vD NO REDEVELOPMENT AREA YD ND vD NO MECHANICAL PERMIT -ISSU~ INSTALL FURN. DUCTS UP TO 100,000 BTU OVER 100.000 BTU BOILER/COMPRESSOR UP TO 3 HP BOILER/COMPRESSOR 3-15 HP METAL FIREPLACE VENT FAN SINGLE DUCT MECH EXHAUST -HOOD/DUCTS RELOCATION OF EA FURNACE/HEATER TOTI.L MECHANICAL SOLAR -ISSUE COLLECTORS -11 I STOMGE TANKS Rl)CK STORAGE PUMP PLAN CHECK FEE TOTAL SOLAR APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. PLAN 1.0. # STANDARD PLAN# Nor Valid Unless Machine Cerrified I ~-SUMMARY/ACCOUNT NUMBER BUILDING PERMIT 01-00-00-8220 SIGN PERMIT 01-00-00-8221 PLAN CHECK 01-00-00-8806 TOTAL PLUMBING 01-00-00-8222 ELECTRICAL 01-00-00-8223 MECHANICAL 01-00-00· 8224 MOBILEHOME 01-00-00-8225 MOBILEHOME PARK INSP SOLAR STRONG MOTION 80·92-33-0519 FIRE SPRINKLERS 01-00-00-8227 PUBLIC FACILITIES FEE 32-00-00-8933 BRIDGE FEE SCHOOL FEE -DISTRICT Carlsbad 80-92-21-0519 Encinitas 80-92-22-0519 San Dieguito 80-92-23-0519 San Marcos 80-92-24-0519 I --.. -111!!1, -. . 0 ..... 2 u::: . >, ;;; 0 a. E Q) I- "O 0 (!J C <1l -~ a. a. <( I -"' C a: 0 Cf) Cf) Q) Cf) Cf) <( I :\: .Q ai >- r/l Cf) Q) 0 0 a: <1l iii Cl ~ Q) 0 C <1l C u::: C Q) Cl> 0 0 u Cl> a. Cf) C 2 .c ~ "' TYPE BUILDING FOUNDATION T I REINFORCED STEEL : mso, ~.,.. wl,l,4 -flltlll!!it&• ' GUNITE OR GROUT I FLOOR & CEILING ~RAME ; SHEATHING &'RooF D SH~AR FRAME I EXTERIOR LA TH I I INSULATION I DATE INSPECTOR - IL1/T¢itrf12 -. ~ ·:.. . FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS INSPECTIQN SOILS COMPLIANCE PRIOR TO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE REO IF I INSPECTOR'S CHECKED APPROVAL / T .. INTERIOR LATH & DRYWALL I . _,., .. ~--, I , I ,-· ·--I' t,.Po,s;r TEN.S .. 10NED I \T . ' · : '·cbMeRETE~ ' ~-: .'· ·. -· '1 v, PLUMBING I SEWER AND BUCO DIPUCO 1 UNDERGROUND D WASTE D WATER TOP OUT D WASTE D WATER TUB AND SHOWER PAN J GAS TEST , I D WATER HEATER D SOLAR WATER ELECTRICAL 7 I D ELECTRIC UNDERGROUND D 1UFFER FIELD WELDING HIGH STRENGTH BOLTS SPECIAL MASONRY PILES CAISSONS &tf:; 3~8' .... ~Ol l ·:, --...• INSPECTOR'S NOTES DATE ' .-. ( ' ·~ \ ~ : ~ .,..,.. :---·-~).. -.. .... ,..~ --~~~ l '." ,., __ - .. ,..;, - .... f"" R"""".:"7"GH ELECTRIC I ,rur,rr,r t= L I I 1 ELECTRIC SERVICE D TEMP RARY '-1--"'-'----11----+~ _____ __,__ ·~ D BONDING D POOL ,- l MECHANICAL : ·~• ... D DUCT & PLEM., D REF. PIPING HEAT -AIR COND. SYSTEMS 1 VENTILATING SYSTEMS -~.. -~ . ~ ...... CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE _ ITEMS ABOVE HA.VE BEEN APPROVED. FINAL I ~· I . I ,, - PLUMBING ~ ELECTRICAL \ 1 1 s.tJOUV A-JI lfJ t7 \ ~ .. ~ t~J'lflV 0 f ~ t,,tA,;, l!/'P/ IV uAS--ITTP · 1:7 BUILDING v· ·, SPECIAL CONDITIONS 7l ,JI ij_ ----"'!'. ·"' ..... ~ ~ _, .. ' . ...,. City of Carltsb-ad 1200 ELM, CARLSBAD, CA 92008 • TEL. (619) 438-5525 r Job . -·;-• ;.· t 1 -:, · • __ / Address , '~.~ 1 '-, rO l ., l ·-\. / Owner I ' -L. Mailing , ., _ -. Address / _.) / . _ ' ( I , -r:::;~-/ .. I ,---\ .) , / _:_f-I ,-..._' , -)' -·· . ' .. ,.-· i ' .,,, ' ~ \ ... MISCELLANEOUS RECEIPT MISCELLANEOUS FEE RECEIPT 0 0 • PLAN CHECK FEE ___ 0_1·0_0_·0_0.;c.;·.8,=,S.9_6_~~--1--'-/......=i:::_' _c:_5_<_r __ ;_ .. ~ <y••-> • :. • -" a -'i) 1 • .,-. I "• J f.) -. I C.'' VAL.UATION_--F{)...-~_·-_,_--...c..-J_. '_..;.-L_· _· ~-' 1 _· _y=''_-~...;.'~-'-./_"l'_-·-1'· ~~-.....:.(_I ~''---~ Te\.-,. ,:.c ,--,---,,,.-· ,..,-0 (::..,~,.::,. •• _'-::'7·,2 7.../ I DEMOLITION ____________ -+---------1 Contractor /~: , __ , L L C CJ 0 HOUSE MOVING _________________ _ /.. :;; i-\B0v {; o I Zip Tel. 0 Address PARKS AND RECREATION FEE-------1-----------. PUBLIC FACILITIES FEE-----,------;--------t City f---------~----+--------10 State Lie. City SCHOOL FEE· DISTRICT _________ t---------. S. Classif. Lie. No. n t----------------------....i,;, L.......: Carlsbad _____________ -+-------il COMPLETE FOR PLAN CHECK ONLY DESCRIPTION OF WORK ('' •1(/;·;i7<{(({1(,}{ J , • .,.. I ;-._, .1-/-'1 .-;:;.,· 1) ....,.)i t,· /?'L -,,.-,• --/ ; , , -,L..-" '-A ~ 1, \ •\ , ..... .,.. .. / r:;., / , I,:..,.·, .,.--11 -I I I • / ' '--::"7 ~ / . -- PLAN ID NO. DESIGNER ADDRESS /0/ 0 t~}(;jt:,.J~;_,V(~ .\ PHON~ u./ (t) r-· ~--' ~ ,j,..-coNTAcT PERSON ·' ,,f_ ( ,1 ',. r r>, .....ri7· .f"' '/ f .• 1- I ,f Signature of Applicant-~=-'a...· ·'-/;""'.'~-.... -~::...;:~._:--;""'_,,'-'--;_,-"-j-'-'~'-"-fi-"-l Date 1 j,_J~q 'I I 0 0 0 Encinitas _____________ +--------1 San Diego ____________ ---+---------1 San Marcos ____________ -+--------1 CERTIFICATE OF OCCUPANCY ____ ~--+--------1 n J n ,/ -(.,;) n '" <~ -~- .,;;,, ,,,,v 0------------------+-------1 0----------------+-------I .. 0-------------------+-------11 0-----------------+------- 0 ________________________ _ I ·iS-c::"' ,,, ; T~)TAL FEE $ 1 '---'• -., *WARNING: PLAN CHECK FEES. WHER(;-N\'.}• AplON IS TAKEN BY THE APPLICANT IN 180 OAYS AND NO BUIU)IN(~ RERMIT IS ISSUED. ARE FORFEITED TO THE CITY. 1 / •· COMMENTS: __ ~-------,,~' I -· White -Applicant Yellow -File Pink -(1) Finance (2) Data Process , GDld ·--=-J~ssessor ' -. .. -~ .. APPLICATION FOR PERMIT TO CONNECT TO CITY SEWER SYSTEM. ' CITY OF CARLSBAD SE tr'C't· '""'~ ENGINEERING DEPARTMENT t l ~) A .. ,·. i. .... '·,. ,, . 11/'.' ''<i.Jl " 438-5541 l j 1 !SSUED BY I FOR APPLICANT TO FILL IN / ru DATE ISSUED BUILDING / .··"" ~..:::.~.·\;<' /l .,-·,/i '·{ .A v;:E,. I ·, I. ' ADDRESS -' ,.,,...,,., ' i VALIDATION ··- OWNER -I --~ "';"i' -. .... -. ,. ( . ,, -I :. '- ... : <...,__(' ' -•.:.. . MAILING ' ',! , ( ! ADDRESS '· ' '-' LATERAL CHARGE COMPUTATION CONTRACTOR •.,,_ l . ;...-\ I ,_ . •. I STANDARD 4" (Max. H. 30', v. 10') ~ -OVER 30' H. @ FT. ,/" ' -~ ,.. -· ' ... I. ., . ,, OVER 10' V. @ FT . CONTRACTOR'S -ADDRESS , 'L ' . I • .-' \ I STANDARD 6" (Max. H. 30', .V. <10•) OVER 30' H. @.,-/ FT. NEW BUILDING """" I EXISTING BUILDING I OVER _,.....-@ ..,~ 10' v. FT. ./, 11 _."!.-~l >" _,,.- LEGAL DESCRIPTION . I i_ ,--TOT~:\,VCONSTRUCTION COST ,., 4 # , . t ,"") • I . ,··/ ef' .. ri; :> SER'(J,CE.·CHARGE (REPAVING ETC.) "''· .. •.' I , ~ ,.~, .... ~ I \.I .. I-. --:,;,.. , _ f '• . ... TOTAL LATERAL CHARGE I• REMARKS: ~ \ I ~--¼,\ _ .. // ·;JS"i..i 'fl LINE COST DATA . -l :Al . . .-. .... :.,, ~ ,~ l ~. 7 . -. ....,,. ' ~~~ ASSESSMENT DIST. NO. ---, ... ,..1 r:;1/ -·/'id ... -.,/ >-.-~ I I c.· ~ ...--,-· 1.:.· --~ ,,._,, FRONTAGE ---COST PER FT. TOTAL ,---.. 1 , ,1-,1'' -·· ~-OTHER _..,,,,.,, LATERAL LOCATION CONNECTION FEE ...: .. I I ...: ·· 1 , en en # I COST PER UNIT(,!-NO. UNITS TOTAL '" ,,,---. PUMP STATION FEES \., ,,I \.. / .•· --. ---~~-. NO. UNITS __ ~cps:r-PER-tTNTT TOTAL I I .....-."'.,,,.,.._.._-.--.. -•1 ST. TOTAL CHARGES (LATERAL ETC.) $ ~ _'I/(), .. LATERAL NO. INSTALLATION DATE . WHITE: E'r1glneering GREEN: Finance YELLOW: Sanitation PINK: Building GOLDENROD: Permitter 1,/7) ---( To: ENGINEERING F , FIRE PLANNI INAL INSPEcr, NG~ unur,es · ON NOTICE Address. !.?<3/o ~~ Date_ f/2,..,~4< "C. ~~J Jr= -Plan # Jy-..59~ - I N s p Prevention Planning Department :J}Jf(iff~ (Department } Date Date -, Date Approved Approved Approved Co 07( Approved mments:_ . 1 -7 ~ -~ -P.s-~/---- IF A RESPONSE IS NOT RECEIVED WITHIN 24 H I" OURS, IT WILL BE ASSUMED IT IS OKAY TO FINAL. To; ENGINEERING., FIRE, Pl-ANNING, 'UTILITIES FINAL IN:SPEC~l~I') -N·OTJCE _ · Date ./7,,t/jS . . c9 3 /t) ..;za--, .ii4/.UA . . . ~/_ .• ~;;:,~ Address --~-Plan-# _f'I' 7.,... ._;;;.;.,J< .. "-~) .. u Type of.Construction -z;;t/-~ ,~/}-µ..N / Person to Contact /~* _ . Ph. No. Y3.?-Cj(6fo ~~ Fire Prevention -0.tllitl~~....':--......_, - Department ) · . . -)' . ·--·-_:. ::-·-· ' ' _ -Date _ &/117 /ff Approved~_ ---' - Date App~oyed _ .. l/;1. ·1· . _Date _ 1 h"' fl.pprovEld _ ~ ~pprovec! :--> . 4 IF· AA~s~or-isf:. 1s NOT RECEI\IED WITHIN 24 HOUR~, rt WltL BE ASSUMED 1r 1s oKAv·rq FINA\.. -~----.· . - E C T I I 01 N , i ii u E s T I .N :s, ·P e -C . ·, T I .. 0 N R :a ·Q u .. E '.s T REGISTERED 1-NSPECTOR'S WEEKLY REPORT Construction Laboratories ,11>1 MERCURY STREET SAN DEIGO CA 92111 I 71'1 292 ·9S6S COVERING WORK PERFORMED 0 REINFORCED CONCRETE 0 STRUCT. STEEL ASSEMBLY JOS NQ 4691 WHICH REQJIREO APPROVAL BY 0 PRE-STRESSED CCt,lCRETE 0 REINFORCED GYPSUM OGLUE· LAM.FABRICATION Tt-£ SPECIAL INSPECTOR OF 0 REINFORCED MASONRY 0 PILE DRIVING fl OTHER Asphalt Joa AOOlESS 60 ll t 6015 & 6022 Farady Avenue N9 VOR WEEK 'ENDING March 30 19 85 OWNEt OR ,10iecT NAM£ Bluv PERMIT NV rlAN me No CRC Series 6000 84-348· 84-338 CONSTI. ·MAT· L I TV,f, GRADE. fCT.I ARCHITf\; 1 Asohaltic Concrete Kromrnenhoek & Me~eown & Assoc. DESIGN STRENGTH 15ouace 01 MFGR ENGllj Hi._;: Sullv -Miller ' DESCRIBE MAT'L. I MIX DESIGN, H &Alt G'ltADE & Mr GR GENElt"-l CON TRAC TOil I Koll Co. CONTR DOING REPORTED WOltK Asohalt Mix No: Sullev -Miller Contractinq Co. LAB HCEIVING & TESTING CONSTR M.i.1·l SAMPLES Construction Labs CONTRAc;T NO. INSP'N. lOCATIOt'1S OF WORK INSPECTED, iEST SAMPLES TAKEN, WORK REJ!!CTEO, JOB PROBLEMS, PROGRESS, REMARKS, ETC. DATE loctudn information about-amounts of material ~a~-or work performed; ~mber, type, and identity numbers· of test samples taken; structural connections (welds made, h.t. bolts torqued) checked-; etc. 3/25 Observed Placement and comoaction of approximately 1121 tons of asphalt hot, -. mix beinq Placed in Parkino lots. Reviewed job requirements with General Contractor. Checked asphalt temperature, depth, lay dqwn procedures and rolling and cons_6lida tion of asphalt •. ~ Obtained sample for testing representing asphalt placed this date. ..,t4-'I Sampled/ -west·of , CERTIFICATION OF COMPLIANCE l HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED· I HAVE FOUND THISWORKTOCOMPLYWITHTHEAPPROVEDPLANSSPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. building 6011 at West driveway ---oc-~EIVC.U ... - _ -.., -inoC. JAt'l\ &., V ,...,..,_ --·-f'ITV OF CAKL~Dl"\U -Building Oepanm~m ~~4:12~ StGNATUROf REGISTERED INSPECTOR 4/8/85 D.i.Tf Of REPORT REGISTER NUMIH r.1 CONSTRUCTION LABORATORIES MATERIALS TESTING CONSTRUCTION INSPECTION AIL REPORTS ARE SUBMI ITEO AS TIE cmFIDENTIAL PROPEKlY OF CLIENTS. At1IH)RI1.ATION FOR PUBUCATION OF OOR REPORTS, cmcwsrONS, OR EXl'RACl'S FR(M OR REGARDIN:; '!HEM IS lESERVED FF.NDIR; OOR WTIEN AYPB!NAL AS A KJl'UAL PlUlECI'ION 10 CLIENIS, 1HE PUBUC AND aJRSELVES. REPORf OF CONCRETE 'IESTS m:>JECT: ADDRESS: CDNl'RACTOR: c R c s~~~ooo, Lots 1 & 2 _,,.,.,-~-~ --~) {Fa:raday Ave &~;Priestly Ave, Carlsbad ',~~,--,,_ C ARCliITECT: Kromrnenhoek-McKeown and Associates Et'l;lNEER: Burkett & Wong PRlJECl' R>: .ll!\IE: I.OCATIOO IN STRlJC'IURE: SLAB ON GRADE BLDG # 6016 SO. END ~ SUPPLIER: Pre-mixed PI.ANf W: Escondido TI<lCET R>: MIX W: 50-0016 1YPE OF CD£NI': II AIMIXTURE: SUMP -IN.: 5 CDNCRE1E 'IEMP: AIR 'IEMP: MDCirt; ·rut: -MINS: 70 WAlER ADIED: 4691 10/1/84 090616 Pozz 344 20 SPECL"ENS MADE BY: Construction Labs ~ MADE: 9/19/84 .ll!\1E REIBIVED AT I.AB: 9 / 2 O /84 FIEID IDENTIFICATION: IAB IDENI'IFICATION: il. -DAYS: JY\IE '1ES1ED: SIZE -IN.: AREA -SQ. IN.: CRIJSH.IN:; WAD -LBS. : CIMPRESSIVE S1'REtCl'H -psi: H/D: a:>RRECTION FACTOR: CDRRECIED ~ -psi: SPECIFIED STRENJlH -psi: D 7347 7 9/26/84 6xl2 28.27 31620 1119 E 7348 28 10/17/84 6xl2 28.27 62582 2214 F 7349 Hold 4881 MERCURY STREET SAN DIEGO, CALIFORNIA 82111 (818) 282-8585 CONSTRUCTION LABORATORIES ..___ __ __._..31.. MATERIALS TESTING CONSTRUCTION INSPECTION AJJ., REPORI'S ARE SUOO !TED AS niE cmFIIENI'IAL PROPERlY OF CI.JENI'S. AU'lllJRil.ATION FUR PUBLICATION OF ClJR ImFCRIS <mCIJJSIOOS, Cll EXTRACl'S F801 OR ~00 'mEM IS !£SERVED FENDOO Cl.JR WTIEN APPB!NAL AS A M1lUAL PROIECI'IOO ' '10 cum.rs, 'DiE PUBLIC AND ClJRSEJ.»ES. REP0Rr OF CONCRETE 'JESTS ffl>JECT: CR C Series 6000, Lots 1 & 2 ADDRESS: Faraday Ave & Priestly Ave, Carlsbad CXJNI'RACIOR: ARCHITECT: Krommenhoek-McKeown and Associates Et{;l.NEER: Burkett & Wong l.!X'.ATION IN STRlJCIURE: SLAB ON GRADE BLDG # 6016 NO. END ON::RETE SUPPLIER: Pre-mixed PI.ANI t{): MDC RJ: 50-0016 TYPE OF CD£NI': Sl.lJ.1P -IN.: 6 CDNCRE1E 'IEMP: MIXm; TD£ -MINS: 80 c.c. II SPECI."ENS MAJE BY: Construction Labs ~ ?-WE: 9/19/84 FIEID IIEUIFICATION: A B C I.AB Ill:Nl'IFICA.TION: 7344 7345 7346 la.. -DAYS: 7 28 Hold ll!\lE TESTED: 9/26/84 10/17/84 SIZE -IN.: 6xl2 6x12 M&.-~-IN.: 28.27 28.27 CRUSHOO lDAD -LBS. : 40598 65021 <IMPRESSIVE STREl'lmi -psi: 1436 2300 H/D: CDRRECTION FACTOR: CDRRECTED ~ -psi: h (/j) Iv -SPECIFIED STRER;m -psi: 2000 PROJEC1' R>: 46 91 ll!\'.IE: 10/1/84 TIClCETtl>: 090611 AIMIXTURE: Pozz 344 AIR TEMP: WAlER ADIED: M1E RECEIVED AT. IAB: 9/20/84 Respectfully Submitted: CONSTRUC 4891 MERCURY STREET SAN DIEGO, CALIFORNIA 82111 (818) 282-858& REGISTERED INSPECTOR'S ~. WEEKLY REPORT 4891 MERCURY STREET SAN DEIGO CA 92111 C t ons rue 10n L b a t • I n,1 292 ·9565 ora or1es JOB NQ L./6°!/ COVERING WORK .PERFORMED fg1{EINF0RCED CONCRETE 0 STRUCT. S'T'EEL ASSEMBLY WHICH REQUIRED APPROVAL BY. 0 PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM OGWE-LAM.FABRICATION Tl-£ SPECIAL INSPECTOR OF 0 REINFORCED MASONRY 0 PILE DRIVING D OTHER JOB ADDRESS 2 3,sO Fa.V'a.Aw ~-~L~~ N~_/e,/ I rOR WEEK 10/2.o 19 f?7.j, ENDING OWNER' OR PROJECT NAME I Bl J,,.. ~ 0 /,,G, BLDG PERMIT Nu. rAN FILE NO </fL.f ~3"3 8 CO~TR/ MAT" L [TYPE, GR,'~;CT.I / · . .,...· ... t~f :'.";-,/~ (J A J:.7714 .-4 i!f' c _,--ARCHJ:ci:; ~ a~-h-od /JI[~ ~ .,,t. • - DESIGN STRENGTH ~ 150~~ OR MFGR ~ ENGINE~ ,rJ// e,.4.-,_ L -"' ( ~-e. F'c "3&-d--0 ~ ~ V, M . DESCRIBE MAT'L { MIX DESIGN, RE· BAR GRADE & MF"GR GENEJ2@..CZJ/...TRA?J;.. • l'J/L,-v ..) so-e-e-oE-:Z:: ~@ "7f;>; ~ ~ / CONTR DOING REP°p;.D WORK 1~ ll'~ e.ss.e-r- LAB ~~TESTING CONSTR. ~ SAMPLES . • ,,.J..l..,.__ L ~ CONTRACT NO. INSP'N. LOCATIONS OF W.ORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. locludes information about-amounts of material ~laced or work performed; number, type, and identity numbers of test samples DATE ta~n; structural connections (welds made, h.t. bolts torqued) checked-; etc. lr-i-1<;"" -,--_ --eA-./ed' A.-/4.-ce.~ qft:z._ ,,,., .d"-<--, -~-Lr <"~...../4_.-<-...... ~rd ~ .. ,.,.__,__ , , ;.,~8 ./4 ~ d/./-/'h/L. .A A? /,) CA~ Ar A L,~.s-1~ ,,_ .,,I 6 6-e,;/--,,rl:.t/3, t? . ,,._,_ .../ -· '::/---B-I~ ~_/ £-IA /1, _d-,,,..,_ L> .,,...,, -yL. ~ -r1"'1--~..,._a C' . t"-<1-.5' ,,,.-s/-8-16. Sit:.~--: ..?~lt, , Ir -J A ~ " n t J I 1lfl .n 'GT ,fiJ' I ( , '1 I .... /~ , JI yv~· CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED AtL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COM PL YWITH "FHE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIGNATURE OF REGISTERED /oao/Ek' ,,.-,,.,,,.,,,, / DATi? OF R{PORT I REGISTER NUMBER CONSTRUCTION LABORATORIES MATERIALS TESTING CONSTRUCTION INSPECTION AIL REPORrS ARE SUBMI. ITED AS TIIE roNFIDE.1\ll'IAL PROPERl"{ OF CLIENl'S. AlJlllJRIZ.ATION FOR PUBUCATION OF OOR REPORTS, OONCUJSIONS, OR EXl'RACTS FRCM OR REGARDOO 'IHEM IS RESERVED PENDOO OOR WRITIEN APPF!NAL AS A MJruAL PROIECTION 10 GLIENl'S, THE PUBUC AND OORSELVES. REPORT OF CONCRETE 'IESI'S PIDJECT: C R C Series 6000·, Lots 1 & 2 ADDRESS: Faraday Ave & Priestly Ave, Carlsbad <Xffl'RACTOR: A.~CHTIECT: EN;INEER: Krornmenhoek-McKeown and Associates Burkett & Wong I.OCATIOO rn STRUCTIJRE: PANEL #14, BLDG. #6016 OONCRETE SUPPLIER: Premix Concrete Co. PIANr NJ: MIX 00: 50-008 SUJMP -IN.: 4 MrXING roo -MI.NS: 55 SPECI'ENS MADE BY: Construction Labs FIEID ID&"lfIFICATION: lAB IDENI'IFICATION: !G:. -DAYS: DATE TESTED: SIZE -IN.: AREA -SQ. IN.: CRUSHOO I.DAD -LBS. : CD1PRESSIVE ~ -psi: H/D: OORRECTION FAI..,~: CDRRECIED SI'RENGm -psi: SPECIFIED ~ -psi: 7911 7 10/17/84 6xl2 28.27 57843 2046 1YPE OF ®ENT: Reg. mNCRE1E 'IEMP: DAlE MADE: 10/10/84 7912 28 11/7/84 6xl2 28.27 3000 7913 Hold PROJECT NJ: 4691 nm:: 10/17 /84 TICKET 00: 095517 ArMIXIURE: Pozz 344 AIR 'IEMP: 70 WATER ADDED: DAlE REQ:IVED AT LAB: 10/12/84 Respectfully Submitted: CONSTRUCTION LA ORATORIES 4891 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 (819) 292-9585 CONSTRUCTION LABORATORIES MATERIALS TESTING CONSTRUCTION INSPECTION ALL REPORTS ARE SUBMIITED AS TiiE OONFIDENl'IAL PROPERIY OF CLIENTS. AL'IHJRIZATIOO FOR PUBUCATIOO OF OOR REPORTS, <X>NCUJSIOOS, OR EXTRACTS FRCM OR REGARDOO THEM IS ~SERVED PENDOO OOR WRITIEN ~PRfNAL AS A MIJl'UAL PROIECTIOO 'ID CLIENTS, 'OiE PUBUC AND ~LVES_. REPORT OF CONCRETE 'IESTS PROJECT: ADDRESS: OONrRACTOR: CR c Series 6000, Lots 1 & 2 Faraday Ave & Priestly Ave, Carlsbad ARCHITECT: Krommenhoek-McKeown and Associates E!'l;INEER: Burkett & Wong I.OCATIOO L'l STRUCTURE: COLUMN B -6 PlnJECT ~: DA1E: 4691 10/22/84 OJNCRETE SUPPLIER: Pre Mixed MIX 00: 50-0008 I SUJMP -IN.: P~ 00: Carlsbad TICKET 00: 1YPE OF ®ENI': II AIMIX'IURE: Pozz 344 OONCRE1E 'IEMP: AIR 'IEMP: t-flXING TL'£ -MINS: WA'.IER ADDED: SPECI"!ENS MADE BY: J. Woolf DA1E MADE: 10/15/84 DAlE RECEIVED AT lAB: 10/16/84 FIEID ID&'lilFICATIOO: lA lB 1c I.AB IDEITT'IFICATIOO: 79h4 7965 7966 PG:. -DAYS: 7 28 Hold DATE IBS'IED: 10/22/84 11/12/84 SIZE -IN.: 6xl2 6xl2 AREA -SQ. IN.: 28.27 28.27 CRIJSHil{; lDAD -LBS. : 81197 COOPRESSIVE STRENGTH -psi: 2872 H/D: CDRRECTIOO FACI'OR: ~ CDRRECTED STRENGTH -psi: . -SPECIFIED STRENGm -psi: 3000 Respectfully Submitted: CONSTRUC I 4891 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 (819) 292-9565 CONSTRUCTION LABOR A TORIES MATERIALS TESTINQ CONSTRUCTION INSPECTION ALL K!:PURl'S ARI-: SU~ll rt1·:IJ I\:) TIIE OJNFlDt:-.'flAL PROPERfY OF CL.lBITS. AlTn-t>RIZATldN FUR PUliLlCAflOO OF ClJR REPORTS, O>NClllSIONS, OR EXTAACfS FRrn OR REGARDl~ ·rm:."! IS RESERVED PENDI:'-l; 0.JR WIUTI'EN APPRCf..'AL AS A Ml.m.JAL PRmECTIOO 'I\> CLIENl':-i, nu-; PUliLIC AND ClJRSELVES. REPORT OF CONCRETE IBSTS PHOJECT: ADDRESS: CDNTRAC1\JR: CR C Series 6000, Lots 1 & 2 Faraday Ave & Priestly Ave, Carlsbad ARCH.I IBCf: Krommenhoek-McKeown and Associates E.'l;lNEr:R: Burkett & Wong l.OC..\.TIOO 1N Sfl{LJCTURE: PANEL #25, BLDG. #6016 CDNCR!:."TE SUPPLIER: MIX :--0: Premix Concrete Co. 50-008 PI.ANI' 00: Carlsbad TYPE OF CEMEm': Reg. SWMP -IN.: 4 CDNCRETE TE:'1P: MIXING fI:-iF: -'.11NS: 40 SPECI'1ENS :-1ADE BY: Construction Labs DATE MADE: 10/8/84 FIEW LDEm'IFICATIOO: 1AR IDEITTIFICATIOO: 7854 7855 7856 /iCf. -DAYS: 1 28 Hold DATE 'IESTED: 10/15/84 11/5/84 SIZE -IN.: 6x12 6x12 AREA -SQ, IN.: 28. 27 28 .27 CRIJSHl~ LDAD -LBS. : 76392 al1PRESS IVE SfREl'CTH -psi: 2702 H/D: Q)R.R.ECTION FAL.t'OR: GJRRECTED SIBENGrH -psi: (5) -SPECIFIED STRENGrn -psi: 3000 PROJECT 00: DATE: 4691 10/15/84 TICKET 00: 095146 All11XTURE: Pozz 344 AIR 'IE-1P: 75 WAIER ADDED: 10 DAIE RECEIVED tu lAB: lO/ll/84 Respectfully Submitted: CONSTRUCTION BORA TORIES 4881 MERCURY STREET SAN DIEGO, CALIFORNIA 82111 (818) 282-8585 REGISTERED INSPECTOR'S WEEKLY REPORT Construction Laboratories ,e91 MERCURY STREET SAN DEIGO. CA 92111 f n,1 292 ·9565 COVERING WORK PERFORMED f[) REINFORCED CONCRETE 0 STRUCT. STEEL ASSEMBLY. JOB NQ 4691 WHICH REQUIRED APPROVAL BY 0 PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM 0GUJE-LAM.FABRICATION Tl£ SPECIAL INSPECTOR OF 0 REINFORCED MASONRY 0 PILE DRIVING D OTHER JOB ADDRESS ' rOR WEEK 2310 &2330 Faradav Ave. Carlsbad. Ca. NO l0fl ENDING 10-5-84 19 OWNER OR PROJECT NAME BLDG. PERMIT NV rA~ !ILE NO r.<trlsba.d ReasA::arch Center 84-348 & 84-338 CONSTR. MAT'L (TYPE.GRADE, ECT.l ARCHITECT fm 3000 concrete Reg, cement Krommenhoek & Mekeown & Assc. DESIGN STRENGTH rOURC;E OR MFGR ENGINEER 3000 nsi Premix Cone. co-. NowaK -meulmester & Assc. DESCRIBE MAT'l. !MIX DESIGN, RE 8AR GRADE & MF'GR. GENERAL CONTRACTOR ASTM A-615 Gr. 60 Rebar Koll Company CONTR DOING REPORTED WORK ASTM A-36 Embeds Riley-Presser LAB RECEIVING & TESTING CONSTR. MAT L SAMPLES Reg, Concrete with Pozz 4fr344 Admix. Construction Labs. CONTRACT NO. INSP'N. LOCATIONS OF WORK INSPECTED, TEsr SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about-amounts of material placed or work performed i rumber, type, and identity numbers of test samples DATE taken; structural connections (welds made, h.t. bolts torqued) checked; etc. 10-4 Inspected reinforcing steel and embeds for confrmance to the plans and spec. also checking cleara~ce of reiforcement to forms on the following panels Building# 6016 Panals #'s 5, 9, 10, 11, 12, 10-5 lnspected placement of structural reinforcedconcrete in tilt-up panels as follows Building #6016 panel #' s 5, 9, 10, 11, 12, . In building# 6011 inspected placement of concrete in panels #' s 8, & 9. - . CERTIFICATION OF COMPLIANCE. I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. 1 o-1Z-~';[J c-1 z t'. DATE OF REPORT REGISTER NUMBH REGISTERED INSPECTOR'S WEEKLY REPORT ' . Construction Laboratories 091 MERCURY STREET SAN DEIGO. CA 92111 111,1 292-9565 COVERING WORK PERFORMED IJMINFORCED CONCRETE 0 STRUCT. STEEL ASSEMBLY. JOB N0.4691 WHICH REQUIRED APPROVAL BY D PRE-STRESSED CONCRETE D REINFORCED GYPSUM 0 GUJE • LAM.FABRICATION Tl£ SPECIAL INSPECTOR OF 0 RSNFORCED MASONRY D PILE DRIVING 0 OTHER JOI ADDRESS 1 of 1 l'OR WEEK 2110 & 2330 Faradav Ave Carlsbad, Ca. NO ENDING 10-12-84 19 OWNER OR PioJECT NAME lluv. PERMI I rov r"NN7~ NO r~r,~b~n Reasearch Center 84-348 & 84-338 CONSTR. MAT'L ITYPE,GIADE, ECT.I AICHITc.._, -mekeown & Assc. Structural Concrete Krommenhoek DESIGN STIENGTH 15ou1cE 01 MFGR ENGINEEI 1000 nl'li 28 dav Premix Nowak -Muelmester & Assc. DESCRIBE MAT'L I MIX DESIGN, RE IAR GRADE & Mr GR. GENERAL CON TRAC IVK ASTM A615 Gr. 60 Koll Company CONTR DOING Rtrv.TED WORK Tvne II 5~Sack Pozz #344 Riley Presser LAI RECEIIIING & TESTING CONSTR MAI L SAMPLES ASTM A:..36 Embeds Construction Labs. _,.,~,NO. INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes 4nformation about-amounts d material placed or work performed; ,..,.mber, type, and identity numbers of test 10mpes DATE token; structural connections (welds made, h.t. bolts torqued) cheeked; etc. 10-8 Inspected placement of structural reinforced conrete in tilt-up panels checking clearances and embedments in building 41 6016 Panels #'s 19, 25, & 27. took concrete cyl. samples for testing. 10-10 Inspected placement of concrete in panels as noted above in building#6016 Panels #"s 18, 15, 21, 19, 16, 13, 14, 17, 22, 23, 24, Took concrete cyl. samples fronpanel 14 for testing 10-12 Inspected placement of concrete as noted above in building # 6011 panels #'s 10, 22, 13, 17, 15, 19, 20,& 14. Took concrete cyl. sa:mples for testing . CERTIFICATION OF COMPLIANCE. I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS SIGNATURE 10-1--z_-Bt/: DATE OF REPORT from panel# 14 - INSPECTOR c--1 Z--#z REGISTER ~ I I - .. . ----.. - t' CER IFICATE o·F CONFORM.ANGE 'HE UNDERSIGNED MANUFACTURER HEREBY CERTIFIES that the products identified below and on attached sheets Nos. are marked with the collective mark of the American Institute of Timber Construction {AITC) and are manufactured in accordance with the manufacturing and fabricating provisions of CHAPTER 25 OF THE UNIFORM BUILDING CODE, FOR GLUED LAMINATED TIMBER, AS MODIFIED BY ICBO RESEARCH REPORT NO. 3346 and that such manufacture has been at our plant in COTTAGE GROVE, OREGON , which plant has a quality control system approved by the Inspection Bureau of the American Institute of Timber Construction and inspected periodically by such Bureau . '· JOBNAME: ____ ~C"-'A ...... R~LS~B=A~D,__._,R~E.,._S-EA~B~C=H,__ __________________ _ JOB LOCATION: ___ -=S'-"AN,.,__,D._.l'-"E=G=O..._, -'C=A..,_.L._.l..,_F=O=RN..,_J,_,_A_,__ _________________ _ CUSTOMER'S ORDER N0.-~2=0'--5~1 _____ DATE ] 0 /2 /84 MFG R'S ORDER NO. __.] ..... 5_,_9 .,_] -....,,0'-"'6'-"5.x.8 _____ _ SIGNATURF~~~~-~ WEYERHAEUSER COMPANY . COMPANY LAMINATED LUMBER PRODUCTS TITLE o, c, SUP ERV I SOR ADDRESS COTTAGE GROVE, OREGON DATE -i\b-"'D'-------'25~--a---<-i----- A/TC HEREBY CERTIFIES that the said company at its said plant is licensed by the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION to use the AITC Collective Mark in respect of products which comply with applicable provisions of said code and report(s), that the adequacy of the quality control system in effect at said plant is periodically inspected and verified by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, and that, in the judgment of AITC, said company is capable of complying with applicable manufacturing and testing provisions of said code and report(s) in respect of products manufactured at said plant. Con- formance with the said code and report(s) in respec;:t of any specific or particular product is the sole responsibility of the manufacturer; AITC's certificate hereunder being that the said company is qualified to produce a product meeting the said code and report(s) and that its plant is periodically inspected and verified by the AITC Inspection Bureau. AITC Certtficate No. 0 0 4 9 5 E .. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION Q 1983 AMERICAN INSTITUTE OF TIMBER CONSTRUCTION AITC FORM IBCE • 01:;:DEF~H OUU6trn, D .. !::,H.11·' \Jl1.····'1·b IJH i"I::.: .I. Ll····l:J :I. ··U·:,. : --r-rAML ' !·-' r-rc rrrc-R"OOr::>'r nu cT-u rtE ... 3 ... .. G[: :I. 01'" 1 ·------ Nmu:: : CRC LOC 1 N: CAF~LSBAD - ttl• PG G F s MARKH QTY WIDTH DEPTH LENGTH ADO CAMe,ER rneu CANT CL e,ILLET TTL RT LAMS e.D FT TTL BF APPR WRAP ------------------·-1 183 1 5 1/8 15 13-8 4 S 24F-VB 1 14 140 10 149 149 IND LOAD 2 3 ie,4 · 3 5 1/8 16 1/2 . · . 23-9 ·. 4 800 1. 000 24F-V4 .-24-1 · 264-11 11 281 843 · IND LOAD W3 1 5 ltB---1-6 1/2 . 27 4 moo 1112a 24F V4 27 4 309-8 H 319 319 INB------l:OAO- 4 1 1 ie.s 1 5 1/8 19 1/2 28-3 4 1000 1.250 24F-V4 28-7 371-7 13 394 394 nm LOAD 5 2 ., 1B9 2 5-1/S--J..9 1/2 29-8 4 1000 1,375 -W'-V4 '30 i90 1i 414 828 IND LOAD-"' 6 2 ., rna 2 5 1/8 21 29-8 4 1000 1.375 24F-V4 30 420 14 446 892. IND LOAD (. 7 1 1 1B2 1 5 1/8 21 q-10-1/4 5 S 24F-V8 1 42-3 591-6 14 628 628 IND LOAD 8 ., ., "Bl 2 ~ -118---22-1/2 33-3 4 1000 1.62~ 24F-V4 3:,-: 7 503-9 15 534--l~D--bOAD-. 9 ., 1B7 2 5 1/8 22 1/2 48-0-7/16 5 S 24F-V8 2 48-5 726-3 15 771 1M2 nm LOAD (. ., ., lBl 2 5 1/8--24 41::.10=--U.4 5 S 24~a.--1 42-3 676 16 717. 1434---INO LOAD- 11 ., le.6 2 5 1/8 24 48-0-7/16 5 S 24F-V8 2 48-5 774-8 16 822 1644 IND LOAD (. 12 2 2 2e.s 2 5 1/8 25 1/2 37-3 4 1000. 2 .125 24r:.v4 37-7 639-11 17 678 1356 1ND LOAD 13' 1 1 286 1 5 1/8 25 1/2 37-3 4 1000 2.125 24F-V4 37-7 638-11 17 678 678 IND LOAD 14 1 1 . 2B4 1 5 1/8 25 1/2 47-1 5 5 . 24F-V8 1 47-6 807-6 17 856 856 IND LOAD 1ft: ?84.X... 1 5 1L8 25 ll2 41=-1 5 ~ 24~-1J8 1 47-e 807-=-6 17 BM 85~Ml}-- 16 2 ., 2B3A 2 5 1/8 27 53 6 S 24F-V8 2 53-6 963 18 1021 2042 IND LOAD (. (.~ 8 PC'S ___ __,__(() ___ ,=-=--==~------------------------ \'c)~~C) '\.:R· ----~~---------------------------- \\t._\J\~\O~~ TO f\D'"S) ~J\(C-~ ~ Q e:>4-~ ~' ' \'-~o' ,~G'lc:. .,,,cf>."\ _,'(,~ ' , 1½" LAMS FOR BENDING MEMBER LAY-UP ~ ·A# ,.. 4J ~ ~eyerhae~ser Company · WEYERHAEUSER PROOF LOADED FINGER JOINTS ATTACHMENT TO QUALITY CONTROL CERTIFICATE AITC 117-79 Combination: 24F-V4 DOUGLAS FIR Number of Laminations In Member 4-5 6 7 8-10 . 11 -15 . .. - · · 16-20 21-25 26-30 31 -35 3s..:..40 41 -45 46-50 51-55 56-60 NUMBER AND GRADE OF LAMINATIONS BY ZONE Number of 1 Inner Core Inner Outer Laminations Tension Compression Proof Loaded Tension· No. Grade No. Grade Grade No. Grade 1 1 302-20 1 L2 L3 1 1 302-20 1 L2 L3 1 L2 2 1 302-20 1 L1 1 L2 L3 . 1 L2 2 1 302-22 1 L1 1 L2 L3 1 L2· 2 1 302-24 1 L1 1 L2 L3 1 L2 2 1 302-24 1 L1 2 L2 L3 2 L2 3 2 302-24 1 L1 2 L2 L3 2 L2 3 2 302-24 1 'L1 3 L2 L3 3 L2 4 2 302-24 2 L1 3 L2 L3 3 L2 4 2 302-24 2 L1 4 L2 L3 4 L2 5 3 302-24 ·' 2 L1 4 L2 L3 4 L2 5 3 302-24 2 L1 5 L2 L3 5 L2 6 3 302-24 3 L1 5 L2 L3 5 L2 6 3 302-24 3 L1 6 L2 L3 6 L2 1 For those non-bending members that do not require Tension Lams (such as most arches, tension members and compression members) the 302 grade in ou~er tension zone is replaced with L 1 grade. P"OAM ,UU, 6/ao !H21 Pl'tlNT SHO~/TACOMA No. 1 1 1 1 2 2 3 3 4 4 5 5 6 6 Outer Compression Grade L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D . 1½" LAMS FOR BENDiNG MEMBER -LAY-UP . ,. Weyerhaeuser Company WEYERHAEUSER PROOF LOADED FINGER JOINTS ATTACHMENT TO QUALITY CONTROL CERTIFICATE AITC 117-79 Combination: 24F-V8 (Balanced) DOUGLAS FIR Number of NUMBER AND GRADE OF LAMINATIONS BY ZONE Number of Laminations Outer Inner Core Inner Outer Laminations Proof Loaded Tension Tension Tension Tension In Member Top & Bottom No. Grade No. Grade Grade No. Grade No. Grade 4-5 1 1 302-20 L3 1 302-20 6-7 1 1 302-20 1 L2 L3 1 L2 1 302-20 8-10 1 1 302-22 1 L2 L3 1 L2 1 302-22 .. 11 -13 2 1 302-24 1 302-24 -1 L1 L3 1 L1 •, - 14-20 2 1 302-24 1 302-24 1 L1 1 L2 L3 1 L2 1 L1 21 -26 3 2 302-24 2 302-24 1 L1 1 L2 L3 1 L2 1 L1 27-30 3 2 302-24 2 302-24 1 Ll 2 L2 L3 2 L2 1 L1 31 -33 4 2 302-24 2 302-24 2 L1 1 L2 L3 1 L2 2 L1 34-40 4 2 302-24 2 302-24 2 L1 2 L2 L3 2 L2 2 L1 41 -46 5 3 302-24 3 302-24 . 2 L1 2 L2 L3 2 L2 2 L1 47-50 5 3 302-24 3 302-24 2 L1 3 L2 L3 3 L2 2 L1 51 -53 6 3 302-24 3 302-24 3 Ll 2 L2 L3 2 L2 3 L1 54-60 6 3 302-24 3 302-24 3 L1 3 L2 L3 3 L2 3 L1 CONSTRUCTION LAB-ORATORIES ______ __,,. MATERIALS TESTING CONSTAUC_TION INSPECTION ALL REPORrS ARE SUBMITIED AS 'lliE ~IDENTIAL PROPERIY Of CLIEITT'S. AimlJRIZATION FOR PUBUCATION OF OOR REPORTS, roNCUJSIONS, QR~ _FROf OR REGARDil{; 'rHEM IS RESERVED FENDTI{; OOR WRITIEN APPRfNAL AS A MmlAL ~ON 'ID CLIENTS, TiiE PUBUC AND ClJRSELVES. REPORT OF CONCRETE 1ESI'S PROJECT: ADDRESS: CDNTRACIOR: CR C Series 6000, Lots 1 & 2 Fara'Ja? ~~ & Priestly Ave, Carlsbad ARr.HII'ECT: Krommenhoek-McKeown and Associates EN;INEER: Burkett & Wqng 4691 9/21/84 lDCATION IN STRIJCIURE: BLDG 6011, FOOTING LINE E @ 4 -SOUTH-EAST OORNER aJNCRE'IE SUPPLIER: Pre-Mix MIX 00: 51-2101 SUMP -IN;: 7 .O MJ:Xm:; Tir-E -MINS: 55 PIAN!' 00: c.c. 1YPE OF @ENI': II CI:H:RE'IE 1EMP: 70 SPECL"ENS MADE BY: Construction Labs. DA1E MAJE: 9-11-84 - FIElD IDENI'IFICATION: IAB IDENI'IFICATION: 7134 7135 7136 JG:. -DAYS: 7 28 Hold O\'.IE 1ESIED: 9-18-84 10-9-84 SIZE -IN.: 6xl2 6xl2 NV. -SQ. IN.: 28.27 28.27 CRIJSHm; WAD -LBS. : 33934 CIMPRESSIVE STREICm -psi: 1200 H/D: OORRECTION FACl'OR: CDRRECIED SIRE~ -psi: ~ SPECIFIED S'l'REf«;IH -psi: 2000 ' RECEIVED,. OCT 11984 CITY OF CARLSBAD Building Department TICKET 00: 83436 AIMDCTURE: AIR 1EMP: 7 2 WA.'IER ADIED: DAlE RECEIVED AT I.AB: 9-12-84 Respectfully Subnitted: CONSTRUCTION LABORATORIES 4881 MERCURY STREET SAN DIEGO, CALIFORNIA 8 2111 (818) 2 82-158 5 ' I ' REGISTERED IN.TOR'S WEEKLY REPORT '891 MERCURY STREET SAN DEIGO CA 92111 ( 71<1) 292 ·9.56.5 0 REINFORCED CONCRETE O STRUCT. STEEL ASSEMBLY -# JOS NQ '1~9 COVERING WORK .PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTt»l OF 0 PRE-STRESSED CONCRETE O REINFORCED GYPSUM OGWE-LAM.FABRICATION 0 REINFORCED MASONRY O PILE DRIVING ;fSOTHER 19 INSP1N. DATE LOCATIONS OF ~RK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. lf'ICludes information about-_amounts of material f.!loced or work performed; number, type, and identity numbers of test samples ta~n; structural connoctions (wolds made, h.t. bolts torqued) checked-; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COM PL VWITH rHE APPROVED PLANS SPECIFICA- TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIGNATURE OF REGISTERED !~ECTOR '3 -s-JtS: C. -;),/o/ DATE OF REPORT REGISTER NUMBER P-ROFESSJONAL REB IS TE RED INS? EC TIO NS, INC. 7895 Convoy Court San Diego, California 92111 Phone 292-0E ~ # INSPECTORS WEEKLY REPORTfR_/ -~~2-+ No. I ~~~,~~E;N •••••••••••••• 1.~!t..r.li.:f.:. .... 19. COVERING WORK PERFORMED '.:J REINFORCED CONCRETE Vs°TRUCT. STEEL ASS EMBLY :--; GLUE• LAM. FABRICATION WHICH REQUIRED APPROVAL BY :J PRE•STRESSED CONCRETE -::J OTHER _; REINFORCED GYPSUM THE SPECIAL INSPECTOR OF U REINFORCED MASONRY -PILE DRIVING ...................................................... JOB AOORESS BUII..OING ,-ERMIT NUMB ERi .-L.AN Fl L.E NUMBER 7.-3-10 P,re.14 T>14-'f /)vG-., C It-fl c:s ,~ fH=>· ?¥-~tr OWNER OR ,-ROJ:a:CT NAME ARCHITECT /4 ((.!9LC...-~rec... K/2.om-.rn t:....,,,_;,1-c,se '/)1~ k' 6::Jµi,c/ s!l'lsSttsc. CONSTR.MAT•t.. (TYPE, GRACE, ETC,) DESIGN STRENGTH /SOURCE OR MFGR. ENGINEER 6 c.) /2,)C 6-?r ef-10 0 ;..JG'. DESCRIBE MAT·L.·. (MIX 0£511.Nt RE•BAR I.RADE & Mf"GR.,' W°El..O•ROD. £TC.,) GEN ERA!.. CONTRACTOR 61,-Gc,r&oP c 6 f~r~ c.-y-rt-6-~&L.,L GD;1JP/.J-tV/. CONTR. O°j]G REPORTED WORK 6 o ~/:JA..15 W ec..'DJ"-.)C LAB. RECEIVING & TESTING CONSTR. MAT'L. SAMPI..ES p ?{ l A.) C.' . INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. DATE INCI..UOES INFORMATION ABOUT -AMOUNTS OF MA TERI AL PI..ACEO OR WORK PERFORMED, NUMBER, TYPE, & !CENT. NO'S. OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS (WEI.CS MACE. H.T. BOLTS TORQUED) CHECK EC: ETC. ;i){!r;(g1 ~H-ow /JP -r, mG 0 J..J '-{. dtJtt,OJ.-JC M.}"1t-t,...~ ,v-·o-r- p 1-VMfJG-C> .A-::. -i-Gr~ l1v R_)V). v<J G~uai·rL. Pt.rL/Con)IY)~ Fr L-"'-'-=;-1..U Gt, C, ;A)r_ o..w c,_ 0 /4.3 ""-' S C I I O N {Pi.~-,-~ t!:JA.J ;-' I i-r .) P p /TAJ e-t.rS f¼--T '2. Po1.uTS ,.c:;.,-;-D "'\.> I= t-i::,,..., G... .,._J.J ~ r::, c_oc. l.lm ,v.5 -r-a /mas-i) Pt.,1+1c""::> - CERTIFICATION OF COMPLIANCE I hereby certify that I have inspl!Ctlld all of the above reported woric. Unless otherwise noted, I have found this work to comply with the approved plans, specifications, and applicable sections of the govern• ing building laws. z,u "'""..,.. ,Jf' p A-"' 6 '-""> . A I /.;A. J-1 / \k~ \ \4i 'ti V '" 1 ~,~ v PROFESSJONAL REB ISTERED INSP ECT10NS, INC. 7895 Convoy Court San Diego, California 92111 Phone 292-06 1NsPEcTORs wEEKL v REPORT Pa, 'Q, g ,sz,,,'f No. l ~~~l~~EOKN •••• ..?..t?..l..k~l..s.Y.:. ...... 19. COVERING WORK PERFORMED '.:J REINFORCED CONCRETE • STRUCT. STEEL ASS EMBLY CJ GLUE• LAM. FABRICATION WHICH REQUIRED APPROVAL BY :J PRE•STRESSEO CONCRETE _; REINFORCED GYPSUM LJ OTHER THE SPECIAL INSPECTOR OF n REINFORCED MASONRY :_,; PILE DRIVING ..................................................... JOB AODRe:ss BUi~l:3;;t' T NUMBER/ Pl.AN Fl l..e: NUMBER 2310 ~frf?~P~i4v~.cl}--/4~5ef.ro OWNE:R OR PROJZCT NAME: ;?e.::: ~µ A-6 Gk IJYZ-=-k/-oz.4 ?J ¢ /bs.:-c; l<o 1.-'-, Ce(:_,. 6 c>oo <; ee, r;-s ~ CONSTR.MAT'l... (TYPE, GRADE, £TC,) DESIGN STRENGTH 'SOURCE OR MFGR. ENGINEER . .A.Jo~.4-t< -J1GJU11tE:5 TG£ / A-s-soc::-.. DESCRIBE MAT•L• (MIX OESICN, AE•8AR t.RA0£ A Ml"C.R.,., W£LD•ROD, £TC.,J GEN ERAI.. CON TR·ACTO R Gz,&-e,~o>7G: -~ Ro If -,;;:e= j<::o 1.,L--Co~ CONTR. DOING REPORTED WORK . i=-D H/-ru.,~J JtJ.5 /J..JGl.,!)J NC . 1..AB. RECEIVING & TESTING CDNSTR. MAT'L., SAMPI..ES P 121 /p-e.. INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC, DATE INCL.UOES INFORMATION ABOUT-AMOUNTS OF MATERIAi.. Pl.ACED OR WORK PERFORMED; NUMBER, TYPE, & ICENT,NO'S, OF TEST SAMPL.ES TAKEN; STRUCT. CONNECTIONS (WEL.OS MACE, H,T, BOL.TS TORQUED) CHECKED: ETC:, id/2.ifq V: S(/#t,,t, '/ /,.; ~/>(?CT(f-0 rl 1-4/i;, wee,£)1,'..)G.-oP C /'f7:J JZ-Z> T/G-5 ,A-"I /Z.(;') 0 ~ 1-G-c.) (;r /.. c> ,c.. 9 L--v'-~ G. o r /. UE!"TAI(.. It,, /s-11 ;Z,G Vl~Go ~ PG-te. /Vo.:,,(J a-1c--//,/ Gd t-m 6-5 -rG£ • 1Z G01i10AJ )'d-~ k-r S°'X' -2.. o....:> Pfr"-'6--l-~c-Fj Z3l,,Z>C., t:::,ol/.,, ./lvZJhZ> 1/M@l:D µ;,e '-1> Pt..;9--rt;. JD ~ .. J'rri GAJ?:::> ~ P/.?,util..-rv /JJ /,J--rc;lt' U){3f,'i) p C. l}-'/6 1µ IJ-DJ01 ,-.>,.,.J(i., PR-1.>6-t-1 Pt...19-r? "5 6-C ti .e,G-D t.AJ i r-11 ~-s/r/'tJ t. Jit'' //rt-r; /Ce,,o//,C. 8,:;;t--P;;. Revt51plfJ §'11£-G-r ~X-I S'~t.A.Js ¾ ., r tr A-'{;)Ot?O p 1-/rTG '# X tf x' IL ~ .B / ~ '5 T /}-i,,L 6-1;) IA> t n-1 4--¼'a, )( cf'' ~II~ 'Bo ~7'5 72> 1< GP t--f'rC ff IM.@GP Pt-/f-rb 1 /-1/}T /J /p110e.,)r 01::::.-L../A.>6 ~A) ///J"NG-{.... )_ f_ 1f'e 111f11> u ,:;,.1/;rr~-r ~x-=-.3 5r/ot,u-5 JZ 6-t,l.r., ,t. ?' A.) c) J7 Ct:>J,f/,m l'.J t,.p}...) ,u ,,;re, 17 {J,J 6 J,..) F~~t... "2-tf a> T< v-PJ--#C# c' t::> µ ,/tJ C,----?r 7/,,} ~ 77/-,?--r I? 12'' e, ur I.? ,c.. P ~-19-?e_ ' ' -~CPIIZJAIJllll,,.-ruus-- 1 ~ -v h IV Ce U OCT 2 91984 ' f'\IT\/ nr-nn '""' --.. -' va 1 1 VI vnnL~·D.MU i ~ ,i:_:_· -~ :_ -D •• 1 1A1:--I'\ ___ .. ' . ! , ---·11-cioac, n,v_.r' .. l 1ra11valti ' :_, ...... _, CERTIFICATION OF COMPLIANCE . )//~GV1/?Jk~ I hereby certify that I have inspected all of the above reported work. Unless otherwise noted, I have found this work to comply with the - approved plans, Sf)eCifications, and applicable sections of the ovem-7 SIGN TURE OF REGISTERED INSPECTOR g ing building laws. DATE OF RE:PORT REGISTER NUMBEr > .,. , PRO_FESSJO~t~L REBlSTERED INS?ECTJO?iS, INC. 7895 Convoy Court~ San Diego, California 92111 Phone 292·066C INSPECTORS WEEKLY REPORT COVERING WORK PERFORMED WHICH REQUIRED APPROVAL. BY THE SPECIAL. INSPECTOR OF JOB AODRe:ss 2."'3/0 6011. Faraday Road 0 REINFORCED CONCRETE 0 PRE•STRESSED CONCRETE 0 REINFORCED MASONRY No.3524 FOR WEEK 1 Q-2 - ENDING ON··•·•••••··-•••••••••••••··•••••••••-•••, 19 ••••• D STRUCT. STEEL ASSEMBL. y D REINFORCED GYPSUM 0 PILE DRIVING 0 GL.UE • L.AM. FABRICATION ~THER ......... w.e.l.dJ n.g ........................ . BUIL.OING PE:RMIT NUMBE:R PL.AN Fl L.E NUMBE:R 84-348 OWNER OR PROJE:CT NAME: ARCHITECT CRC --6000 Series Krommenhoek/McKeown & Assoc.iates CONSTR.MAT"L.. ITYPE, GRADE, £TC.) DE:SIGN STRENGTH SOURCE OR MFGR. ENGINE:ER Nowak Meulmester & Associates DESCRIBE MAT't.• lMIX. DESIGN• 111£•&Aft Q,JIAOE • MP"C.R •• W£L0•"00, ETC.J GE:NE:RAL. CONTRACTOR #7018 Welding Rod The Ko 11 Co. CON TR. DOING REPORTED WORK Ed Hawkins I.AB. RECEIVING • TESTING CONSTR. MAT'I.. SAMPL.E:S PR I , I N_C. INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPL.ES TAKEN, WORK REJECTED, JOB PROBL.EMS, PROGRESS, REMARKS, ETC. IN"Ct.UDe:s INFORMATION ABOUT-AMOUNTS OF MATERIAL. ?I.ACED OR WORK ?ERFORMe:c; NUMBE:R, TY?E. • 1ce:NT. NO"S, OF TE:ST SAM?L.E:S TAKEN; STRUC:T, C:ONNE:C:TIONS (WEI.CS MADE:, H.T. SOI.TS TORQUED) C:HECKE:C; ETC:, 10-26 Inspected welding of weld plates on both top and bottom of tilt-up panels. Welder: Gary Johnson cert.# 3987 CERTIFICATION OF COMPLIANCE I hereby certify that I have inspected all of the above reported work. Unlea ottt•rwise noted, I have found this work to comply with the approved plans, ~ifications, and applicable -=tions at the 11ov•m- in11 building laws. PERVfSWTURe: OF RE:Gl · ·10-26-84 CATE: OF FlE:PORT REG!s~Er: NUMBER CONSTRUCTION LABORATORIES MATERIALS TESTING CONSTRUCTION INSPECTION AU. REPORI'S ARE SLJBMI ITED AS THE mNFIDENTIAL PROPERTY OF CLIEITTS. Al.TTIDRIZATIOO FDR PUBLICATIOO OF OOR REPORTS, ON:WSIOOS, OR EXI'RACFS FID1 OR REGARD IN:; 'IHEM IS RESERVED PENDOC OOR WRITTEN APPROVAL AS A MIJTUAL PR01ECI100 ID CLIENT'S, THE PUBLIC AND CUR.5ELVES. REPORT OF CONCRETE TESTS PIUJECT: C R C Series 6000, Lots 1 & 2 PROJECT NJ: 4691 ADDRESS: Faraday Ave & Priestly Ave, Carlsbad DA1E: 10/25/84 ""-f'#'"':l'h,"7"=->:-Y4 .. .., .,.;: • .,.'-1'--•."!l'."'l,,. .;,..,.,i. i,:-..,,r•~~.~y ... ~,-,, _ .._ • ...._,c< -\·~-.._,. ;,;._~IJ_r,,..,._ .. , ,~\.,>~~'!r.7....,_.,_.,.,_~~-....... $,"" ._...,.: • .,. ... ': -~~)~~""~~-.:,,.,'h~'l" • ...-,s.·*1,.~"f~11-""~;_ ... t... ...,., •, ~, .. •-. ~-• ARCHITECT: Krornmenhoek-McKeown and Associates EN'.;L'EER: Burkett & Wong I.OC.ATIOO rn STRUCTURE:: PANEL # 13 rolCR...'7:E SuPPLIER: MIX 00: Pre Mix Concrete 50-00081 SWMP -IN.: 3 MIXING f111E -MI.NS: 45 SPECi~S MADE BY: construction Labs P.i..ELD IDENTIFICAJ'IOO: lAB IDENTIFICAJ'IOO: 8110 N.;E -DAYS: 43 DA1E TI::STED: 10/25/84 SIZE -IN.: 6xl2 AREA -SQ. IN.: 28.27 CRUSH.IN:; lDAD -LBS. : 79239 a::MPRESSIVE srnENGTH -psi: 2803 H/D: CDRRECTION :ACTOR: (}) illRRE .:TED STRENG ill -psi: -SPEGfflED STRENGTH -psi: PIANT 00: Carls 1YPE OF CEMENT: Reg. CDNCRETE 'IEMP: DAIE MADE: 9/12/84 8111 8112 43 Hold 10/25/84 6xl2 28.27 84698 2996 a 2000 TICKET NJ: AIMIX'IURE: 1224E, 344 AIR TEMP: 75 \.lAJER ADDED: 25 OOE RECEIVED Kr IAB: 10/23/84 I I A8Q1 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 (619) ?A?-9565 CONSTRUCTION LA BORA TORIES MATERIALS TESTING CONSTRUCTION INSPECTION ALL REPORTS ARE SUBMI ITED AS nlE CDNFIDENI'IAL PROPERIY OF CLIEm'S. AlJIHJRIZATION FOR PUBUCATION OF OOR REPClU'S, o:NCUJSIONS, CR EXI'RACTS FRCM OR REGARDJN; 'IHEM IS RESERVED PEND:N; OOR \iaUTIEN APPRfNAL AS A MmJAL PROIECTIOO ID CLIEm'S, nlE PUBUC AND ClJRSELVES. REPORT OF CONCRETE 1ESTS . PROJECT: ADDRESS: a:lNTRACIDR: CR C .~ies 6000, Lots 1 & 2 Fak~fAve & Priestly Ave, Carlsbad ARCHITECT: Krommenhoek-McKeown and Associates EN;INEER: Burkett & Wong I.OCATION IN STRIJCIURE: SLAB ·oN GRADE WEST END, BLDG #604 cmc:RETE SUPPLIER: Pre-Mixed PlANI' to: MIX 00: 50-0016 1YPE OF c»E"IT: SUM> -IN.: 5 ~'IEMP: MIXU«; 'IDE -MINS: 75 M.V. II SPECl--tENS MADE BY: Construction Labs I""1E MADE: 9/18/84 FIEID IDEm'IFICATION: IAB IDENITFICATION: /CF. -DAYS: IlA'.IE 1ES'IED: SIZE -IN.: m.A -SQ. IN. : CRIJS~ LOAD -Ul.S.: C01PRESSIVE STREtClH -psi: H/D: OORRECTION FACIDR: OORRECIED STRE~ -psi: SPECIFIED STRm'.mi -psi: A 7311 7 9/25/84 6xl2 28.27 56.280 1991 B 7312 28 10/16/84 6xl2 28.27 80288 2840 2000 C 7313 Hold TI<l<ET to: Ailfil{lURE: AIR 'IEMP: Wi\lERADIE>: 4691 9/28/84 090274 Pozz 344 70 25 Il!\'.IE RECEIVED AT. IAB: 9/19/84 4881 MERCURY STREET SAN DIEGO, CALIFORNIA 82111 (818) 282-86815 REGISTERED INSPECTOR'S WEEKLY REPORT •891 MERCURY STREET SAN DEIGO CA 92111 I 71 •I 292 -9565 JOB NQ l;09 I COVERING WORK PERFORMED 0 REINFORCED CONCRETE 0 STRUCT. STEEL ASSEMBLY WHICH REQUIRED APPROVAL BY 0 PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM OGWE-LAM.FABRICATION THf SPECIAL INSPECTOR OF 0 REINFORCED MASONRY 0 PILE DRIVING D OTHER JOB ADDRESS 23 /0 f-A--R~Ar'-j-'FOR WEEK Cf-29-19ff'y NR ENDING OWNER OR PROJEC~~l.SSAd) R £~£*'2-G.H. ~~ BLDG. Pf.R~,u-5 y '8 rAN FILE NO CONSTR. MAT' L (TYPE, GRADE, ECT.) 8 U I '-µ( JC.., 6 (50/{ ARCH~T . $ M Kt. !cO MM ~IV /-fOtEt< C £.o W'/\/ DESIGN STRENGTH 15ouRCE OR MFGR ENGINEEW OW/'TiC 4-~0('.'. DESC~{(,D.to'~~~dE BA~f"GR As-S'i"H ~ rr GENERAL 'Jt'-TRACTOR 0-LL Ge~£ '-i-0 . (k l C°K.R DYG ,,PORTED WORK , L c> 1 121e gt;€/c.. Cotv~ Mt'JC ~ s--0-or.JO~ ; J~fo:D, LAB ~E1v1NG & TESTING coNSTR.LAT'L s~ _ ,..,ri7<.,.t-t~01---~ ~ES V CONTRACT NO. ' INSP'N. LOCATIONS OF W9RK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about-amounts of material ~laced or work performed; number, type, and identity numbers of test somplH DATE tok~n; structur.ol connections (welds made, h.t. bolts torqued) checked-j etc. Cf-27 I IV $,(J€..e:f'ED kl-,.,./) .._. "' ~ ~~ ~ , . .._,, 1"'--/Jl~ ,~,,._,~~11\...G '~T£E--L F-o/<. P-*7v£l.S I, 2, 3, L/, G, 7 VtER-,,c.,EJJ l"'lD&"lA£,e_ I r S/2~ i G-Rl'rbE p-o 'Z!y?OI\., ~-1) Qlf'A-NTT~ e-1=-( 1U, ,._,, P-ofe(Lt 1'--G -j'~ ~ ~ A,!{. I,_. ( p /2.,0J ~ -;!-p$€/ A ett,trDN. t'/-Zt Wr ~g ~ ' '-. ;OL-M-£ M €-N r ~-t!> e..o /Iv' _g..[) L-f .J) A-17 0-IV EH~ A7PPR.-0 /Cl M ~V zg,cJ @,(J. y.JJ~ &F f)R.€-/11' ( X'P-d; eDt10~ Nte-6 p,.._ l..r-;,~ vu ,---~t+Mr;;,d}) ~---0--V E .{, ~ C-<)~ -cf~~ M'A-/eRED I. @Re r, Ft!.2.01'1 rr--ce /J¼vfi;.L 2 W/ H-f /-'\--1/ ,, .J'Lt , ""'f1 . '• w1 /IV.'SJP·~ ';Dt..-~r-/0-/ ~~ A Jtl II= .r, r!f=.-0 EH::::: , -, ----,- . I -+-hSE.L Fo~ !fJ-"t-,vfS.-l__g ~tt.: II 1z, 2V, Z~ /? ~ 1vl=f)etll ~' I tE<J 1vPt ~£6 p ,et:) ;0-/S.f'e s12e 61'e-l+-l:)1~ 1e-oz1 r70A.,, ~..D Qltl'\-N'T7")--y ,_ r -4-hfi=L . I /'t1 13 tE.L:> S A-::S &t,;::. fa€11vPo~.,A.,(j -~ CP..,R. (A-,P~.J /E..12.r"" &-10£<!!.-(FI ~DA/, IV ffl A tf'dj M_ 1 ss1,J (' 3 a=.y ~ ,a ~__g /1-1 J° /1-fv1'S: L Z'I .A-1v-.d V l:f::.t X C/ I rvp F~ /J/UC. u_p .St~. L tE. .tJ a-,~,g ~t..Oet~ A-lv-D l3tf=.~ .s~ Wette.C: Iv~ I I }.,, JJlt+'-E. /0-2 /tv~/J~ /fc-rv./:, .oL_,!!1""~£\-f"'E-1:, ,. V / ,,..__'°~ ,:;u;;:. t ,_ tee /?!.e< ,._, '- -{~ /=-{) 12-p,+,..., a!. "#-tt= II I IZ,'2Y1 z.s-i~ !'SI, 2../, IG V£R-ti=--ttE:1) r' ~J")..::::"'J::, .r12 £', ~ tE, J.:J OZ-I n 8-"'-A-N'..l) -, ~ ' r I CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COM PL YWITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. REGISTERED l~CTOR 0 f!1" ZJ..u ~ REGISTERED INSPECTOR'S WEEKLY REPORT Construction laboratories 4891 MERCURY STREET SAN DE IGO CA 92111 ( 714) 292 ·9565 COVERING WORK .PERFORMED 0 REINFORCED CONCRETE 0 STRUCT. STEEL ASSEMBLY WHICH REQUIRED APPROVAL BY. 0 PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM OGWE-LAM.FABRICATION T~ SPECIAL INSPEC"TOR OF 0 RBNFORCED MASONRY 0 PILE DRIVING D OTHER J08 ADDRESS 23/0 f-~""'Y rOR WEEK /0 -6 -19fy N~ ENDING OWNER OR r11~r~E~ -, ,, ... RE!!. e.i. f'o..r.,1 .I ........... -\ ~r--£,l) BLDG . P/:R'r '? _ 3 '1 'i? rAN FILE NO CONSTR. MAT'L (TYPE, GRADE, ECT,) {~ L( ( L.b { fv b 60 I { ARCHITEL T . DESIGN STRENGTH 15ouRCE OR MFGR. ENGINEER DESCRIBE MAT'l. (MIX DESIGN, RE· BAR GRADE & Mf'GR GENERAL CONTRACTuR ' , CONTR DOING REPu.RTED WORK LAB RECEIVING & TESTING CONSTR. MAT'L SAMPLES CONTRACT NO. INSP1N. u;>CATIONS OF. ~RK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. lf'ICludes information about-.amounts of material ~laced or work performed; number, type, and identity numbers of test samples DATE to~n; structural connoctions (wolds made, h.t. bolts torqued) checked-; etc. /o-z. .(:i>U/trlv'lr'ry 0--&=-~t ""'Fotee.1 ,-.,,G ~ ~ ~ e..ow°l' F-();€ I,._ /)R.-0.J~ ;.Jr,;;:;:::,, t=/ e.M7 DIV , L.. /£.I)~ . ,l /.3t-cJ~ A:-tv/.:, r,._.,, &E-l)S VV-£/?.fE. /V~ IN -p lA-t..,E. . 3~Y t3MS' (rvp Sf'l=i=.1...) ,,A,:-,,-1:J lf t:t=(;; x 1' ~ ptC-A!. 4-f.) s-NE:.E-l 1/V~ /V'//SS.tf'v6 A-v" pA.-tvS:..L ZY. fo-3 J V£ta1P-1E'.!)v /lv~ON Of::-l tED 6-£12~ /Sl-OLJ~ . . IM P.:Jfe.(:, .t Pl<IOfe. '1'V pu+e.:E..M. (iE:.1,.,,4 A-,v..O e.-0 4,-....r, -0 t,. I J) ~ '()-A.., 0-f:. .... --.....-.. 'x.1M~7' ( S-t:J, a (!,U. yt;J. 0-f!=. J!*,F-M }..X ~..D r •p,-1 ~N~ 16 ~ SL .S. II I 12, z y I z.5--/6 I /'il,2/ FOR ...5 t I ~r ~Iv~ :S -4-; 77;" ES IYf ~~ C: RC!!._ A(fi!__()~ ~ PAr-f..-.1= L Z.'1 wrH!r A-'<t 1/z ,, ~ l-f I ~ -f) ( ..s £.'c' o+=-~ ) f~l-eS !2Eptec.~f=:.IV, V _grR_~d-n-f Ml"\-1/ N01 A-e-~ 135--~ ' MI.S~Nt.'j IA/~ p!e,c,Ed) up ~ ~ ..!A-1'--Uz DAV ,_ /T"MA-t)t=. I A ,:a~ r!" I \Ir-" ---_.....,.,.gWldlMlilillf,' UCT 151984 r.fTY ()f: f\l1DI CDl\n .... 11 --...,,. llad'/ Buildin2 0An~rtm.:inf- CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COM PL YWITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIGNATURE /IJ-5--~ INSPECTOR t!-/M -l.l-0 DATE OF REPORT 1REGISTER NUM&ER I REGISTERED INSPECTOR'S WEEKLY REPORT Construction Laboratories •891 MERCURY STREET SAN 0EIGO. CA 92111 ( 71 •l 292 -9565 COVERING WORK PERFORMED (] REINFORCED CONCRETE 0 STRUCT. STEEL ASSEMBLY. JOB NQ 4691 WHICH REQUIRED APPROVAL BY 0 PRE-STRESSED OONCRETE D RElt-.f'ORCED GYPSUM OGWE • LAM.FABRICATION THE SPECIAL INSPECTOR OF 0 RElt-.f'ORCED MASONRY 0 PILE DRIVING D OTHER JOI ADDRESS NO lOfl IFOR WEEK 10-5-84 19 2310 &2330 Faradav Ave. Carlsbad. Ca. ENDING OWNER OR PROJECT NAME IBluu l'fRMIT NV rA~ !llE NO C::i-rl sh::irl R<:1::1~<:1::1-rrh Center 84-348 & 84-338 CONSTa. MAT'l (TYPE.GUDE, ECT.l ARCHITECT fm 3000 concrete Res:. cement Krommenhoek & Mekeown & Assc. DESIGN nUNGT" rOURCE OR MF~lt ENGINEER 3000 nsi Premix Cone. co·. NowaK -meulmester & Assc. OESCRl&E MAI'l (MIX DESIGN, U IAR GRADE I MF'GR. GENERAL CONTK.t.<. ,v• ASTM A-615 Gr. 60 Rebar Koll Company CONTR 0~ING REPv•1t0 WuRK ASTM A-36 Embeds Riley-Presser l.t.8 RECEIVING & TESTING CONSTR MA1 L S.t.MPlES Res:. Concrete·with Pozz 4/344 Admix. Construction Labs. -.. •~v, NO. INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, J08 PROBLEMS, PROGRESS, REMARKS ETC. Includes •nformation about-amounts r:I material placed or work performed; ,-,mber, type, and identity numbers of test ~pes DATE token; structural connections (welds made, tl.t. bolts torqued l checked i etc. 10-4 Inspected reinforcing steel and embeds for confrmance to the plans and spec. also checkin~ clearance of reiforcement to forms on the following panels Building# 6016 Panals #'s 5, 9, 10, 11, 12, 10-5 Inspected placement of structural reinforcedcancrete in tilt-up panels as foliows Building #6016 panel 4ft' s 5, 9, inspected placement of concrete in panels . CERTIFICATION OF COMPLIANCE. :EREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE PORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND :IS WORK TO COMPLY WITH THE APPROVED PLANS SPEC I FICA· )NS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. 10, 11, 12, . In building# 6011 #' s 8, & 9. 10-'IZ-~tj) c-1 zf DATE Of REPORT REGISTU NUMBO REGISTERED INSPECTOR'S WEEKLY REPORT · Construction Laboratories ,891 MERCURY STREET SAN DEIGO. CA 92111 ( 71') 292 ·9565 COVERING WORK PERFORMED EJflEINFORCED CONCRETE 0 STRUCT. STEEL ASSEMBLY. JOB NQ4691 WHICH REQUIRED APPROVAL BY 0 PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM OGUJE-LAM.FABRICATI0N Tt£ SPECIAL INSPECTOR OF 0 REINFORCED MASONRY 0 PILE DRIVING 0 OTHER Joa ADDRESS roR WEEK 2310 & 2330 Faradav Ave Carlsbad, Ca. NO 1 of 1 ENDING 10-12-84 19 OWNER OR PROJECT NAME BLDG. PERMIT r,u rANN/~ NO r.~rlsbad Reasearch Center 84-348 & 84-338 CONSTR MAT'L (TYPE.GRADE, ECT.) ARCHITELT Assc. Structural Concrete Kromme-µhoek -mekeown & DESIGN STRENGTH 15ou1cE 011 MFGR ENGINEER 3000 nsi 28 dav Premix Nowak -Muelmester & Assc. DESCRIBE MAT'L (MIX DESIGN, RE BAR GRADE & Ml'GR. GENERAL CONTRA'-1uR ASTM A615 Gr. 60 Koll Company CONTR DOING REPuRTED WORK Tvne II 5~Sack Pozz #344 Riley Presser LAB RECEIVING & TESTING CONSTR. MAI l SAMPLES ASTM A-36 Embeds Construction Labs. ivuNTRACT NO. INSP1N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES "mKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about-amounts d material placed or work performed; number, type, and identity numbers of test samples DATE token; structural connections ( welds mode, l'l.t. bolts torqued) checked i etc. 10-8 Inspected placement of structural reinforced conrete in tilt-up panels checking clearances and embedments in building # 6016 Panels #'s 19, 25, & 27. took concrete cyl. samples for testing. 10-10 Inspected placement of concrete in panels as noted above in building#6016 Panels #"s 18, 15, 21, 19, 16, 13, 14, 17, 22, 23, 24, Took concrete cyl. samples froopanel 14 for testing 10-12 Inspected placement of concrete as noted above in building # 6011 panels #'s 10, 22, 13, 17, 15, 19, 20,§c 14. Took concrete cyl. S8:ffiples from panel# 14 for testing . CERTIFICATION OF COMPLIANCE. I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIGNATURE JO -r-1---Bt.f INSPECTOR c-12-,tz DATE OF REPORT REGISTER \;;aeR TO NOWA~·MEULMESTER & ASSOCIATES 7825 Engineer Road Suite 101 SAN DIEGO, CALIFORNIA 92111 {'I ."I ;i"-)"·0 r1 <2, ?'f) \::: V. i • "' (619) 560-5923 G.... ,,~ ;lot\ GO, l?'.commea b,..,~k. /Mcl<c:wuo WE ARE SENDING YOU D Attached D Under separate cover via_-1-f"".1--->Ja~i ..1..l _____ the following items: COPIES D Shop drawings D Copy of letter DATE D Prints D Change order NO. D Plans D Samples D Specitications 121 oh-:tche" DESCRIPTION 6 -z < x:.-~ ,(, X.-10 . ' rii>I..{ fnf\.tf'-.'f'-t !,ol/', 0,, .... ,., i I<-Rlri,-.,._ hnl ( ri-e.(d i::? -r">/l tt-+ ( tn-74-a~) ..J I , . L R ... t'JI'\ • (',,,fl e..,Ctid',.( ( tn-7-.,-R41-) '/ THESE ARE TRANSMITTED as checked below: D For approval J23° For your use D As requested D Approved as submitted D Approved as noted D Returned for corrections D Resubmit __ copies for ap·proval D Submit __ copies for distribution D Return __ corrected prints D For review and comment D ------------------------- 0 FOR BIDS DUE _________ 19 ___ D PRINTS RETURNED AFTER LOAN TO US REMARKS ________________________________________ _ ~7 · CCPY TO. _ _.Kd-'=--'-'-(1__,,C"'eJ=-'-------------- SIGNED: ./3,.,llL ~ 1>onrv,rT .,,n., ,~--=I'-· ,. . .• _ -~-If enclosures are not as noted, kindly notify us at once. N0WAK-.MEULMESTER & ASSOCII S TELEPHONE CA L Received or Placed • 7825 Engine~r RoaJ, Suite ,u1 San Diego, California 92111 (619) 560-5923 Name: Beb 1::::,: k:: Address: ILol I Co ·,"'l:,ca<l R<f:z(, ce:h Pa r-k RECORD Date : Io -23-8 4- Job Name: C.12( ½QCO Job No: 64--0'7'10 Subject or Purpose of Call: k:Ldd plu+cs IV) d:<t@il::s 1-z,/~l\1 )4/£,tl, 1i;;/<1\ > Remarks or Comments Concerning Conversation: In q pr<«'i'IOU;-$ phan-e Coo,rer::-ajwn , Rab T'fk.:e 1n+on"'<-d ['}< of pl"'Dblem-$ wi-+b (,,ve.!d L/~1:9 or +~ >/4 ,, Ih-x 3? Pr, piat<:s. \I"') \1-ev 0~ 1/z_ ,, Th. x 4 Dp plti.-t~ c::onne.::.t1n w-dd 1ti-t<s. I r-e:'11 1 -Gd +he lood~ at Original for Job File Copy to: ID -------------- pla+<6, CAY'<.- our CO()'./-{ r-5,::::\i I O ~ Signed: &:cit. d2f_;cy-d J J TO NO~~VJ\K~f :i!EULI\e1ESTER & ASSOCIATES 7325 !:.r:~tn€t?r Rc~d Sutte 101 SAN CHEGO, C,L.UFOr'tN!A 921li {611?) 560.-5923 { ,-i .- THE FOLLOWING WAS NOTED: + { ·rr DATE '-24- PROJECT LOCATION CONTRACTOR ,,. Ii ,._ WEATHER PRESENT AT SITE _:~.J.- ' ~- OWNER TEMP. I....-· I 1--J l~~)'j AM PM > __ -'_,,,...4.::__:.:...c.:.'--_:_ ____ _;',._--__:_:· ·:..:·'....:·-'1'--_ ___cc..'..!.~-=-....:....-"----r-~_1_.-'-:_·,,_. :....· ___ · :.c! ''--~-'-..:c·__J-t-'.'---:___..c....:--'---=----~~------------ '\ , .,. I I/ ·:'..,h 1; 11 pfa-t<-wdd > C.OP1ES TO_,_--_______________________ _ ·=;;GNED ______________________ _ BY¢;, 7 DATE 10/8'4 NOWAK-MEULMESTER & ASSOCIATES CONSUL TING STRUCTURAL ENGINEERS PROJECT ___ il~A6~-"""'-------SHEET NO. ~-10 OF_ .. _______ JOB NO. E2._f.::Q1.q_Q_ __ _ -+ --J..--~l~r<A FL ---······--·--·-·· -:Y4 "rP Hl'-11 KHIK-SOiJ"' .S 1-4/ MIN: 6""'f-:NBE0·(7 Tor:) NOWAK·MEULMESTER & ASSOCIATES CONSUL TING STRUCTURAL ENGINEERS BY 1,¢:, DATE I efa4 __ PROJECT ---'AZ~SAQ_l2f:"~ectl. CE:H11:lZ SHEET NO. ~"":L OF __ _ E!eLP COfefc.-n?_N~-----____________ JOB NO. __ _ si...o::;. GOii: Poe ITE:M~ Nor NDrEO SEE $H. ~-z PAN~i-.@ r I I : + S~I:: qA/~l I fO~ PL..,A 1E z ,, T ft:_ ."3/ 6 X 6 II JI. 0'-'1 ". 1,--j / Z-S/8 J/e -.. 3 11z" HILJl Kr-UK-E:Ot:r + I+ ;,N I'll . I . FANJ:::L..@ -----PANa.@ -~------ 0======= ·--.. - ·---· -+ -t ·---., CONSTRUCTION LABORATORIES MATERIALS TESTING CONSTRUCTION INSPECTION REPORJ l.lF CONCRETE TESTS ADDRESS: CDNTHACT\JR: A~'."1-llrt:n: C R C i~i{u 6000, Lots 1 & 2 Faraday Ave & Priestly Ave, Carlsbad Krommenhoek-McKeQ\,;n and Associates lJX:Afl,"Y., .;::,; S::C(TJR£: BLDG. 6016, PANEL #11 Q.)(-;CRETr~ SliPPi...~;:R: Premixed Concrete Co. PLAt-IT N'..l: M1X >i-': 50-0008 TYPE 0F CE.'11:S:-: Regular Sl~l'-fP -l.\. : 4 MJ,rn,_: n"f -~:-;~: 45 SPECI"lENS ~ BY: Construction Labs TIEUl LJE\'TIFICATlON: I.AR Tr£ \'TI Fl O\TlOO: PD-~ -DAYS: DATE IBSTED: SIZE -IN.: ARE.A -SQ. IN.: CRUSHl~ lDAD -LBS. : CXMPRESSIVE STRE~ -psi: H/D: Q.)RRECTh)N FACTOR: U)RRECTED STRE~I1-I -psi: SPECIFIED STRE~ -psi : 7802 7 10/12/84 6xl2 28.27 60275 2132 DATE MA1.1E: 10/5/84, 7803 28 11/2/84 6xl2 28.27 85500 3024 3000 7804 Hold PRlJJECf N'.): 4691 00"£: 10/12/84 TICKET t-0: 094792 AD'{I.XTTJRE: Pozz 344 Al R 1r=\fr' : 7 2 ~A..TER ADOCD: 30 DATE RECEIVED /u LAB: l0/9/84 Respectfully Submitted: CONSTRUC I E ~8~1 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 (61Q) 2Q2-Q565 CONSTRUCTION LABORATORIES M A. T E R I A L S T E 8 T I N (3 CONSTRUCTION INSPECTION A:.! .. i{.·.i'Jr{!" .-\1{; ..;:1~·-'.: IT:·.,• ,i._, l"1fi ,_n,;::!DE\"J !AL l'R.Jl'l:.~f •. 1SL_,Ri!,}D:LJ-,t~~NI·1)::,l·;11,. l~J'Hit\~1~_-NhtAP; pl-~.1~,.~;-1_8~!GAA.f.!);fruCAL>F WPR01EH RECT':POK1J~, OXJCIJ)Sh)N~:, OR EXrHAcrs Flli:H OR Rl:.~llX 11-{E,"1 IS N:_1.. VL:. ,u ,, ,... •m lll:. "'-"CU-l'\.:l <'IU Vil 1\J CLJE~I'S, nn-; PJBLTC AND aJR.SELVES. REPOR'I llF CONCRETE 11::STS Pl{UJ}-;Cr: ADDRESS: CR C Series 6000, Lots 1 & 2 Faraday Ave & Priestly Ave, Carlsbad CDNTRAClUR: Al<:1-JI 11-Tl: Krommenhoek-McKeown and Associates B.ir kc-t t & h':.)_:-.g lJ.X:..\Tl,:t; 1:-. ST:0Cfllf{£: PANEL #25, BLDG. #6016 m,;cR:-~ n-. SUPP Um: ~x :-i.•: SU.Mi-' -I.'\. : Ml X ING n '1!· -~fi 'i~ : Premix Concrete Co. 50-008 4 40 PiNE N'..): Carlsbad Tx'PI:: Of CJ::.'1E:-lT: Reg. CDNCKrTI: TE.V.P : PROJECT N..l: DATE: 4691 10/15/84 TICKET Nc.l: 095146 AIY-11XTURf.: Pozz 344 AJR TE'1i': 7 5 WATER At')0C1: 10 SPEC:I'1ENS '.-1ADE BY: Construction Labs DATE MADE: 10/8/84 DAD: RECEIVED KI LAB: l0/ll/84 FLSW IDE\1" 1 Fl C.t\.TlON: I.AR IDE\"TI FICATlON: 7854 7855 7856 tn~ -DAYS: 7 28 Hold fil.l.TE TESTED: 10/15/84 11/5/84 SIZE -IN.: 6xl2 6xl2 APv.SA -SQ. IN.: 28.27 28. 27 CRllSHl~ WAD -LBS. : 76392 112000 a:HPRESSI\IE STHE~fH -psi: 2702 3962 H/D: Q)RRECTION FAGI'OR: (!} mRRECIBD STRENG!l-l -psi: (5) SPECIFIED STHE~;I'l-1 -psi: 3000 Respectfully Sulxnitted: CONSTRUCTION BORA TORIES· ~ag1 MERCURY STREET SAN DIEGO. CALIFORNIA 92111 (619) 292-9565 ! I CONSTRUCTION LABORATORIES MATERIALS TESTING CONSTRUCTl·ON INSPECTION ALL REPORI'S ARE SUBMI ITED AS 'ffiE CllITTDENI'IAL PROPERTY OF CLIENl'S. AIJIHJRIZATIOO FOR PUBUCATIOO OF ClJR REroRTS, CDNCWSIOOS, OR EXrRACTS FRCM OR REQ\RDJN; '!HEM IS RESERVED PENDJN; OOR WRITIEN PPPF!NAL AS A MJlUAL mJIECl'IOO 'IO CUEITT'S, 1HE PUBUC AND OORSELVES. PROJECT: ADDRESS: OONIRACroR: REPORT OF CONCRETE '1ESTS ~ries 6000, Lots 1 & 2 2-3/0~ . ---~&GPriestry-Ave, Carlsbad ARCIUTECT: Krommenhoek-McKeown and Associates .~INEER: Burkett &_ Wong 4691 10/30/84 IDCATIOO IN STRIJCIURE: FOOTINGS, BLDG. 6011, 1 -2, D -E, BLDG. 6016, 4 -6, D -E lmCRETE SUPPLIER: '1--, '~ , ... .. ,.· .-,... . MIX MJ: Pre Mixed 51-2101 PIAN!' r«>: C · lYPE OF c»£NI': II '<mCRETE 'IEMP: · ·, . SUK> -IN.: 4 .. MIXING ·rn-E --MINS: 60 SPEC1"£NS MADE BY: Construction Labs 0\1E MAOO: 10/23/84 FIELD IDENTIFICATIOO: lAB IDENl'IFICATIOO: la.. -DAYS: n\'lE 1ES1ED: SI?.E -IN.: AREA -SQ. IN.: CRIJSHOO WAD -LBS. : CINPRESSIVE STRfillml -psi: H/D: OORRECTIOO FAl..,""I'QR: OORRECIED STRENGrn -psi: SPECIFIED STRm:mi -psi: .8147 7 10/30/84 6xl2 28.27 50723 1794 8148 28 11/20/84 6xl2 28.27 84500 2989 2500 8149 Hold RECEIVED DEC G 1984 CITY OF CARLSBAD Building Department TICXET r«>: 78941 AlMIX'IURE: AIR 'IEMP: .WA'.lER ADIE): 6 ( 10/24/84 4891 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 (tS1U ,,n:l'-8515 REGISTERED INSP~OR'S WEEKLY REPORT Construction laboratories 4891 MERCURY STREET SAN DEIGO CA 92111 ( 714) 292 ·9565 0 REINFORCED CONCRETE O STRUCT. STEEL ASSEMBLY ~ JOB NQ '-/Cq COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY Tt£ SPECIAL INSPECTOR OF 0 PRE-STRESSED CONCRETE O REINFORCED GYPSUM OGLUE·LAM.f:'ABRICATI0N 0 REINFORCED MASONRY O PILE DRIVING O OTHER Joa FOR .WEEK ENDING 19 N~ :,,....,,.,,,.,.,.,...,....,.,.,.-.....1~--'l':P"°'LA""N.-=!Fl~LE~N~O--------II l'v. LAB RECEIVING & TESTIN CONSTR. MAT'L SAMPLES ,-u,c,/.10.:-Loi.s INSP'N. DATE LOCATIONS OF \\'.ORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about-amounts of material ~laced or work performed; number, type, and identity numbers of test samples tak~n; .structur.ol connections (welds mode, h.t. bolts torqued) checked-; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COM PL YWITH THE APPROVED PLANS SPECIFICA- TIONS, & APPLICABLE SECTIONSOFTHE AGENCY REQUIREMENTS. SIGNATURE OF REGISTERED INSP~ c.. e:Cf REGISTER NUMIER ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 122 SAN DIEGO, CA 92123 . (619) 560-1468 ' _zz= lii-rzA-D~ cf f?z_ /e"Sr 01 cove-s, ~,,_ ~J, ~-~ ~ ' • TO: -4feo1t1Ml:N HoG t;(/Jfe!<€owN /SJS-f&~e-u,:, BWJO, S&)I. V11#4) ~If=. 9e11CJ 1200 ELM AVENUE CARLSBAD, CALIFORNIA 92008 &'/CLo:s<NZl2:S ,' g f?oo/: XJ~"'-' N Fb1.u.'1 COMMERCIAL PLAN CORRECTION SHEET CY-W4tfl:F /.3L04, ~ : A. Plan Check Number 84 -3.38 /\ 13t..o,, C,of/ B. Site Address· /=;fl-26.J)R'( 4; ;o/e Jl:--.S7L.Y B'-~-C.ol, C. Owner ko LL-Ca tttPflN'/ D. Building Code Applicable ---------------------1979 U.B.C. E. Occupant Load S-#c:--Z.L.,5 Stories / --~=---------O~r--.--.;...P_l_<:::_t.= ___ ..,,£,_,,_ __ _ F. Occupancy 8-Z S ~-Z..l.. .s Use Lltt,#T MA--NU p-,qcTfJ f 1-IJ!t-r G. Type of Construction :ZZZ:-N Sprinklers: · &;i) No . 8lt:)(;,. ~o II is l"',f.S"(') ..;6 Allowable Floor Area/~a:J~.:3stp,"8i,~o Actual St.Pt!;. ~a;~-= /&,¥9~1:/> H. 7 , I. Basis for Area Increase J1/rtttt: ·/2ewl/Zel:?., 0 /c 4-Vc=;t) c.v/o 1.l5·117CIZ~t.:?" ' J. Remarks 7uJo 77t .. :r-vP Sh01/ Bi,.o,::;,s,. Date Plans Submitted /Ub~, z/4,/4-¥ Date Plans to Plan <;heckerz;roR-'7/5: Date Initial _Plan Check Completed ~ 7);.3 By __ J ____ .,_g__., _____ _ Applicant Contact Person 1Jk~7h+:>r?;rr-5 Tel. (felV Z??, -77/0 . FOREWORD: PLEASE READ 1. This plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws_. ~egulating -energy conservation, noise attenuation a!1d access for the handicapped~ ; The pla~ · check is based on regulations enforced by the Building Inspection Department. 2. You may have other corrections based on laws and ordir:iances enforced by the Planning, Engineering and ·F~re Departments. For information regarding those departments, please contact Mr. Carter Darnell at (714) 438-5525 • .3. The items belo~ need clarification, modification or: change. AU items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1979 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 4. Please submit two sets of corrected plans and show on this list where corrections · ·were made i.e. sheet, detail, etc •• Return any original plans and documents that were returned to you by the city. The above items may be returned to the City Building Department or to Esgil Corporation at 9320 Chesapeake Dr., Suite 122, San Diego, CA 92123, telephone (714) .560-1468. 8/19/82 ..... ' f I l I i I • : i I i I I l J V '' Ch &c::.,,J::::, e Note on lhe foundation pt.in th.it "Pric,r i----+-----to the contractor requrs1111,: a l\uildiu,: Dq,.irtmMt foundaaion in!lp<'t"lic•,. IIK" ~-4-----soils CIIRinctt sh.ill adviS(' lhe RuildinR Olficial in writin,: lhat: • . I. lhe buildin,: pad was pr~11rrd in ac:cord.lnce with the wils rrJl<'lt t: 2. I~ utility 11'\"anchc-s h,we hC°C"n- p,operly bac:kfilll"d and_ cnmp,1rtl"d, andt J. the foundation exc,1v.1tion~ formin,: and reinfon:efflC'nt romply with the soils report and aP9rov~ pl.in.• '·· . · CITY OF CARLSBAD POLICIES AND PROCEDURES l:sB,/ f,.;./ . C '-( /3ttcJ/c.. lJMBER: 84-35 SUBJECT: ROOF DRAINS FFECTIVE: March, 1984 SECTION: BUILOING DEPARTMENT UPERSEDES :April, 1978. PURPOSE: Aid in property damage prevention caused by plugged rain drains. BACK- GROUND; Overflow drains to serve as an indicator. Inspection of damaged and ruined property during heavy rains indicated to the Building department that foliage and debris was stopping up the main roof drains. The water level would rise to the overflQ,11{,,.drain level then the debris would float to and stop up the overflow drains~The water would rise to the-level of 'flashings or roof jack t~en the water .woulEYpour down through the structure. It was concluded that if the owner, occupant or maintenance personnel coul~ become aware of a roof drain stoppage, immediate action could be taken to clear the roof drains. ROOF DRAINS -SECTION 3207 (c} OVERFLOU DRAINS AND SCUPPERS. Where roof drains are reauired, overflow drains having the. same size as the roof drains shall be ·install~d .with the .. inlet flow Jine located 2 inches above the low point of the roof, or ·over-.. · .. flow scuppers having three times the size of the-roof drains may be installed in adjacent parapet walls with the inlet flow line located 2 inches above the low point of .the adjacent ·roof and having a minimum opening height of 4 inches. Overflow drains shall be connected to drain lines independent from the roof drains. · : · · . · ·:_ ... POLICY: (overflow drains shall tenninate so the overflow drains will also serve as an indicator of a roof drain problem). Overflow drains shall terminate in an area where it will be readily visible and will not cause damage to the building. REC0~1r1ENDED TERMINATION LOCATION: . 1 • Where roof drains terini_na te through a wa 11 , overflow drains wi 11 tenni na te a minimum of 12 inches above the roof drain. 2. When roof 9rains are piped to an approved· underground storm drain or curb, the overflow drains will terminate a minimum of 12 inches above ground floor level in a ~e~dily visible location which will· not cause structural damage to the building. . 3. When conditions of design dictate that both roof drains and overflow drains be underground, and determined by the Buildi~g Official, this condition exists The Building Official may approve a secondary overflow with a minimum of 2 ;nch pipe size, piped from an inverted tee in the overflow drain to.an out- side, readily visible location, which will not cause structural damage to the building. • · •itiated By: _j]J} Approved By: Ma r t i n O'r e n ya k tt:1or · ·Emi 1 Q "1 udQ City Manager • Date, ;/4,/#4/ Prepared bys Q~ Jurisdiction c~,90 VALUATION AND PLAN CHECK FEE o Bldg. Dept. 0 Esgil PLAN CHECK NO. ~z:-339-f BUILDING ~D~_R?5S .czf1'ZBOf½;{ 8' /?zJl.:S72~ APPLICANT/CONTACT ff/cuCG="j1z{)WJ(J$ PHONE N6.a'%127&-7/'i'O BUILDING OCCUPANCY 3-Z DESIGNER PHONE 11 ------TYPE OF CONSTRUCTION 7ll::-JJ CONTRACTOR PHONE ____ _ BUILDING PORTION 13'--CJC:,-, -IJ: t:;o II - .8 t,,.O? . ii:-&:JO//,., - , Air Conditionin~ Commercial Residential Res. or Comm. Fire Snrinklers Total Value fee Adjusted To Reflect BUILDING AREA -VALUATION VALUE MULTIPLIER 1/~5"0~ (/y• at i+-1~)-=-22a tz75"" , 1""'2· BP== 7//.3,00 ,Pt;~ 4-?2·'7~- .. 1 {, t.j.. 9'(, (i) /j ~ ~ 0 :I-/,SO)-: " 3 Z.J ~-? z. . -/3?:::: 9;;g,-. v-0 . . f't :... 6¥~-ZtJ . ' .. , ... ... . ·. @ 2.80 (cl 2.40 @ 1.50 0 Energy Regulations (Fee x 1.1) OH~ndicapped R~gulations (fee x 1.065) Buildiricj Permit fee. $ __________ ---:.....:....-----.:li..------ Plan Check F ee--.::S~---------"--------___;:;$ _____ _ COMMENTS._•-------------------------- 8/4/82 •• I•' ,·-------. ------.. _,. ··-----·---· ---------...... -·----·· -. -··· ·-·----··· -· -.... --·-·. . ---· -·-·-···· .. .__. _ _.., ..... '- · r7,J--B q{l 1-':>1:/l ~ ·---~---· PLAN CHECK ll'UMBi;·RO .__,..._..,,... A0DRESS 1/ ~1~ --e:: DATE __ _ , _ l~. C _ _ • . +i ~~ _ _ ji-Uf}~ e;;J {_7 PLANNING: tYPE OF STRUCTURE ~ ( =!-~ ZONE:_· __ · __ _ " ·--SCHOOL 'FEES·: SAN P-I EGUITO ___ ·A-~-°'~- \.1\) ' CAR~S$AD ~ ---------------- % COVERAGE ____ __.r, _ _.;\i..-.:../ __ BUlLDING HE!,GHT D -\ L - FENCES/WALLS -----------~---4-r--a.\--_-=-,-.._,__---------V -\. TWO CAR GARAGE CDrMENTS: ~ D -REDEVELOPMENT APPROVAL REQ·U-I~R--E:D_: __ --N~\-\------------,.-----,......... ... ---- ~ 8 c·-J --u ·C::: 1:J,J -• . . . ·O:::::::, • . _,.._,,.. _____ ------------- 8 ~ [] I..ANDSCAP-E PLAN COMMENTS:..Jw ~~'\l..(N\. . -- ENV Xf.:Oi\~MEfff;,-~.-REQUIREp~ 5/;v /r<1_ c_ T f ~ -tj J/ADDITI ONA~-COMMENTS ;_~,,t fl $:-Ht D.. flJMJA1l_Md!LM._~~t. _ .--·--- \1"\ fi . V , 1-=-· --1 ... ,fY)tJ&le,...-1.!J.,!Jt1111.f!-4 ,1Q t:df)=:;Q . ··---. 6' OK rn ISSUE: M . DATE:5fjl!:/_/b_ OK TO FINAL: --DAlE: ____ _ ~ F'-)..:************-l.·*,~~:fri.~*'!t**.'?*~i>.-+.***-if:it*~·~r**.;,-;..:*ttJ;-=:;·***.:,******'**********-J..'****** /Z; J: ENG I NEERING Cf' 9'(.-'; LEGAL DESCH I Pfl ON VER! FI ED? fa. /:. P. N. CHECKED?~ / ~ P.F.F.~"~ PARK rn LIEU _ _d,k. _______________ _ ~ R.O.\4:_€7,51£7" IMPROVEMENTS: BY~ IJ1-v7J-}J.15./-..1/1 \l,~ ~le1('il\,€£.· ·~~ ,' t~~-· -·-----·--.,.4-!.l ---£_ 1!,l.-~..,..:).-'0-.+-!fft;;.......-~~1'------.._s--.-~--i ~ (?-'*:-·---··-· ·-··-_ E.D.U: (zOI/ =-'3,_0J/ G,0/~ = 1j \~,'~-~fL __ _£,__G"""~IT ~D /3LL7C7. ;t:=1~., _____ _ _ \~\'j;ERAL: ~I/-------···--·---DRIVEWAY: {!}Sl;° sw. G-1 ___ 1-_._/ ___ _ ~~ (~:( NG P'7:RMI T = ~-q§ft/!~~~1(H-~--GJ_-U;-~ -~ ------ 1• 1 lJ 1 ~ ; ' \ .... t:'.i i~ OR/., IN/-\l;E: . .•.. _ -. __ ., .:__ ___ ,. __ =·· __ :=:-.:_ -· _ -~-·-____ --· .... ~-~---- "' L" I EASrMEN1·s, }¥/e~""7'~ AootnoNAL coMME1m: ~ ·--·-'. ~ ffi r.··\' ~: .:.. .. /~·'{~~-. ' ,IT ' ~ .----· .. ' .:.~_-,---=,.,,-; / ;-: . -_: .. -. '":""·-<~ ~~_:: ~ -~----;..-_ •. :_. --"-- u er.: I -' .. _, . w ~ ·-"": . 'f ~~i~ .. .!:\' . ' ~,,. ~;_._--~-~ =:J [-, <,Z-r.,.v./ ---0 ·.,1· • I' 8~ ... \:· OR -~0--ISS'~E= __ m~----~-~-------DA-TE_; ___ .,.----,_ <t--1-1-,-°' ......... _~1--~---1--·.-~----_ ----. ----:-f}t(#1---.. -T ?~ -. ------- ;, ENG_INEHHNG INSPECTIOf\l· R~Q_UJ:Rr:.D: __ , ___ =--~~----.....---------,-------,---- p1.1BLIC l_, • .,...,Ks p·:. · r.=-c·-uR \l:J .. r:\,lc. ..,~-.,~1 ia. I :~-i,-----; _, ...,....- \NAL OK: . ____ JPJ(1::.__ DATE:--P~~__,.., ............... _._ * \ THIS ITEM IS N01 CHECKED, BUIL~.IN~ .DEPA:1MENT '' •f ALL Ii-!SPECT!ONS \~~EvJAYS, CURS CO~, DRAINAGE, EI C. J / 1..,,..-~ \ \ . \ ; _____ ... \ . ,i I, ,, . ~-:-.... .:t200 ELM AVENUE iCARLSBAD, CA 92008-1989 <!itp of Carl~bab PAGE 1 OF_/_ FIRE DEPARTMENT TELEPHONE ,, .,.,. , ... ,. (619) 438-5523 ' . APPROVED X DISAPPROVED PLAN CHECK REPORT PLAN CH ECK# . J"'Y-33? PROJECT __.l<c'--o=-,/'-+-/___,(j=-:..;c./ )'--:c;'----'/('"""----"-O_,_/_,_/ ___ ADDRESS rt1A t'/ c/2.,,, F ~/,....~ _4 ARCHITECT _.,,, ADDRESS -~---/ ____ PHONE/ __ ~--- OWNER ADDRESS _________ PHONE OCCUPANCY {3,. l--CONST. TOTAL SQ. FT. //, t/50 :;;, STORIES /~PRINKLERED D TENANT IMP. ---~--S:~/,~~=---=------------------ APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS __ 1. Provide one copy of: floor plan(s); site plan; sheets ___________ ._• ________ _ __ 2. Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. Provide specifications for the following: Permits are required for the installation of all fire protection system,s~tand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire departmei'it""priorto7nstallation. The busin~ss owner shall complete a building information letter and return it to the fire department. ,/ FIRE PROTECTION SYSTEMS AND EQUIPMENT ..LL 6. ~h following fire protection systems are required: ~1 v z... / \ Automatic fire sprinklers (Design Criteria: • _-; 3 ~ f'/1/1 o Ve fl 3 oo o Fr D Dry Chemical, Halon, CO2 (Location: -------1-----------------~ D Stand Pipes (Type: ------------------------------0 Fire Alarm (Type/Location: ___________________________ _ __ 7. Fire Extinguisher Requirements: D One 2A rated ABC extinguish~r for each ___ sq. ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75\feet of travel. D An extinguisher with a minimum rating of ___ to be located: ~ D Other: ' (iL_ 18. Additional fire hydrant(s) shall be pfovided ______________________ _ 111\1 :,. 1 •1 , EXITS . __ 9. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. ___ 10. A sign stating, "This door to remain unlocked during business hours" shall be placed above the main exit and doors-----------"~------------------------ .::..::......11. EXIT signs (6" x ¾" letters) shall be placed over all required exists and directional signs located as necessary to cle~rly indicate the location of exit 'doors. GENERAL __ 12. Storage, dispensing or use of any flammable or ·combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. __ 13. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet --..,,, in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. ' __ 14. Additional Requirements. ----------------------------- --15. Comply with regul~ on attached shjet(s). / Plan Examiner Z, // ~ Date __ 7.:..,.,..h__,__Y,,.:;..-"""J...,.Y._· ___ _ --"7' . .--/ V . / /1 /"/ Report mailed to architect ___ Met with ______________ / J,' Attach to Plans V DATE t/Lv kr ~ LANDSCAPE PLAN REVIEW ADDRESS--------------------------------- APN _______ ~-------CT ______________ _ CONTACT NOME ------------PHONE----___________ _ SEE PLANS FOR CORRECTIONS ----------DATE ______ _ SUBMIT REVISED PLANS WITH ORIGNIAL SUBMITTAL ----- COMMENTS --------------------------1? ~ p / I \ NOWAK-MEULMESTER & AS! .:tATES I .::or--isuL~ING STRUCTURAL ENGINEERS } . . BY. ;f;,£; .... DA ft . L0(,8,4-.. PRO,JEC:l CAet.>.13P.D ..... l?~e'G-La_N1"1':.J2: ···-·· SHEET NO. _$}(.-1 . OF . . .... ········----·------·----JOB NO ...... 84::_QJ'IZ. BY25-6011: (2•'10 p~AOAY) ( ~E-115~P PANi:::"-. CONNl=C.TIONs forz: f'ANfl.. Z4) • • ••••• ••••• •••• • •••• • •• • • • ••• • •• • • • • • • • • •••• ••• • • • . . .. • • • • • • • • • •••• • • • • • • • • ••• •••• • • •••••• • • ----- \ I \ I \ I \ / t'(P .. i-,--------,,~ .,· e;:· ---·, '~ ~/VY PANL'!L 24 NbTE: SPEC.IAL 11\'lSPEC.TIOf\J tS R.EOLllR.l:D Foi2. /"1S1ALLATIDt,J OP 1-llLTI A~C.HoRS • - 4-5~4' x 4 i-lill.JI +--flt I ~ ' / °3 ~10~,;; iYP. ~ .+ --- + + -------------'\r------_,__ __ ;:;,FfTIPN , f ,< ," _,.. • • •••••• •••••• • ••• • • •••• • • • • • • • • • • • • •••• • NOWAK-MEULMESTER & ASS ..:IATES CONSUL TING STRUCTURAL ENGINEERS BY -#--__ . DATE L<:?/8.lr. ... PROJECT .. _ --~~~--~f:t\~H CENieR;__ SHEET NO. -;!;"h_:'?::, __ OF ·-----·-____ ···---------_________________ JOB NO .. 84:0l...'t-Z.- Bl...o:; 6011: !"'OR 1re.1,s Neff Nor~o SE~ IW°~I A- •••• • •••• • • • • • • • •• • • • • • • • ••• •• • • • • • • • •••• • • •••• • •••••• • • -+ A I ' I §eertSED 14 11 j/O LG J I -L/ I' X t/ I• p { I} 1?;; FOR: FAN!:9.. Z4 -~ ( NOWAK-MEULMESTER & ASS ..:IATES l ,;QNSUL rlNG S TAUCTURAL ENGINEERS J < 'Ad.~·======================================- BY #:7 CJ;), n::: 10/aA: rnoJ1:c1 . .cA~JSAO. ~~-t:L~~-SHEE:T NO SX:-~ -Ot- ~ 6011-· !=:OGE Of' •••• • •• • • • • •• ••• • • • •••• •• • • • • • •• •••• • • •••• • •••••• • • --· ...... ____ ----·-·-----·--·--· .. JOB ~w -.. 8.4-Q1.qz.. 17/~11 REVISED F~ PANEL Z4 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: 0 APPLICANT 0 JURISDICTION 0 PLAN CHECKER [] FILE COPY JURISDICTION: ·PLAN CHECK NO: PAt--lEL "2.4- R..e:v1s10µ5 0 UPS 0 DESIGNER PROJECT ADDRESS: ~310 FAgQADA '-/ BLDG:,, fool I D D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes, when minor deficien- cies identified on the enclosed check list are resolved and checked by building department staff. The plans transmitted herewith have major deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is the jurisdiction's copy for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicants copy of the check list is enclosed for the jurisdiction to return ~o the applicant contact person. The applican~s copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: t!?/UtE,/A.JGE/2... Date contacted: /0/tzlP/&'4-Telephone# -------~------------ REMARKS: -------------------------------- BY: tftZ.~ ESGIL CORPOATlON ENCL: Form 31584 \ ,·, ( ~ l\ i\ ~. ~ I\ ~: J ' ' ( u c;1~:r ·:. ·-;. ,_:;." ~" I ,. -:~--:<~---~ ,'" - ' ~~ 4 ,.,.:..' ._,,-':J, I· r MOtVAKa£;mE:Ul.MIESTER Ct ASOOClt\TES CONSUL TIN(:; STRUCTURAL ENGINEERS SY-#------DATE __ 6/})_4_ ___ PROJECT _ _£.~?,~_ ~<S'g::,.Q ____ _ PS !tit-.! Cf;I 1!=.:~IA L.OAPS Roor-.r-:-KAt-11"-.lu A-ANS tz:'OOF Es~AMS CO.L.UMNS CO!-,.I N IECIIONS FLAN 6011 -· l--A'll::i:!AL ANAI.-YSIS ~ t-1 t=A f:: w A 1-..1--S Cr-A~ f:S~M~ Pl-AN 6016 -1-Ai"E~ '-ANM-Y~IS . _ __ ___ . . .'f.113 1-;o 84-0rfO ~78 ____ _ C01'lifE l'-1 r~ 7' I 3 30 "33 !--I L.-3 L~CJ· _. 6Hr-A~ WAU..S t...-II L-f3 L.:'20 H· I HAkL.$ co~1PU1~R PR11-JiOU1 AP-I I - --DESIGN CRITERIA -- ~--1 I !) Design based on U.B.C. 1982 Edition I I) Allowable stresses: Timber Sawn Lumber GI u-Lams Concrete Foundations Slabs on Grade Precast Panels Reinforcing Steel #3 --#5 Bars #6 and Larger Structural Steel Pipe Columns Tube Columns Mi see I I aneous Soi I ALLOWABLE Bearing Minimum Embedment Seismic Zone 4 Douglas Fir Larch Fb = 2400 psi Fv = 165 pst, E = 1.8 X 10 psi f 'c = 2000 psi t 'c = 2000 psi f 'c = 2000 psi ASTM A615 Grade 40 ASTM A615 Grade 60 ASTM A53 Grade B Fy = 36000 psi ASTM A500 Fy = 46000 psi A36 Fy = 36000 psi Qa = 2000 psf 18" below lowest adjacent for interior footings. 24" below lowest adjacent grade for exterior and pad footings. i I • I I j - ~ I \ : \ j ·----·--·-----· i NOW.AKaMEUlMESTER·ALLEN-TANii<.A\VA I CONSULTING STRUCTURAL E"lGINEERS \-;: .. ~.:---:::::=.:::..-.:~-... -I< ---· -II --~l.........,.._'111., _ _._.___ --• •• : r.,Y DA1E _·.J1.~1~_; __ PRoJecr e~~~ --~~~H ____ rAre.K 4 ',, ,. ~---· ------~~ -----------·-· 1 ~Pi?flNV ~t,-~-.?t' f 1/,t, II f11,;fl,Ja,p 'u X 4 ~ 'u4 II d,v, l N ~IJ~ATI tJN ~Ut?F. ?-l..~. ~P~IN ~L-e-i:t~ e;:e;Af'1t;;:1 HI.¾'+-!. 1 t1!c?v. 1),1& F~P i1.4 r~r l. ~ F€7f II. 7 P~f &,r:i P~t I ~ P(?'f' I • I 1 · ~ re,r ·---------- ,. t? r«-i() ~Ti ff'tl'--1 ~ I, V/ pa:,r,- 1 t?. :,, f~ 1 u f'Ll 1(.1...1 N t.:;i I. 11 ftbf' I, if7 f1::>f ,~. 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OU'TPIJ'"f T11-.. ,11£3_.. 1lLiitt:5I ) l U6~ - - l j l ! ! l b __ fo-___ DATE __ §_{_g_'j _____ ;,;::,;OJECT _____ <::;Ag_~~p _1.,:; t!f__q_9() . l--HI __ 6 0( I_ -------• ---· - .... ic.1-r w0 -=. . B C , '7131 ::: o I 04 wi...: B (.oz.o) ; , t60 "--1-F ~f-:.~ TILT 11 C,, TtLTll C. I W~E '2-LA'lcE" c?F tt4e,12.'~ol'c {z-13 4 ~A~~) - - NO)f.JAK·MEULMESTER & ASSOC!A TES CCNSLil T1NG STRUC1 'JflAL ENGINEERS . BY -/fo!z---2..:.. TE ...:....P.Li':L _____ PPOJECT ______ ._g.~esa.o.. 6_~{?_ _ .. __ . . ., . ' -___ J?.l-!J...bJ. ____ 6..q_J/ ___ ----· -·----------. ----~~~ . --. -. -- l I l 1~ ! ' AXIAi_; ffc..: ·:3 (13(6.~S/lz.){.15)] "'.13.Z~ Jt;OOr: , . _i:i3,e3''0/c.145 ""---- fz_o~ lo ( 5C013)J ~ 1.35~ f"'z. 1-.,.. ~3 [ e ( .ozo)] : z ~O 8 \(.. . ~, . I. 4 [ l3:Z + 1.35] + \.1 L Z.08]: 23.4 '' 1"[ l.4(1.35] t \."7(-Z.~0l3)] .. "38,0 ,~-I< :::-3.11"--F-t ,L_ I X ' . . -'l-- j s.sJ Z6' y ' I I') ---4 N ! ~ ·~1 ! \,I&.: I'! Ctz) /!:i,S -= t..l!.G" [ ~f.:.E. COMP. 0U1'FU1' Cot..l. 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'.,- le • ~ II • • ~ ·z. #h(II)@ . EA. FACE -#6 (JI) (SI 14:1 GA,FACG St.J?PORT PAA/Ge ~SON z,r/J1 L. /2 II vJ. 'X /(l/t )./,. \( CONC, S(.l~PO/f @G 1-0 11 IV'/AX. Pt.ACING }='OO T PIERS Wll!lG' 7/NG ' I •;:? ..... ~:=: -;.II -.... ~!M . ~ Ill;; <':~ '$ . It I ' --, ! • I • • I I I I I • I • I A -~ I. I II .... , ..3'.. (2;'' \-#4-;J _______ ., ___ . RE,~/ I C - ----------I l./ J/:. --·c-;;;711_-·o ---·olf'E---------LI L,i 5 ____ ....... '3/q II= I ~ 0 " - - r NO\.!VAK·MEULMESTER & ASSOCiAT~S CONSUL T!NG STRUCTURAL ENGINEERS I ;.-------------------------------------. i 1·· -·· ... \ ' : • ··-- I/ II 7/4 ; ,,,. ·' .. I I# 6(!1)@/(p'' . elf. Fl/Ce s T~4'R. ,- • ,_ --tto·(v)@ C/'1 t=.4. FAce '7 • --. A• ··--V JI -, ; -· Pl..4Ce DOf/61-S -----·----• iO CLc//Jf PIGRS ' SLJ?PORT PANG.LS ON • /2'' w. )( /(p 11 II. x ~~ ''L.. • -. C0/1/C~. SOP?OR'T PIERS @Cl 1-0 11 MAX . • • Wlllt.£ Pt.ACING F0077NG ~ I-. ~ 0.... • -..... ~ • --..... ....... ~ ~ =111:lll~ --- 'S ~ 111:111 ,,,~,, 11',fi -4 .:==-1 \I J ,. < -;---i • ,---• • j I I I ---·· -·-· -----I ------------. . --I --1 • • n -------.. . . 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ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHffHffHHHHHHHHffHHHHHHHffHHHHHHffH ===== INPUT.===== -•------------------------------. -----------' ------------------------------------------------- WALL PANEL WITH OPENING AND UNIFORM LOAD t-tE:: I i3HT FLOOR TO ROOF, FEET 19.00 P,,NEL MIDTi-1 .... 1" ...... -r· r.: c.. i 1:3. ()() ROOF DEAD L01;D, :fi:/FT .4. 14IND LO,;D ,~XI AL DE1;D LOAD FROM ABOVE, LB/FT o. HEIGHT PANEL M:£NIMUM F'1:-.R1~PET THICKNESS REB1;R · FEET' INCHES SIZE 3.00 , "'C'. 0. ,,:. .. ) :fi:i} OPENING OPENING i-.lIDT!-1 HEIGHT FEET FEET 14.()0 15.50 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 1.iSO. 7.00 SEISMIC F1;CTOR WALL .30 1;XH:1L LIVE LOAD FFWM ABOVE, LB/FT o. SEISMIC Fi;CTOR PARAPET .80 M~,XIMUM EFFECTIVE DEPTH REB1;R Ei:C:ZE :§: 7 CONCRETE. WE:£GHT, PCF STANDARD HEIGHT CONCRETE ::rTREN!3TH, KSI STEEL YIELD STRESS, KS1 .;:i,o. STEEL MODULUS OF EL~~s. , K:SI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN HHtt LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(1,4D+ .OL+1.7W) :::::::::: OUTPUT FOR l,.h;LL. ::::::.:: l,.l1~LL TI-IICi'(NESS 6,3 INCHES, REINFORCEMENT 14@ 7. INCHES O.C. A.P-z. CODE MINIMUM AREA OF REINFORCEMENT ,11 SQ IN/FT VERT. ,19 SQ IN/FT HORlZ. TRIAL SECTION RATIOS STEEL. AREt~ SQ IN/FT p:::As/sH HEIGHT/THICKNESS .34 .0046 LOADING (PER FOOT OF WALL) WORKING 11;-~~1~D K/FT .46!3 Pu1. ROOF F•i .. lI ::: . 8717 ROOF LIVE l<./FT .720 Pu2 WALL·TO MID-HT, !<./FT 1.. ,S30 WALL DE1~D TO MID-HT, K/FT 1.553 Pu=Pu1+Pu2 !{/FT 2.122 DESIGN MOMENT STRENGTH <WALL CAPACITY> U\TER,'\L KSF .037 SEISMIC OR ~lIND, K/FT .077 Nr.1 1 .093 K1 D, INCHES 1.43 MN, IN KIPS 58.89 CHECK STRAIN LIMIT Ee, KSI STRAIN Kn, INCHES 2549. .00078 1.496 KD GREATER THAN K 1 v, THEREFORE O.K, DEFLECTION f~1T DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA ,0005127 RADIANS DEFLECTION 2.7B INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) . LATERAL Mu ROOF Mu P DEL Tf~ Mu 41.94 1.72 3.63 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOT1~L M1J 47,29 === OUTPUT FOR WALL==~ Mf-)L_L. TH I CK NESS 1S. 3 INCHES., REINFORCEMENT 14@ 7. lNCHES 0,C. CODE MINIMUM AREA OF REINFORCEMENT PHI MN, IN KIPS 51.33 , AP-3 . 11 SQ IN/FT VERT. .19 SQ IN/FT HORJZ . TRIAL SECTION RATIOS STEEL AREA ~m IN/FT HEIGHT /Tl·IICl<NESS .0046 3l-.48 LOADING <PER FOOT OF WALL) f~-F DEAD i--.-.r • 4l,B Pul. ROOF i,/FT • A-91. PHI ::: .8717 ROOF LIVE K/FT .000 Pu2 WALL TO MID-HT, K/FT 1. ,$30 Wt~LL DEt~D TO MID-HT, 1-:.'./FT 1. 553. Pu==Pul.+Pu2 K/FT DESIGN MOMENT STRENGTH (WALL CAPACITY) .40 Nf-' 1 .093 K1 IJ, INCHES 1.43 Ee, KSI STRAIN KD, INCHES 2549. .00078 1.496 ~D GREATER THAN K1 n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA . 00()5127 Rt':\ItI1tiNS DEFLECTION 2.78 INCHES U~TERAL !\SF .037 SEISMIC OR t-HND, K/FT .077 MN, IN K:tPS 58.89 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu 41.94 1.72 3.63 Mu IS LESS THAN PHI MN. THEREFORE O.K. ULT I MP, TE MOMENT . 3t31 ~:-FT ====PARAPET==== REQ 1 D A·=· . 03 Sl~ IN/FT TOTAL Mu 47. 21, PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. ==== HORIZONTAL REACTIONS,===~ PHI MN, IN KIPH 51.33 Ar-t AP-s +00000000000000000000000000000000000000000000000000000000000000000000000000000~~ - t,. *· $-~:-~:-:!:• -=1:-$-l:, $ . *· i:.. ~:-~:-t., $-~:-$-*· $-$- $ $ $ $ $ $ $ $ $ $ $ $ i:. *· t, $-~:-$. ~:-$ . ~:. $-$-$, $ $ $ $$$$ $ $ $ $ $ $ $ $ $$$$ t-~:-~--i!· ·$. l ~=· *· :f;. ~:-~:-t :-~:-$, ~:- $$ -:Ii$ $$ $ $ $ ·$ $$ $$ *· $ $ $ $-$ ·-$-~:-$-~:-~,-~~ l:-:1:-~£. $: ~:-$, $-$, $-$$-$-~:-$-~:-~i-~:-$-$- DEST=W.BOWDLE. USER~W.BOWDLE QUEUE~LPT DEVICE~@CON4 SEO~l QPRI~127 LPP~64 CPL~BO COPIES~1 LIMIT~lO CREATED: ENLHJEUED : PRINTING: 5-.JUN-84 27-JUN-!34 27-JUN-:34 13 :01 :lb 8:05:4B 8: ()5: 52 PATH~:UDD:W.BOMDLE:84.0790:TILTBl $$$$$ $ $ $ $ :I:, $ ·$·$$·$$ *· $ *· $ $- $·$$$$ $ $, $ -. $- ii> $- $$$$$ -:1q;:!',$·$ $- $ $- $- $, $ $$$$ $. *· *· $ $-$-~,-~:- $ $ ~:-$ $$$$ ,i:. $-$ $ $ •J•. 'I•' $ $ $$$$$ +000000000000000000000000000000000000000000000000000000000000000000000000000000+ -NOWAK-MEULMESTER & ASSOCIATES -AOS REV O•t. i;O AOS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO *********************************************************************** CARLSBAD RESEARCH 86000 *********************************************************************** ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH ~ETHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INJERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. *********************************************************************** •==== lNPUT ===== ---------·---------------------·---·--. ---------. -----· --------·----------· SOLID MALL PANEL WITH UNIFORM LOAD HEIGHT Pt!\NEL MINIMUM Mi;XIMUM EFFECTIVE FLOOR TO DEPTH PARAPET THICKNESS REBAR REBAR ROOF, FEET' INCHES FEET INCHES .SIZE !3IZE 1.9.50 4.50 2.50 6.25 4F4 t~ "? ~ ROOF DEAD ROOF LIVE ROOF LOAD LOAD, I/FT LOAD, I/FT ECCENTRICITY, INCHES 104. 160. 7.00 WIND LOAD tS3. -AX I f-'iL DE1~D LOAD FROM ,~BOVE.• LB/FT 1.11•). SEISMIC FACTOR WALL .30 AXI1!\L LIVE LOAD FROM P1BOVE, LB/FT SEISMIC FACTOR F't~RAPET .BO CONCRETE WEIGHT, F'CF STANDARD 1.JEIGHT CONCRETE :~TRENGTH, KSI 2.00 STEEL YIELD STRESS, KSI 40. STEEL MODULUS OF ELA:3. , KS I 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN **~ LIMIT HAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(1.4D+ .OL+1.7W) === OUTPUT FOR WALL=~~ ~lttl .. l.. THICKNESS ,S. 3 INCHES, REINFORCEMENT 14@ B. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS STEEL AREi~ ~W IN/FT .30 p:::A·s/Bl·I .0040 ~EIGHT/THICKNESS 37.44 LOADING (PER FOOT OF MALL) WORKING ROOF DEAD K/FT ROOF LII.JE. K/FT WALL DEt':i!I TO MID-HT, K/FT LATERAL KSF .023 ;101+ ~-:~~~~ t'tJ1. ROOF K/FT .109 PHI::: ,8701 , 1.SO Pu2 WALL TO MID-HT, K/FT 2.137 Pu=Pu 1 +PtJ2 K/FT 2.246 DESIGN MOMENT STRENGTH (WALL CAPACITY> Nf.) 1 r-<1 IJ, INCHES. .36 .077 CHECK STRAIN LIMIT Ee, KSI STRAIN KD, INCHES A 2549. . . 00078 1. 632 ~~REATER THAN r-<'n, THE~EFORE O,K, DEFLECTION AT DESIGN MOMENT STRENGTH - INTERNAL ANGLE THETA .0001+525 RADIANS DEFLECTION 2,5!3 INCHES SEISMIC OR MIND, K/FT .0!30 MN, IN KIPS 58.56 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL CIN KIPS) L1~ TERt~L Mu ROOF Mu P DELTA Mu TOT1~L M1 • .1 a 3{3 Mu IS LESS THAN PHI MN. THEREFORE O,K. SECOND PASS OMITTING ROOF LIVE LOAD ::::::::: OUTPUT FOR WALL::::::::: W1~1LL TH I Cl-<NESS 6.3 INCHES, REINFORCEMENT 14@ B. INCHES O.C, CODE MINIMUM AREA OF REINFORCEMENT ,11 SQ IN/FT VERT, ,19 SQ IN/FT HORlZ. TRIAL SECTION RATIOS PHI MN, IN· lGPa 50.'75 STEEL. AREA St1 IN/FT .30 HEIGHT/THICKNESS 37.44 LOADING <PER FOOT OF MALL) ROOF DEAD K/FT .104 F1~1CTORED ---ROOF K/FT • 1. 01;- F'HI::: .8701 ROOF LIVE K/FT • 000 Pu2 WALL TO MID-HT, K/FT 2.1.37 WALL DEAD "fO MID-HT, K/FT . 925 . Pu=Pu1+Pu2 K/FT 2 I 24l, DESIGN MOMENT STRENGTH OlALL CAPACITY) .36 MP 1 .077 CHECK STRAIN LIMIT Et:, KSI ;:>TRAIN .00078 K1 D, INCHES 1.45 · KD, INCHES 1.632 .GREATER TH~":iN ~< 1 D, THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 000452~3 f~ADIANS DEFLECTION 2,5B INCHES LATERAL !{SF .023 SEISMIC OR WIND, K/FT .080 MM, IN KIPS 58.5b APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu 45.52 .38 3.04 Mu IS LESS THAN PHI MN. THEREFORE O.K. ====PARAPET==== ULTIMATE MOMENT REQ' D A·=- . 2tS~3 r~-FT . 02 SQ HUFT TOT1~L Mu 48 I iJ5 PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. =:::== HORIZONTAL REACTIONS==== LO;...JER, LB/FT UF'PER, LB/FT 70<S. UNF~,cTORED PHI MN, IN !<IPS 50. 9~i AP-q +111111111111111111111111111111111111111111111111111111111111111111111111111111+ - '$ ·$ ·:IVilVili·$ ·$·$$ ·$ ·$ ·$·$·$·$ $ ·$·$·$:H $-$-$-$-t, $-$ .. $ . $ ~:-f ~ i:, ·$ $ ·$ $ ·$ $ ·$ ·$ ·$ ·$ $ ·$ l;, $, $-$-$$-$-$, $, 1~ 1:-1:-$-$-$-~:-$-$. $. $ $ $. ·$ $ ·$ $ $ ·$ $ ·$ $ $ $ $-~:-$-$· M~ $, $-$ ~; ~:-t, $-$· $, *· $, $- ·$ ·$ $$ $$$$ ·$:Ii·$ $ ·$ $$$$ $$:!Viii·$ ·$·$$·$$ TIESi==W.:BOWDLE USER==W.BOWDLE GHJEUE==LPT DEVICE==@CON4 SEQ:::2 .QPRI=127 LPf'=64 CPL=80 COPIES==l CREATED: 7-JUN-84 7:41:04 ENQUEUED: 27-JUN-84 8:05:50 PRINTING: 27-JUN-84 8:06:31 PATH=:UDD:W.BOWDLE:84.0790:TILTE 1:, ~:-$-~:· ~:- $ t, $ ~:- $ $- $-$$ $-$- $ $, $ $, ·$ $ ~:-~:-~:-*· *· $ $- $ $- $ $-$$-$-$- $-*· ~:-*· $- $ $, $ ~:- $ ~:- $-*· $-~:-*· $ $- ·$$$·$ 1: ;r,· $ $-~:-*· *· *· LIMIT::::LO ~-11111111111111111111.111111~111111111111111111111111111111111111111111.111111111+ -NOWAK-HEULHESTER & ASSOCIATES ?)OS REV 04. 60 . AOS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO HHHHHHHffffHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHff CARLSBAD RESEARCH 96000 HffffHHHHHHHHHHHHHHHM**HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHffffHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHffHHHHHHHHHHHHHHHHHHHHHttHHttttttHHHHHHM#*************** ====== I.NPIJT ========= , ----.... ---.. -----.... ---------, ----------.. -----------.... -------.. ----.. -.. --------------- SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 19.00 rW0F DEAD L01~D, :§:/FT 23(30. F'SF 14. A"AL DE,~D LOAD FROM 1~BOVE, LB/FT () . HEIGHT PANEL r MINIMUM Pt-1RAPET THICKNESS REBAR FEET INCHES SIZE 3.00 " ... ) ,:. 0. ,;..,;J :»:,!} ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 2250. 6.00 SEISMIC FACTOR WALL .30 1~XI1~L LIVE LOAii FROM ABOVE, LB/FT 0. SEISMIC FACTOR PARAPET .80 MAXIMUM EFFECTIVE DEPTH INCHES REB1~)R SIZE :U= 7 CONCRETE WEIGHT, PCF 145. 4. 5() ST AN DAR It l-~E I GHT CONCf::ETE ::1TF<EN{3TH, KS:i: 2.00 STEEL YIELD STRESS, KSI 40; STEEL MODULUB OF ELAS., KSI 29000. *** CAUTION. THE DESIGN USES GRADE-40 AND lF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN -!Ht-it LIMIT MAY 'BE EXCEEDED. ULTIMATE LOAD FACTORS 1.00(1.4D+1.7L+ .Ox1.1E) ----------------------------------------------------------------------- HALL THICKNESS 6.3 INCHEB, ~== OUTPUT FOR WALL=== REINFORCEMENT $4@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT ,11 SQ IN/FT VERT. ,19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS -AP-1O STEEL AF~EA SQ IN/FT HEIGHT/THICKNESS • 11S .0021 LOADING '(PER FOOT OF WALL) WORKING 36.48 ROOF DEAit K/FT 2.380 ROOF LIVE !</FT WALL DEAD TO LATERAL MID-HT, K/FT KSF 2 .. ,250 .944 .023 F.TORED F'ul ROOF K/FT Pu2 WALL TO MID·-HT, K/FT 1.322 Pu=Pu1+Pu2 SEISMIC OR K/FT WIND, K/FT 7.157 8,479 .000 Pl-II ::: • 7870 DESIGN MOMENT STRENGTH (WALL CAPACITY). --------------------------------------l'i ., ;;; I s l~ :r N .43 NP 1 .090 CHECK STRAIN LIMIT K 1 n, INCHES 1.55 Ee, KS! STRAIN KD, INCHES 2549. .00078 1.632 }-GREATER THt'.\N K' p, THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • OOO•i1;75 fh'HII1:'!)NS DEFLECTION. 2.53 INCHES Ml\11 IN KIPS 68.41 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu I 00 21.,47 1 i;, I 71i' 41.26 Mu IS LESS Tl-11;N Pl-II MN. THEREFORE O .+~. SECOND PASS OMITTING ROOF LIVE LOAD ::::::::: OUTPUT FOR WALL~== I.J~1LL THICl<NESS tS. 3 :rNGHES, RE I NFO'RCEMENT · 14@ 15, INCHES 0,C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. ,19 SQ IN/FT HORlZ. TRIAL SECTION RATIOS PHI MN, IN KIPS 53.84 AF-11 STEEL AREA ~Hi IN/FT .16 p:::As/sH .0021 HEIGHT/THICKNESS LOADING (PER FOOT OF WALL) --------------------------rWRl<ING ROOF DEAD K/FT 2.3!30 FACTORED ---fWOF K/FT F'l-1 I ::: • 8380 ROOF LI 1JE !{/FT .000 PtJ2 i.--h'%LL TO MID-HT, l"~/FT 1,322 ~~ALL DEAD TO MID-HT, i"~/FT • 1744 Pu=Pu1+Pu2 K/FT 4.654 DESIGN MOMENT STRENGTH <WALL CAPACITY) ~'.\1 ·:i, SQ IN .30 NP 1 .063 CHECK STRAIN LIMIT K1 D, INCHES 1.34 Ee, KSI STRAIN KD, INCHES 2549. .00078 1.632 ~,.GREATER THt~N K 1 D, THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 00043,~,3 RADIANS DEFLECTION 2. 3<S INCHES LATERAL. .023 SEISMIC OR WIND, 1\/FT .000 MN, IN KIPS 48.4-5 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu .oo 10.00 9,43 Mu IS LESS THAN PHI MN. THEREFORE O.K. TOTAL Mu tti'.43 PHI MN, IN KIPS ffHHHHHHHHHHHHHffHHHHHffHHHHHHHHHHHHHHHHHHHHHHHHHHHHH***********MHHHHHHHHH UL.TIM,~TE MOMENT • 000 l<··FT ====PARAPET==== REQ 1 D A·::- . • 00 Sl~ :t N/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. LO~!ER, LB/FT 21.5. ==~= HORIZONTAi.. REACTIONS===~ UPPER, LB/FT 396. UNFACTORED AP-rz AP-13 +222222222222222222222222222222222222222222222222222222222222222222222222222222+ - $ ·$ ·$·$'$"$ ·$·:!Viii ·$ ·$ ·Ui$·$ $ ·$·$'$'$$ t .• $-$-f:. $, $-$-*· *· ~=-~:-~:- $ $ ·$ $ $ $ $ $ $ $ $ ·$ l' .. $-t } $-$$$. $, *· $. ~:-$ *· $-*· *· ~:-$-$- ·$ $ $ ·$ $ ·$ $ ·$ $ ·$ $ ·$ -;~ $ :t:-:1:· t}~:--$.~:-~~ $-$ *· *·*· $-~:-*· 1; 1:-:(:. ·$ $ ·$·$ ·$·$·$·$ ·:!Viii·$ ·$ ·$ ·$·$·$·$ $·$·$·$'$ ·$·$·:Ii'$$ DEST~W.BOWDLE USER~M.BOMDLE OUEUE~LPT DEVICE~@CON4 SEQ=3 QF'RI:::127 LF'P=64 CPL:::80 COPIES=:1 LIMIT::=10 CREATED: 7-JUN-84 7:41:48 ENQUEUED: 27-JUN-84 8:05:50 PRINTING: 27-JUN-84 e:07:14 PATH=:UDD:W.BOWDLE:84.0790:TILTEi t-$-$-~;$ $ ~~ ·$ $ $ *· *· *· ~; ~:-$ $ -$- $ - 1~ $ $-M:-:1;~; $, $ *· ·$ t, $ $, ~:-*· $-~:- U;$-$-$- $ *· $ $- $ $- $-*· :I:-~:-~; $ $- ·$·$·$·$ ~=· ·$ M=-M~$ ~:- ·$·$ $-t,, '$ ~:- $ *· *· ~:-~:-~:- +??????????????????????????????????????????????????????????????????????????????+ -----------------------------------------------~-------------------------------NOWAK-MEULMESTER & ASSOCIATES AOS RElJ O•~}. 60 AOS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-4030.AO HHMHHMH*HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHff*HH#***************MHHHHHHHH CARLSBAD RESEARCH 86000 HHHHHHHHHHHH~HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHffMHHHHHHHMHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE-STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHH**********H#H##HHHHH*HHH*HHHHHHHHH~HHHHHHHHHHHHHHHHHHff#************ =====INPUT===== ------···· ---------.. -··-·· ---------.. ------------, -------------------···--.. ---.... ------.. SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 19.00 ROOF DEAD i..0~1D, :ff:/FT 231::0. WIND LOAD -f~XIAL DEAD LiJi-~D FROM ABOVE, LB/Fi o. HEIGHT PANEL MINIMUM .F'ARt~PET THICKNESS REBt~R FEET INCHES SIZE 3.00 6.25 :B:4 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 2250. !) • 00 SEISMIC FACTOR WALL • 30 AX.It!iL LIVE LOAD FROM 1!iBOVE, LB/FT o. SEISMIC Ff~CTOR PARAPET .80 M~~XIMUM EFFECTIVE DEPTH INCHES REBt~R SIZE ,§: 7 CONCRETE l-lEIGHT, PCF 145 • '~ ~ 50 _ STMHIARD J,JEIGHT CONCRETE '.:iTRENGTH, KSI 2.00 STEEL YIELD STRESS, KSI 40. STEEL MODUL.Uf~ OF ELAS., KSI 29000. I *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 JS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT HAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(1.4D+ .Ol+1.7xl.1E) rJALL THICKNESS· b.3 INCHES, ~== OUTPUT FOR WALL=== REINFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF RE1NFORCEMENT ,11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS AP-14 STEEL AREA SQ IN/FT .16 HEIGHT/JHICKNESS .0021 36.48 LOADING (PER FOOT OF WALL) WORKING ROOF DEAD K/FT 2.380 -~~~=~ Pu1 ROOF K/FT 2.499 PHI= .8535 ROOF LIVE K/ET 2.2~0 Pu2 WALL TO MID-HT, K/FT ,991 WALL DEAD TO MID-HT, K/FT .944 Pu=Pu1+Pu2 K/FT 3.490 DESIGN MOMENT. STRENGTH (WALL CAPACITY) A'~, SQ IN .26 NP 1 .055 CHECK STRAIN LIMIT K1 D, INCHES 1.27 Ee, KSI STRAIN KD, INCHES A 2549. .00078 1.632 ~GREATER THAN K1 u, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0004267 RADIANS DEFLECTION 2.31 INCHES LATERAL KSF .023 SEISMIC OR WIND, K/FT ,032 HN, IN KIPS 42.77 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL CIN KIPS) LATERAL Mu ROOF Mu P DELTA Mu 17.21 7.SO 6,92 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOTAL Mu 31.62 === OUTPUT FOR WALL==~ / PHI MN, IN KIPS 36.50 ------------------------------------------------------------------------WALL THICKNESS 6.3 INCHES, REINFORCEMENT 14@ 15, INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT ,11 SQ IN/FT VERT. ,19 SQ IN/FT HORlZ. TRIAL SECTION RATIOS STEEL ?-)REA Sl~ IN/FT • :J. (:. .00.21. HEIGHT/THICKNESS 36.48 LOADING (PER FOOT OF WALL) WCIRKING ::woF DE1t11D K/FT 2.3BO FACTORED . ;tt;~~; !{/FT r PH I ::: • 8535 ROOF LIVE WALL DEAD TO K/FT MID-HT, K/FT .000 ,944 Pu2 WALL TO Pu=Pui+Pu2 MID-HT, K/FT K/FT .991 3.490 DESIGN MOMENT STRENGTH (MALL CAPACITY> NP 1 .055 CHECK STRAIN LIMIT K 1 D, lNCHES 1.27 Ee, KSI STRAIN Kn, INCHES ~549. .00078 1.632 t-<-GREF".t TER THAN K I D , THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 0004267 RAIIIif-iNS DEFLECTION 2.31 INCHES LATERAL !{SF .023 SEISMIC OR WIND, K/FT .032 MN, IN KIPS 42.77 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) Lt-1TERAL Mu ROOF Mu F' DELTA M1J 1. 7. 21 7. 50 . ,S. 92 Mu IS LESS THAN PHI MN. THEREFORE O.K. TOTAL Mu 31.62 PHI MN, IN KIPS 36.50 ffHHHHHHHMHHHHHHHHHHffHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHHMHHHHHHHHH##HHHHHHHH ====PARAPET==== ··------------------------------------------------------------·--------- ULTIMATE MOMENT REQ 1 D A·::- . 3i31 i\-FT • 03 8{1 l N/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. LOWER, LB/FT 21.5. ==== HORIZONTAL REACTIONS==== UPPER, LB/FT 396. UNFACTORED . AP-16 AF-i7 -{·333333333333333:~:5333:333333'3333333333333333333333333333333333333333;533333333333+ - ·$ :Ii ·$·$·$-$ ·$·$·$ $ ·$ $$$$ $ ~;$·,Ii·$ $ $, $ *· $ 1' ~ t ~ ~=-$ !I:, t;. *· $. ·$ ·$ ·$ ·$ ·$ ·$ ·$ $ $ $ ·$ $ $ 1:-$, $-$-$-~:-$-$ ~=· $ ~=-$. 1:-1:-t., ~:-$-1:, ·$ ·$ ·$ $ $ ·$ $ $ $ ·$ $ ·$ ·$ $ t~!I:-:t.,$. t,$ $ $, $ $ i,$ $$ $ $-i:-$ $ ·$ ·$-$ ·$·$·$·$ ·$·$·$ ·$ ·$ ·:Ii-$·$·$ ·:!Viii ·$ ·:li':J; ·$·$$·$$ DEST~W.BOWDLE USER=W,BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=4 QPRI=127 LPP=64 CPL=BO COPIES=1 LIMIT=10 CREATED: 11-JUN-84 11:37:08 ENQUEUED: 27-·.JUN-84 8: 05: 50 PRINTING: 27-JUN-84 a:07:57 PATH=:UDD:W.BOWDLE:84.0790:TILT16C t:1:-$-~:-~:-$, $, ~:-~:-$ ~=-$~:-!l:-a:-!1:-$ •. $-~:-$-$-l:-$- $ $ $ '$ $·$ $ ·$ $ *· *· $, $-t:-~=· ~:-1: $ $ ·$ $ $ ·$$:!Vil> $ *· $, $. $-$ $-$-$- $' $ ·$ $ $ $ $ $ ·$ 1i-~;$~:-it$. $-$. ~:-~=-~=-$ •. $-$-~:-$-$ *·*·~!· ~:-~:-~:- -+33333.3.333333333333333333333333333333333333333333333333333333333333333333333333+ - .. NOWAK-MEULHESTER & ASSOCIATES AOS REV 04,60 AOS XLPT REV 04,61 " PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO CARLSBAD RESEARCH 86000 . HHHHHHHffHHHHHM#***************HHHHHHHHHHHHHHM#######HHMHHHHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHM# :::_:::::::::::: I NP LIT :::::::::::::: -------------------------. ------------------------------------------------------------------------ SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 19.00 ROOF DEAit LOf~D, :fl:/FT 220. WIND LOAD PSF :1.4. 1~W1~L DEAD LDAII FROM ABOVE, LB/FT 1.:1.10. HEIGHT Pt-1NEL MINIMUM PARAPET TH I Cl'(NESS REBt-,R FEET INCHES SIZE 3.00 6.25 :§:L} ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 33!3. 7.00 SEISMIC F~1CTOR WALL .30 AXIAL LIVE LOAD FROM ABOVE, LB/FT o. SEISMIC FACTOR PARAPET . 80 MAXIMUM EFFECT I 1)E DEPTH INCHES REB1~R SIZE :§: 7 CONCRETE WEIGHT, PCF 1.4S • ·i ·-,r.:: I!.• J ·-· ~Ht1NDf'~RD WEIGHT CONCRETE STRENGTH.• KS 1 2.00 STEEL YIELD STRESS, 1-.:s:r . 40. STEEL MODULUS OF ELAS., KSI 290°00. ffHH CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN HHH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS 1.00(1.4D+1.7L+ .Ox1.1E) === OUTPUT FOR WALL=== ---------------------------------------------------------------------·-i-h":iLL THICKNESS 6. 3 I l'lCl-lE!3, REINFORCEMENT t4@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS ~iTEEL AREA SQ IN/FT .1.6 F>==As/sH HEitHT/THICKNESS .0021. LOADING (PER FOOT OF WALL) MORl,ING ROOF DEAD K/FT ROOF LIVE l{/FT WALL DEAD TO LATERAL MID-HT, K/FT KSF I 22() .33B .944 .023 F.TORED Put ROOF K/FT PtJ2 WALL TO MID-HT, l{/FT 2,B76 Pu==Pu1+Pu2 SEISMIC OR K/FT WIND, K/FT • t3B:5 3.758 .000 PHI ::: . 8499 DESIGN MOMENT STRENGTH (WALL CAPACITY) ,V-:;, SQ IN .27 NP 1 •. 093 CHECK STRAIN LIMlt K1 D, INCHES .96 Ee, KSI STRAIN Kn, INCHES A 2549. · . 00078 . 997 t-3REATER THAN K 1 n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA . 0007700 ra~DIANS DEFLECTION 4.17 INCHES MN, IN KIPS 26.30 APPLIED FACTORtD MOMENT AT MID-HEIGHT OF WALL (IN KIPS) --................. --------... ·-------------.. ---···-------------------...... --.. ---·--- LATERAL Mu ROOF Mu P D£LTA Mu ,00 3.09 9.67 Mu IS LESS THAN PHI MN. THEREFORE O,K. SECOND PASS OMITTING ROOF LIVE LOAD TOT1~1L Mu l.2, 7iS ::::::: OUTPUT FOR WALL=== t•h~L.L THICKNESS 6,3 INCHES, REINFORCEMENT 14@ 15~ INCHES O.G. CODE MINIMUM AREA OF REINFORCEMENT .1.1. SQ IN/FT VERT. ..19 SO IN/FT,HORIZ. TRIAL SECTION RATIOS __ J _______________ _ AP-11 PHI MN, IN KIPS 22.35 STEEL 1~REA SQ IN/FT HEIGHT/THICKNES:3 .0021 LOADING (PER FOOT OF WALL) HORKING ROOF DEAD K/FT .., .., " • .,,:..,..:..V Fi~CTClRED -ROOF i\/FT .30!3 PHI ::: • 857,~, f<ODF LIVE K/FT .ooo Pu2 WALL TO MID-HT, K/FT 2. B7iS 36.48 WALL DEAii TO MID-HT, K/FT • iJ4~+ Pu==Pu1+Pu2 K/FT 3. U34 DESIGN MOMENT STRENGTH <WALL CAPACITY) LATERAL KSF .023 SEISMIC OR WIND, K/FT . ooo· ,V ·:, I SQ IN .25 NP 1 .087 K1 n, INCHES .93 MN, :rn KIPS CHECK STRAIN LIMIT Ee, KSl STRAIN KD1 INCHES 2549. • 00078 • 997 · t<.GREATER THAN K 1 D, THEREFORE. 0. K. DEFLECTION AT DESIGN MOMENT ST~ENGTH INTERNAL ANGLE THETA .0007592 RADIANS DEFLECTION 4.11 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu .oo 1.08 7.18 Mu IS LESS THAN PHI MN. THEREFORE O.K. ULTIMATE MOMENT .000 K-FT ====PARAPET==== REQ 1 D A'::- • 00 SL~ IN/FT TOTt~L Mu B.26 PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. LOWER, LB/FT 2 :I. 5. ==== HORIZONTAL REACTIONS=~== UF'F'ER, LB/FT 391S. UNFACTORED PHI MN, IN KIP:S 21..15 AP-ZO A~Z\ +444444444444444444444444444444444444444444444444444444444444444444444444444444+ - ' $ ·:Ii·$·$$ $$$ $ $ $SSS • ·$·$·$·:li=j; t $ $ $ $ $ $ $ $ $ $ t , • $ s s $ $ $ $ $ $ $ $ t $ $ $$$$ $ $ $ $ $ $ $ $ $$$$ $ s $ • $ $ s $ $ $ l $ $ $ ts $$ $$ $ $ $ $ SS $$ i } $ $ $ $ $ $$ ·$·$·$$ $$$ $ s $$$$ ·$·$·$·$$ ·$·$·:Ii·$$ DEST=W.BOWDLE USER=W.BOMDLE. QUEUE=LPT DEVICE=@CON4 SEQ=5 QPRI=127 LPP=64 CPL=80 COPIES=1 LIMIT=10 $$$$$ $ t $ t , $ t CREATED: ENQUEUED: PRINTING: 11-JUN-84 27-JUN-84 27-JUN-84 11:36:28 s:05:so 8:08:42 PATH=1UDD:W.BOWDLE:84.0790:TILT16C1 $$$$$ $ $$$$$ t $$$ $$$ s 1 s $$ s s $ $ $ $ $ $ $ $ $ $ s $$$$ $ $ $ $ $ $ $ $ $ $ $ $ s $ $ $$$$$ $$$$$ $ $$$$$ $$$ $$$ $ s $$ t , $ $ • $ $ $$1$$ +444444444444444444444444444444444444444444444444444444444444444444444444444444+ -NOMAK-HEULMESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04.61 AP-ZZ PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO n-lt-lt -l•-1~-lt 'lt-lt-lt -lt-lf H-lt-ltRH-lt -lt'lt-lf-lt-lt-lt-lt-lt-lt ,Jf H-lt -It it H-lt-lt-lt * -lt-lt H n n -It ,Jf 'lt-lt H·H 'lt'IJ.-ll:-l•-!J ,Jf * if-lt -lt ,Jf ,Jf ,Jt,Jt·n -It ,jf ,jf -lt-lt-lt -lt ,jf -lt CARLSBAD RESEARCH 86000 H*HHtttt###M*###############ff#####ff##ff#####-ltHHHffHUHHMHHHHHffHH*HHHHHHHHHH-lt ANALYSIS DF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, lNTERPRETATlON AND APF'LIC1~1TION BY A REGISTERED PROFESSIONl~1L ENGINEER ONLY. HHMHHHHHH-ltHHHHH-ltHHHHHHHHHHHHHHHHHHHHHHHHHHHHH-lt-ltHHHHHUHHHHH-ltHHHHHHHHHHHM =====INPUT-===== -------------------·---------------------·. ···--------------------------.. ------------ SOLID WALL PANEL WITH ~NIFORM LOAD HEIGHT FLOOR TO ROOF! FEET HEIGHT PANEL Pr~R,~PET THICKNESS FEET INCHES 3.00 ' '"I~ C). ,._t ROOF LIVE ROOF LOAD MINIMUM REB1~R SIZE :ff:4 ROOF DEAD LOAD, :ft:/FT 220. LOAD, I/FT ECCENTRICITY, INCHES 3313. 7.00 WIND LOAD SEISMIC FACTOR PSF WALL 14. .30 -AXIAL DEAD AXIAL LIVE LOAD FROM LOAD FROM ABOVE, LB/FT ABOVE, LB/FT 1110. o. SEISMIC F1~CTOR PARAPET .80 Mt,XHHJM EFFECTI 1,,JE DEPTH INCHES REB1~R SIZE :ff: 7 CONCRETE WEIGHT, PCF 145. 2.75 STANilt~f::II r~EI GHT CONCRETE ~lTREN!HH, KSI 2.00 STEEL YIELD · STRESS, KS:t 40. STEEL MODULUS OF ELM> .. , KSI 29000. HHH CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENT~GE OF REINFORCEMENT, THE STRAIN HHH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(1.4D+ .OL+1.7xl.1E) HALL THICKNESS lj . 3 I ~lCi-lES , === OUTPUT FOR MALL=== REINFORCEMENT 14@ 11. INCHES a.c. CODE MINIMUM AREA OF REINFORCEMENT • . 11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS ::;TEEL AREi-'\ SQ IN/FT HEIGHT/THlCKNESS .22 .0029 LOADING (PER FOOT-OF WALL) !~ORK ING 3.S.4B ROOF DEAD K/FT fWOF LIVE 1,/FT WALL DEAD TO LATERAL MID-HT, K/FT KSF .220 .3313 .944 .023 FIT~~=~ Pu1 ROOF K/FT- Pu2 W~'\LL TO MID-HT, K/FT 2. l. 57 Pu=Pu1+Pu2 SEISMIC OR K/FT WIND, K/FT .231 2,388 ,032 PHI :::: • 8682 DESIGN MOMENT STRENGTH <WALL CAPACITY) r'\ 1 ·=, , SQ IN .29 NP 1 .099 CHECK STRAIN LIMIT K1 D, INCHES .98 Ee, KSI STRAIN Kn, INCHES 2549. .00078 ~997 f··-3REATER THAN K I D, THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 00077117 rh'\DIANS DEFLECTION 4.22 INCHES MN, IN KIPS -27. 81 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERi~L Mu ROOF Mu P DELTA Mu 17.21 .81 5.53 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOTAL. Mu 23.54 =~= OUTPUT FOR WALL=~~ t~f~1LL THICKNESS (). ;:, I NCHE8 ·' REINFORCEMENT 14@ 11. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS AP-2-3 PHI MN, IN KIPS STEEL 1!\REA sn IN/Fi HEIGHT/THICKNESS •")") . ,:.., .0029 36.48 LOADING <PER FOOT OF WALL) ROOF DEAD 1--.:/FT . 220 FACTORED ..A '"•Oot: 19 f\, I K/FT ,231 PH I ::: • 8-582 ROOF LI'JE K/FT .ooo Pu2 vh'-lLL TO MID-HT, K/FT 2 •. 157 WALL DEt".\D TO MID-HT, K/FT • i-;44 PtP=Pu i +Pu2 K/FT 2.38B DESIGN MOMENT STRENGTH CWALL CAPACITY) i-V ·::), SQ IN .29 Nr., 1 .099 CHECK STRAIN LIMIT K 1 D, INCHES .98 Ee, KSI STRAIN Kn, INCHES 2549. .00078 .997 ~.GREATER THAN K1 D, THEREFORE O.K. ~LECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA , 00077i77 R1-'HIIANS DEFLECTION 4.22 INCHES LATEF<AL 1--.:SF . .023 SEISMIC OR WIND, K/FT .032 MN, IN KIPS 27.81 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) ROOF Mu P DEL.Ti:-'! Mu 17.21 .81 5.53 Mu IS LESS THAN PHI M~. THEREFORE O.K. PHI MN, IN KIPS tiffffffffHffffffffffHHHHHHHHHHHHHHHHHHHHHHHHffHHHHHHffHHHHHHHHHHHHHHHHHHHHHHHHHHHH ULTIMATE MOMENT .3B1. K-FT ====PARAPET==== REQ' D A·:; • 0~5 8!1 IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. ==== HORIZONTAL REACTIONS==== 1..0~lER, LB/FT UPPER, LB/FT 396, UNFACTORED Af'-24 - ·$ '$ ·:~·$·$·$ ·$·$ii>-·$ ·$ ·$·$·$·$ ·$ $·$·$$·$ t; •' $ $-*· ·$, t~ ~~ $-t-$, 1:-1:, '$ ·$ ·$ '$ ·$ $ ·$ ·$ ·$ ·$ ·$ '$ t ;. $, 1:-$-$-~:-~:-$-1:-$, *· ~~ $ $-1:-~~$-$-~:- ·$ ·$ ·$ ·$ $ ·$ $ ·$ $ ·$ ·$ ·$. $ $ '.{:,~:-$-$ $-$-$, ~:-1~ ~~ 1:-$ $-$· $-$-$, 1~ ·$ ·$ ·$·$ ·:!Vi~·$$ ·$·:~·$ ·$ ·$ ·$·$·$·$ ·~[·$·$·$·$ ·$'$·$·$·:~ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=6 QPRI=127 LPP=64 CPL=80 COPIES=l (IMIT=10 CREATED: 18-JUN-84 15:41:46 ENQUEUED: 27-JUN-84 a:05:56 PRINTING: 27-JUN-84 8:09:25 PATH=:UDD:W.BOWDLE:84.0790:TILT16E *· ~=· $-$ $. $-$, ~=-*· *· $-$-$-$,$-$-$-!!:$-$. $-~:-~:-~:-*· ·$ $ ·$ ·$ ·$$ ·$ $ l $-$ $ t ;. 1:-'$-'*' ·$ ·$ ·$ ·$ ·$ ·$·$·$·$ ·$·$·$-$ *· *· *· 1:-$, ·$-$-1:- $ ·$ '$ $ $ ·$ '$ $ t, $$-$-~;$ $-$, ~=· ~; $-$-$-$-~:-$-~:-1:-$-$-$-$-l:-t, *· +555555555555555555555~5555555555555555555555555~555555555555555555555555555$55+ -NOWAK-MEULMESTER & ASSOCI~TES AOS t~EV 04. 60 AOS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO **"******************************************************************** Cr:)RLSBf-'iD S 6000 H-lt Hit* -If -lf-lf-lf HH -1~-li-lf-lf -Ir -If ·U -If-If H-lf H-lf-1+ -1~-lf -1+ -If U-lt-lUt-lf-lf -lf-lt-lf-lt H -If -It H-lt-lf-li-1~ H -If-If -If -It-I• -If -It-If-If -It -It-I~ -I• -1i-1i-1i-11:-JJ -l~-1~-I• -11:-lt ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED lS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHff*##HHHHHHHHHHHH-lt-lfHHHHHH-lfHHHHHHHHHHH#H#**HHH-l+HH-lfHH-lfHHHHHHHHHHHHHH-lfHH ===~=INPUT===== sir D--MAL~ -i:·1:)NEL •• l,.J ITH-UN I FORM -LOAD ___________ .-------------------------···-········--- HEIGHT FLOOR TO JUlOF, FEET 19.00 rWOF DEAD LOAD, :§:/FT 2070. HE:rGHT PANEL MINIMUM PARAPET TI-IICl'i'.NESS REB1~R FEET INCHES SIZE 3.00 5.50 :U:4 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 11i'BO. tS,00 M{1XIMlJM F~EBAR ~ilZE :H: 7 EFFECTIVE DEPTH INCHEa 4.50 l,.lIND LOAD PSF SEISMIC Fi~CTOR Wf'~LL SEISMIC FACTOR F'ARl-tPET CONCRETE WEIGHT, PCF A.AL DE1:)D LOAD FROM. 1:)BIJVE, LB/FT 1.500. CONCRETE ffffi:ENlHH ., KSI 2.00 .30 AXIAL LIVE LOAD FROM ABOVE, LB/FT o. STEEL YIELD STRESS, K~!l 40. .80 ST f":iNDARD WE I GHT STEEL MODULUS OF EL/;S. , KSI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEEDED, ULTIMATE LOAD FACTORS 1,00(1.4D+1.7L+ .Ox1,1E) 1U1LL THICKNESS 5 .. 5 INCt-lE!S, ~== OUTPUT FOR WALL=== REINFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. .17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS STEEL AREi-'.\ SQ IN/FT .16 HEIGHT/THICKNESS .0024 LOADING <PER FOOT OF WALL) ...... ----------------.----------------------- WORKING ROOF DEAD K/FT 2.070 ROOF LIVE K/Fi 1. 1i'BO 41.. 45 WALL DEAD TO LATERAL MID-HT, K/FT KSF .831 .020 F.TCJRED Pul. ROOF K/FT F'(J2 WALL TO MID-HT, K/FT Pu~Pu1+Pu2 SEISMIC OR K/FT WIND, K/FT 6. 2t~4 9.527 .000 PH I ::: • 7557 DESIGN MOMENT STRENGTH <WALL CAPACITY> i-":i'·:;, S{~ IN .48 NP 1 .100 CHECK STRAIN LIMIT K1 D, INCHES 1..61 Ee, _KSI STRAIN Kn, INCHES 2549. .00078 1.632 H-GRE1~TER THAN K 1 D, THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA . 0004777 Rt~DIANS DEFLECTION 2.51, INCHE~1 MN, IN KIPS 75.32 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu TOTt~L Mu .oo 18.79 20.43 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD === OUTPUT FOR WALL=~~ WP1LL THICKNESS ~3. ~5 INCHES, REINFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. ,17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS PHI MN, IN KIPS 56.91 A'P--Zi STEEL AREA ::rn. IN/FT .16 p::(-)S/BI-I .0024 HEIGHT/THICKNESS LOADING (PER FOOT OF WALL) WORKING Rf.lOF DEAit !~JFT 2.070 F1~CTORED F. ROOF Ki, T 2. B1tB PHI :::: . 8067 ROOF LI'.JE K/FT .ooo Pu2 Wt,LL TO MID-HT, K/FT 3.263 WALL DEAD TO MID-HT, K/FT • 83 l Pu=Pul.+Pu2 K/FT 6. 1.61 DESIGN MOMENT STRENGTH <WALL CAPACITY) ~v .,,, ~rn :r N • 3!5 NP 1 .074 CHECK STRAIN LIMIT t-<1 :u, INCHES 1.43 Ee, KSI STRAIN KD, INCHES 2549L .00078 1.632 KD GREATER THAN K1 D, THEREFORE O.K. I.Ll:'.CTION ,~T DESIGN MOMENT STRENGTH _____________________ , ______________ . INTERNAL ANGLE THETA , 0001+492 RADIANS DEFL,ECTION 2.43 INCHES LATERAL KSF .020 SEISMIG OR WIND, K/FT .000 ~1f\i ., IN KIFtS 56.48 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu • 00 B. 6-'r Mu IS LESS THAN PHI MN. P DELTA Mu 1L02 THEREFORE O.K. ULTIMATE MOMENT • 000 K··FT ====PARAPET==== REQ 1 D A·=· • 00 St":l IN/FT TOTAL Mu 111.71 PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. PHI HN, IN KIPS ----------------------------------------------------~------------------ LOWER, LB/FT 1. !3 11. ==== HORIZONTAL REACTIONS==== UPPER, LB/FT 349. UNFACTORED Af'-Z'f +666666666666666666666666666666666666666666666666666666666666666666666666666666* ·$ ·$ ·$·$·~>·$ ·$·$$ ·$ ·$ ·$·$·$'$ ·$ ·$·$·$·$$ f:. $ 1:, ·t; i=-$-r ·' *· $ . $ •. t:, $. ·$ ·$ ·$ ·$ ·$ $ '$ ·$ ·$ ·$ ·$ $- ~:-$ $-$$-M:-$ $-~:-$, $ $ ·$. $ '• $-$-~:-~:- $ $ $ '$ $ ·$ $ $ $ $ $ $ $ $ t-lli-$-$-t:-li-~:-f:. $, l 1:-$-$-ll:• $ '*' $ 1~ ;$ ·$ -~;·$ ·$·a;·$$ ·$·~;'$ ·$ ·$ ·$·:(;·$·$ ·:IVif;·$·$·$ ·:~·$·$·$ $ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=LPT DEVlCE=@CON4 SEQ=7 QPRI=127 LPP=64 CPL=80 COPIES=l LIMIT=10 CF:EATED: , 1 B-.. JUN-134 15: 41.: 1.2 ENQUEUED: 27-JUN-84 a:05:52 PRINTING: 27-JUN-84 B::1.0:1.0 PATH=:UDD:W,BOWDLE:84.0790:TILT16E1 t-:1:-!l:-t:-n:-$-1> *· ~:-*· ·t:. *· *· ~=· ~; *· f ; $-~=-*· $, :j.:. ~; ~:-$, t; $ $ ·$ $ $$ ·$ ·$ ·$$ $, ~:-1:, 1:-$ . 1=· $ ~=-l:, ~=· ,I; $ ·$ $ $ $·$·$$ $·~; :t,·$ ·$ $-$-·l:-$-t:-$ $ $ l:- $ $ $ $ $ $ $ ·$ $ f:. $-$-$-~:-!!:-$-$,$-$-!!:-t, M:-$-$-$-H:-$ *· ~=-~=-$-$-~=-$-*· *· $- +666666666666666666666666666666666666666666666666666666666666666666666666666666+ -NGWAK-MEULMESTER & ASSOCIATES t!-iOS REV 04. 60 Aas XLPT REV,04,61 PROGRAM NO. 120i TILT UP CONCRETE WALL, REV-403D.AO AP-30 Ct-1RLSBAD S 6000 ' ************************************************************"********** ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHH*#M##H*ffMMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH =====INPUT===== s~ D ··,·li;L.L.-P,~NEL ·· w I TH -UN I FORM -LOAD--------------------------------------------------------- HEIGHT FLOOR TO ROOF, FEET 19.00 ROOF DE1U1 L.O,~D, :ft:/FT MIND LOr~D PSF A.-::iL DE,;D LOf'~D FROM t~)BOVE, LB/FT l~OO. HEIGHT PANEL MINIMUM PARAPET THICKNESS REB,~R FEET INCHES SIZE 3.00 5.50 :ff:4 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 1.1i'BO. 6.00 SEISMIC.FACTOR WALL .30 1~XI1;L LIVE LOAD FROM ABOVE, LB/FT o. SEISMIC FACTOR PAFMPET . 80 MAXIMUM EFFECTI 1JE DEPTH INCHES REB1~R SIZE :E: 7 CONCRETE ~JEI GHT, PCF l.45 • 4.5() STANDt:iRD WEIGHT CONCRETE ::iTRENGiH, KSI 2.00 STEEL YIELD STRESS, KSI 4()\ STEEL MODULUS OF ELAS., KSI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS ,75(1.,4D+ .OL+1,7x1.1E) === OUTPUT FOR WALL=== WALL THICKNESS REINFORCEMEMT 5.5 INCHES, _ 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. ,17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS STEEL AREA . P=As/aH SQ IN/FT HEIGHT/THICKNESS ,16 .0024 41..45 LOADING ~PER FOOT OF WALL) . -------------------------- ROOF DEAD K/FT 2.070 :.:.~~=~~ Pul. ROOF K/FT 2.1.73 PH I ::: . 8300 ROOF LIVE K/FT 1. iJBO Pu2 WALL TO MID·-HT, K/FT 2.447 WALL DEt'\D TO MID-HT, !{/FT • B31 F'u=F'u 1 +PtJ2 K/FT 4.621 DESIGN MOMENT STRENGTH <WALL CAPACITY> t, 1 ·:., Sl~ IN .30 NP 1 .063 CHECK STRAIN LIMIT K1 n, INCHES 1.34 Ee, KSI STRAIN KD, INCHES A 25l}9. . 00078 1. 632 ••GREATER THAN K 1 n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 0004:3<S4 RADIANS DEFLECTION 2. 3<S INCHES LATERAL KSF .020 SEISMIC OR WIND, K/FT ,02B MN, IN KIPS 48.51 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu 1~.14 6.52 8.03 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOT1~L Mu 2{? , 6 t? === OUTPUT FOR WALL==~ ··WALL THICKNESS 5.5 :INCHES, REINFORCEMENT 14@ 1.5. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT, .17 SQ IN/FT HORlZ. TRIAL SECTION RATIOS AP-31 PHI MN, IN KIPS STEEL 1::iREA ~W IN/FT HEIGHT/THICKNESS .0024 41.45 LOADING <PER FOOT OF WALL) vWRrCrNG ROOF DEAD K/FT 2.070 FACTORED rA ROOF l"~T 2.1.73 PH I ::: • 8301"..) ROOF LIVE K/FT .000 Pu2 WALL TO MID-HT, K/FT 2.447 l4t-lLL DEAD TO MID-HT, K/FT • B31. Pu==Pu 1 +Pt;2 K/FT DESIGN MOMENT STRENGTH <WALL CAPACITY) NP 1 . 3(j .063 CHECK STRAIN LIMIT K1 D, INCHES 1.34 Ee, KSI STRAIN KD, JNCHES 2549. .00078 1.632 KD GREATER THAN K1 D, THEREFORE O.K . • LECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 000431S4 fh'HIIANS DEFLECTION 2. 3<S I NCH ES LATERAL KSF .020 SEISMIC OR f..JIND, K/FT .02B MN, IN KIPS 48.51 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERf.!'il Mu ROOF Mu P DELTA Mu· 15.14 6.52 8.03 Mu IS LESS THAN PHI MN. THEREFORE O.K. ULT IM~, TE MOMENT • 33,S K-FT ====PARAPET==== REQ'D A·:::- .03 SQ IN/FT TOTAL MLt 29.611 PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. PHI MM, IN KIPS ---------------------------------------------------------------------- LOl·~ER, LB/FT 1.131,. ==== HORIZONTAL REACTIONS===~ UPPER, LB/FT 349. UNFACTORED Af'-ZZ AP-33 +777777777777777777777777777777777777777777777777777777777777777777777777777777+ ·$ ·$ ·:IVilVili $ "$$$ $ ·$ ·$$$$ $ ·$$·$·$$ t~ t, ~:-$ t ~ 1:-*· $-$ •. $ $ 1~ ·$ ·$ ·$ $ ·$ ·$ ·$ $ ·$ ·$ $ ·$ t' .. $ . *· ~:-~:, ~:-~:--t:-$. ~:-~:-$. $ $ . t =· 1,-$,$-$, ·$ ·$ ·$ ·$ $ ·$ $ $ ·$ ·$ ·$ ·$ $ $ ·t;$ $$, $~:-.t, -~:-$ $-1:-$-$-$· $ .. $ • . $ r -· ·$ $ ·$$ ·$·$:!Viii ·$·:Ii·$ ·$ ·$ ·$·$·$$ ·$ $ $·~;·$ ·$$·$·$ $ DEST=W,BOHDLE USER=W.BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=S QPRI=127 LPP=64 CPL=80 COPIES=l LIMIT=10 CREATED: 18-JUN-84 15:43t24 ENQUEUED: 27-JUN-84 8:05:52 PRINTING:·· 27-JUN-84 8:10:53 PATH=:UDD:W.BOWDLE:84.0790:TILT16H i:,$$-~:-$, 1i-~:-$-$-$. $ $ $. $-~:, $-*· $. ~:-$. l:• ~:- ·$ ·$ ·$ ·$ ·$·$ "$ ·$ ·$ $ -f 1:-$-1:, ~:-$-f:. t ~ $ ·$ ·$ $ ·$ ·$·$·$·$ ·$·$$·$$ t:-1:-$ 1:-$ •. $ $-t, ~:- $ ·$ ·$ $ ·$ ·$ -$ ·$ ·$ t-$-~i-$-~:-$ $-$· ~:-t-$. $ $-~:-~:-~:-$-$-~:-$. $ •. $ +777777777777777777777777777777777777777777777777.777777777777777777777777777777+ -NOWAK-HEULMESTER & ASSOCIATES AOS RElJ 04.60 AOS XLPT REV 04.61 /IP-3,t PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH***************HHHHHHHHHHHHHHH*HHH CARLSBAD S 6000 HHHHHHHHHHHHHffHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH¾HHHHHHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED lS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH =====INPUT===== ----------------•.. . ---·------------------------------------------------------------------ SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT FL.OOF~ TO ROOF, FEET 19.00 ROOF DE1~D L01~D, :!l:/FT l). PSF -AXIt~L DEAD LOAD FROM ABOVE, LB/FT 1.500. HEIGHT PANEL MINIMUM PAR<~PET THICKNESS REBr~R FEET INCHES SIZE 3.00 5.50 :U:/.} ROOF LIVE ROOF LOAD LOAD, i/FT ECCENTRICITY, INCHES O. iS.00 SEISMIC FACTOR WALL .30 AXIAL LIVE LOAD FROM ABOVE, LB/FT o. SEISMIC FACTOR PARAPET . 80 M1~XIMUM EFFECTIVE DEPTH INCHES REBAR ~JIZE ,§: 7 CONCRETE WEIGHT, PCF 145 . •") .. ,,:- ,:.. • l ·-' STANitARD WEH,Hi CONCRETE ~HRENGTH, 1-:'.SI 2.00 STEEL YIELD STRESS, KS:[ 40. STEEL MODIJL.U:3 OF ELAS., KS:t 29000. HHH CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN HMH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS 1,00(1.4D+1.7L+ .Ox1.1E) t,~t~LL THI c~::NESS 5.5 INCHES, === OUTPUT FOR WALL=== RE!NFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. .17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS ffTEEL AREA SQ IN/FT P==As/sH HEIGHT/THICKNESS • 1. 6 .0024 . 41.. 45 LOADING (PER FOOT OF WALL> f•!ORKING ROOF DEAD K/FT ROOF LIIJE K/FT WALL DEAD TO LATERAL MID-HT, K/FT KSF .000 .000 .831 .020 F,~~~~~ Put ROOF K/FT PtJ2 WALL TO MID-HT, K/FT 3.263 Pu==Pu1+Pu2 SEISMIC OR K/FT WIND, K/FT .ooo 3.263 .. 000 PHI::: .8506 DESIGN MOMENT STRENGTH (WALL CAPACITY) NP 1 .088 CHECK STRAIN LIMIT K1D, INCHES • 911 Ee, KSI STRAIN KD, INCHES 2549. .00078 .997 ~-GREATER _THAN K 1 D, THEREFORE O. IC DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA ,0007611 RADIANS. DEFLECTION 4.12 INCHES MM, IN KIPS 24.95 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS> LATERAL Mu ROOF Mu P DELTA Mu TOT1~L Mu .00 .00 6.72 Mu rs LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD ::::::::: OUTPUT FOR WALL::::::~ t-h~1L.L THICKNESS 5.5 INGHES1 REINFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. ,17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS PHI MN, IN KIPS 21.22 Af'-3S STEEL t~REA ~m IN/FT .16 HEIGHT/THICKNESS .0024 41. 45 LOADING <PER FOOT OF WALL) vJORKING ROOF DE{Ht K/FT .ooo :A ROOF l"'T .000 PH I ::: . 8506 ROOF LI'JE K/FT .000 Pu2 WALL TO MID···HT, l'(/FT 3. 2t)3 Wr)LL Df;AD TO MID-HT, !{/FT .!33:l. Pu::Pu1.+Pu2 K/FT 3. 2<S3 DESIGN MOMENT STRENGTH (WALL CAPACITY) ~~ 1 ·:,, SQ IN Nf1 ' .088 CHECK STRAIN LIMIT K 1 IJ ., INCHES • 91!} Ee, KSI STRAIN KD, INCHES 2549. .00078 .997 KD GREATER THAN K 1D, THEREFORE O.K. r._ECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA DEFLECTION .000761.1 RADIANS 4.12 INCHES LATERAL KSF .020 :3EISMIC OR WIND, 1\/FT .000 Mt,1, IN KIPS 24.95 AP~LIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu .oo .oo 6.72 Mu IS LESS THAN PHI MN. THEREFORE O.K. IJLTIMt~TE MOMENT .000 K-FT ====PARAPET==== REQ'D A'::- . 00 sn IN/FT TOTAL Mu 6.72 PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. PHI Mr-i, IN KIPS 21..22 ----------------------------------------------------------------------- LOWER, LB/FT 1.t3'i'. ==== HORIZONTAL REACTIONS==== UPPER, LB/FT 349. UNFACTORED AP-31 +8BB888BB88888888888BBB888BBBBBB88888BB8888888888888888888888888888888888888888+ - ·$ ·$ ·$·$$·$ ·n;·:fi·$ :$ ·$ $·:!Viii·$ $ ·$·$$ii$ $-$. t:-$. ~=-$-~=-$--~; $ . t, ~:- '$ ·$ ·$ ·$ ·$ ·$ ·$ ·$ ·$ $ ·$ $ $. i:. $-1:-!1:-~;$. ·:(l. 1:, ~ *· 1:-f:. t } $-1:-t, $-$. ~=- ·$ ·$ ·$ ·$ ·$ ·$ ·$ $ $ $ ·$ ·$ ·$ $ H:· *·*· 1:·f:· ~:-~:-·:fl. *· 1:-$ ~:-$ $ $ 1; $, ·$ ·$ ·$·$ ·$·$·:Ii·$ ·$·:!Viii ·$ ·$ ·$·$·$·$ ·$ ·$ ·$ ·$ ·$ ·$·$·$·$·$ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=LPT DEV1CE=@CON4 SEQ=9 QPRI=127 LPP=64 CPL=80 COPIES=! LIMIT=10 CREATED: 11-JUN-84 14:47120 ENQUEUED: 27~JUN-84 8:06:40 PfGNTING i 27-.JUN-84 !H 1.1.: 36 PATH=:UDD:W.BOWDLE:84.0790!TILT16F1 $. ~=-~:-~=-*· t~ $ *· ~:-*· f:. $-$$-$-$. ~:-1:-$$. $. $-~=-~=-$-$- ·$ $ ·$ ·$ ·$·$ ·$ ·$ ·$·$ t, $: $-$-$--~=-$-t ~ ~:-~=- $ $ ·$ $ $_ ·$·$·$$ ·,IVilVilVili $ t., '$-$ $-$-$, ~=-$-$- '$ ·$ '$ ·$ $ ·$ '$ ·$ $ t ~ H:-$-$-$--~=-$-$-~=-i, $-$-$ ~:-$, ~; ~;~:-$-l:, ~:-t-$ $-~;. +88888888888888888888888888888888888888888888888$888888888888888888888888888888+ NOWAK-MEULHESTER & ASSOCIATES AOS REV Ot}. 60 AOS XLPT REV 04.61 AP-38 ' PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO 1f ,Jf -lt -lf ,Jf H * -lf H -lf ·H -It -lf *-If -lf-lf -lf -l~ -It *-lt ,jf -If -lf_-l~ ,jJ ,jf ,jf -lf-lf -lf * ,jf ,Jf ·H -If ,jf -l+ -lt ,jf ,jf -lt -lt -lf ,Jf -lt -lt -lf ff H H * ,Jf -lf ff ,Jf ,jf -lt ,jf -lt ,jf ,Jf -lt -lf -lf -lt -lf -lf ,jf ,jf CARLSBAD RESEARCH S6000 HHHHHHMHMHHHHHHHHHHHHHHHHHHH**HHMHHHH-lfHHHMHHHHH-ltHHHHHHHHHHHHHHMHHHHHH-ltH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHH-ltHHHHHHHHHHHHHHHHMHHHff-lfHHHHHHHHHHH****HHHHHHHHMHHHMHHHHHHHHMHM =====INPUT===== ---------------------------------------------------.. ---------.. ----------------------- WALL PANEL WITH OPENING AND UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 19.00 PANEL WIDTH FEET 34.00 ROOF DEAD LOAD, :O:/FT ~4. t~D LOAD PSF i!-iXIt!-iL DEAD Uh~D FROM ABOVE, LB/FT o. HEIGHT Pi-,NEL MINIMUM PARAPET TI-IICi-<NESS REBAR FEET INCHES SIZE 3.00 {' ..-)c:· ,~. ~;::J :ff:4 OPENING OPENING WIDTH HEIGi-iT FEET FEET 14.00 15.00 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 1,S0. 7.00 SEISMIC FACTOR WALL .30 1!-iXI1!-iL LIVE LOAD FROM ABOVE, LB/FT o. SEISMIC Ft!-iCTOR PARA.PET • 80 Hi-"XH1UM EFFECTIVE DEPTH INCHES REBAR SIZE :(: 7 CONCRETE HEIGHT, PCF :!.45 • 2.75 ~:TANDARit ~~EIGHT CONCRETE ~lTRENGTH, !<SI 2.00 STEEL YIELD STRESS, KS:r 40. ::HEEL MODULUS OF ELAS., KSI 29000. HHH CAUTION, THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN HHH LIMIT MAY BE EXCEEDED. , ULTIMATE LOAD FACTORS .75(1.4D+ .OL+1.7x1.1E) vh:'~LL THICKNESS 6.3 INCHES, ~== OUTPUT FOR WALL=== REINFORCEMENT 04@ 10. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS fnEEL AREA SQ IN/FT .24 P==As/aH .0032 HEIGHT/THICKNESS LOADING (PER FOOT OF WALL> WORKING reF DEAD K/FT .l.77 F1~CTORED Put ROOF !</FT • 1!3tS ROOF L:tVE !</FT .272 Pu2 WALL TO MID-I-IT, K/FT 1. 1.37 1-h~LL DE,~D TO MID-HT, K/FT 1.0B3 Pu==Pul+F'u2 !</FT 1.323 DESIGN MOMENT STRENGTH <WALL CAPACITY) A's, SQ IN NP 1 .28 .096 cl~cK STRAIN LIMIT K 1 D, INCHES . .97 Ee, KSI STRAIN KD, INCHES 2549. .00078 .997 KD GREATER THAN K1 D, ·THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0007741 RADIANS DEFLECTION 4. 1_t,;) INC:HES L~~TERAL KSF :sf.:I8MIC OR J..HND, K/FT .036 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL CIN KIPS> Lr~ TERt-,L M1J l.~t.74 · ROOF Mu P DEL Tt~ Mu 3. 1.iS Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD 23.55 === OUTPUT FOR WALL==~ t,lf;LL THICKNESS 1~ • 3 I NCH ES , REINFORCEMENT 14@ 10. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT PHI MN, 1N KIPS 23.77 ~11 SQ IN/FT VERT. .19 SU IN/FT HORI2. TRIAL SECTION RATIOS STEEL AREA ~m IN/FT .24 p::=As/aH .0032 HEIGHT/THICKNESS 3,5. 48 LOADING <PER FOOT OF WALL) rWRKING ROOF DEAD ,er .177 FACTORED Pul. ROOF 1 •• ~,....,,.. ,\/ I"" l . .UM PH I ::: • 8824 ROOF LIVE K/FT .ooo PtJ2 WALL TO MID-HT, K/FT 1..137 WALL DEAD TO MID-HT, K/FT 1.0B3 PtJ=Pu 1 +Pu2 !{/FT 1.323 DESIGN MOMENT STRENGTH (WALL CAPACITY) .28 NP 1 .096 wcK_STRAIN_LIMIT K1 D, INCHES ·• 97 Ee, KSI STRAIN KD, INCHES 2549. .00078 .997 KD GREATER THAN K 1 n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0007741 RADIANS DEFLECTION 4. 1r; INCHES LATER~t:\L KSF .026 SEISMIC OR WIND, K/FT .036 MN, lN KIPS APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) Lr; TERAL Mu ROOF Mu P DEL.TA MiJ tii'.74 .. tS5 3.t:S Mu IS LESS THAN PHI MN. THEREFORE O.K. ULTIMATE MOMENT • 3131. K-FT ====PARAPET==== REQ' D A·:- • 05 St;t IN/FT TOTi;L. Mu 23.55 PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. ==== HORIZONTAL REACTIONS~==~ PHI MN, IN KIPS 23.77 AP-40 ANI +999999999999999999999999999999999999999999999999999999999999999999999999999999+ $ t ·$·$·$·$ sss $ $ ·$·$·$$ $ ·$·$·$·$·$ $ $ $ $ $ $ $ $ f ~ $ $ • $ s s • $ s $ $ $ $ $ $ $ $ t > $$$$ $ • $ $ • t > $ t $$$$ $ $ $ $ $ s $ $ $ $ $ $ $ $ $$ SS $$ $ $ $ $ $$ $$ r > $ $ t $ $ $$ ·$·$·$ $ $$$ $ $ $$$$ 1$$$$ ·$·$·$·$$ DEST=W,BOWDLE USER=W.BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=10 QPRI=127 LPP=64 CPL=so· COPIES=l LIMIT=10 CREATED: 15-JUN-84 15:43:16 ENQUEUED: 27-JUN-84 8:06:40 PRINTING: 27-JUN-84 a:12:21 PATH=:UDD:W.BOWDLE:84.0790:TILT11B $$$$$ $$$$$ $ $$$$$ $ $ $$$$ $ $ $ $ $$ $$ $ $ t • $ $ • $ $ t $ $ $ $ $ $ $ $ $·$·$$ $ $ • $ $ t $ $ $ $ $ $ $ $ $ $ • $S$$S $$$$$ $ $$$$$ $$$$$ •••• +999999999999999999999999999999999999999999999999999999999999999999999999999999+ -NGWAK-MEULMESTE~ & ASSOCIATES AOS REV 04.60 Aas XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO HHHHHHMMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH . . C1!\RLSB1!\D S 6000 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. *********************************************************************** =====INPUT===== sl ID -WALL-PANEL -W ITl-·1-UN I FORM --LOAD----------------------------------------------------- HEIGHT FLOOR TO ROOF., FEET 19.00 RCIOF DEAD LOAD, :ff:/FT 1.04. ~!IND L01!\D 14. AIAL. DEAD Li:h'Hr FROM t!\BOVE, LB/FT 1.1i'f+O. HEIGHT PANEL MINIMUM PARAPET THICKNESS REBAR FEET INCHES SIZE 3.00 5.50 :1:4 ROOF LIVE ROOF LOAD LOAD, t/FT ECCENTRICITY, INCHES 1.60. 7.00 SEISMIC FACTOR WALL .30 AXI~,L LIVE LOAD FROM ABOVE, LB/FT 0. . SEISMIC F1~CTOR PARAPET .80 Mt:iXIMUM EFFECTIVE DEPTH INCHES REB1~R SIZE ;§: 7 CONCRETE irJEIGHT, PGF 145. 2.75 :~nANDARD WEIGHT CONCRETE ~lTRENBTH, KSI 2.00 STEEL YIELD STRESS, KS! 40. STEEL MODUL.!.J::3 OF ELAS., KSI 29000. *** CAUTION, THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REI~FORCEMENT, THE STRAIN HHH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS 1.00(1.4D+1..7L+ .Ox1.1E) i-h'\LL THICKNESS 5.5 INCHES, ~== OUTPUT FOR WALL·=== REINFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. .17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS STEEL AREA SG! IN/FT . 1 .s ?==A-:,/sH .0024 HEIGHT/THICKNESS 41..45 LOADING (PER FOOT OF WALL> WORKING :i.'.OOF DEAD K/FT ROOF LI'JE K/FT WALL DEAD TO LATERAL ~ID-HT, K/FT KSF .1.04 , 160· · .831 .020 FITORED Put ROOF K/FT Pu2 WALL TO MID·-:HT, K/FT 3 I !3711 Pu==Pul+Pu2 SEISMIC OR K/FT WIND, K/FT .41.B 4.297 .ooo PH I ::: • 8349 DESIGN MOMENT STRENGTH <WALL CAPACITY) ----------------------------~ -------- NP 1 .29 .100 CHECK STRAIN LIMIT r-<'n, INCHES .98 Ee, KSI STRAIN KD1 INCHES 2549. .00078 .997 F-3REATER THAN K' D, THEREFORE O. K. DEFLECTION AT .DESIGN MOMENT STRENGTH -----------------------------------INTERNAL ANGLE THETA , 0007807 RADI1~NS DEFLECTION 4.23 INCHES MM, IN KIPS 27.97 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu • 00 1. 4<S Mu rs LESS THAN PHI MN. P DELT1=-t Mu <r. 117 THEREFORE O. l<. TOTt~I.. M1.J 1.1. •'+3 PHI MN.• IN KIPS 23.35 *******************************************************************~*** -SECOND PASS OMITTING ROOF LIVE LOAD === OUTPUT FOR ·wALL ==~ -----------------------------------------------------------------------J..!ALL TI-IICl<NESS 5.5 INCHES, REINFORCEMENT 14.@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. .17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS AP-43 STEEL AREA ~:n IN/FT p:::A·s/sl-1 HEIGHT/TRICKNESS .0024 LOADING CPER FOOT OF WALL) vWRKING · RCIOF DEAD K/FT , 1. 04 Fr!1CTORED rA ROOF i'~T .1.1+6- PH I ::: • 8390 ROOF L:£1JE K/FT .000 Pu2 WALL TO MID-HT, kJFT 3.B79 41.45 WALL DE~·u1 TO MID-I-IT, K/FT • 83 l. Pu==Pu 1. +F'u2 K/FT . 4. 02~5 DESIGN MOMENT STRENGTH (WALL CAPACITY) LATERAL KSF .020 SEHiMIC OR WIND, l{/FT .000 ,; , ·:;, sn IN '?O • ,:..1;.., NP 1 .097 K1 n, INGHES1 .97 MN, IN KIPS 27.17 CHECK STRAIN LIMIT Ee, KSI STRAIN KD, INCHES 2549. .00078 .997 KD GREATER THAN K1 n, THEREFORE O.K. [._ECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 00077~36 R~ur:r~,Ns DEFLECTION 4.20 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATER11L M1J .00 ROOF Mu . 51. Mu IS LESS THAM PHI MN. P DELTA Mu B.76 THEREFORE O.K. ULTIMATE MOMENT .000 K-FT ====PARAPET==== REQ, D 1=l·=- . OO sn IN/FT r;, 27 PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. PHI MN, IN KIPS 22.79 -------~--------------------------------------------------------------- LOWER, LB/FT 1.131;,. ==== HORIZONTAL REACTIONS==== UPPER, LB/FT 349. UNFACTORED Af'-41 +000000000000000000000000000000000000000000000000000000000000000000000000000000+ - $ $ $·$·$·$ $1$ $ $ SS$$ $ ·$·$·$·$·$ $ $ • $ $ $ $ $ $ f > $ t . $ $ $ $ $ $ $ $ $ $ s • • $ $ $$f$ $ $ $ $ $ $ $ $ $$5$ $ $ $ $ f $ ' $ $ $ $ $ $ $ $$ $$ $$ $ $ $ $ $-$· $$ $ $ $ ' $ $ $ $$ ·$·$·$·$ $$$ $ $ $$$$ ·$·$·$·$·$ $$$$$ DEST=W.BOMDLE USER=W.BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=11 QPRI=127 LPP=64 CPL=80 COPIES=l LIMIT=10 CREATED: 15-JUN-84 15:42:10 ENQUEUED: 27-JUN-84 8:06:42 PRINT1NG: 27-JUN-84 a:13:os PATH=:UDD:W.BOWDLE:84.0790:TILT11B1 $$$$$ $$$$$ $ $$$$$ $ $ $$$$ • $ $ $ $ $$ $$ $ $ ts $ • $ • $ $ $ t f > $ ' $ $ . $ $ $ s $ $ $$$$ $ $ $ $ $ ' $ $ $ s $ $ $ $ $ $ $ $ $ $ $ $$$$$ $$$$$ $ $$$$$ $$$$$ '''' $$$$$ +OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOMOOOOOOQOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO+ NOWAK~MEULMESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 0~.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO HHHHHHH*HHH##########*HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHUUHHHHH HHHHHHHHHHHHHMHHHHHHHHHHHHHHHHHHHH##H*HHHHH#########################H## ANALYSIS OF TILT UP CONCRETE WALLS ~y THE ULTIMATE STRENGTH'METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY .. HHHHHHHHHHHHH~HHHHHHHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH##HHHM~ =====INPUT===== slID _-1.-lALL -P1~NEL.-MITH-UNIFORM --LOf-~D---------· ---------------------------·····--· HEIGHT FLOOR TO ROOF, FEET 19.00 ROOF DEAD L01~D, =Y:/FT 1.i)-4. HEIGHT PANEL MINIMUM PARAPET THICKNESS REB1~R FEET INCHES . / SIZE 3.0() 5.50 :§:4 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 1.60. 7,00 . H{-\XHHJM f:!1::BAR SIZE ,§: 7 EFFECTIVE DEPTi-1 INCHES 2,75 i~nm LOf~D PSF l. l} • SEISMIC FACTOR WALL .30 SEISMIC FACTOR F'ARl.\PET • 80 CONCRETE WEIGHT, ·pcF 1•45 • A'Al DEAD LOf"~It FROM ABOVE, LB/FT 1940. CONCRETE ~lTRENGTH, KSI 2.00 1'!iXI1~L LilJE LOAD FROM ABOVE, LB/FT o. STEEL YIELD STRESS, KSI ,.H). ~iT ~".\NDARD WE I GHT STEEL MODULUS OF EU'.\S I , KSI 2900(). HHH CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 13 SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(l..4D+ .OL+l.,7x1.1E) r rh".JLL THICKNESS 5.5 INCHES, ~== OUTPUT FOR WALL=== REINFORCEMENT 14@ 13. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. .17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS STEEL ARfa~ SQ IN/FT HEIGHT/THICKNESS • 1 B .002t3 41.. 45 LOADING (PER FOOT OF WALL> WORKING ROOF DEAD K/FT .104 Fr~CTORED ~--;~~; K/FT PH I ::: • 8543 ROOF LIVE K/FT . • l1SO Pu2 WALL TO MID-HT, K/FT 2 • r,011 l,MLL DEAD TO MID-HT, K/FT .831 Pu==Puli-Pu2 K/FT 3,01B DESIGN MOMENT STRENGTH (WALL CAPAClTY) r"-i' ·,i. .• SQ IN .27 CHECK STRAIN LIMIT K 1 D, INCHES .96 Ee, KSl STRAIN KD, INCHES 2549. .00078 .997 f-GREATER THAN K' D , THEREFORE O. K. . DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0007714 RADIANS DEFLECTION 4,1.B INCHES LATERAL KSF .020 SEISMIC OR WIND, !</FT .02B MN, IN KIPS APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS> Lr!i TERAL Mu ROOF Mu .3B P DEL Ti~ Mu 6.53 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOTP1L l"hJ PHI MN, IN KIPS 22.66 ---------------------------------------.------------------------------- 1-lt!iLL THICKNESS 5. 5 I t'1(:tiES, === OUTPUT FOR WALL=== REINFORCEMENT 14@ 13. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. .17 SQ IN/FT HORl2. TRIAL SECTION RATIOS AP-4-f STEEL ARE?-) ~in IN/FT p:::As/BH HEIGHT/THICKNESS • :ta .0028 LOADING (PER FOOT.OF WALL) ROOF DE~':\D K/FT , 1.04 F1~CTORED ......... ____ _ ~• ~? c·, or-= ,., r. K/FT .109 'PHI ::: • 8543 ROOF Ll'JE K/FT .000 Pu2 Wf'~LL TO MID-HT, K/FT 2. 901, 41.45 WALL. DEAD TO MID-HT, K/FT· • B3l F'u==F'u1+Pu2 K/FT 3.01.B DESIGN MOMENT STRENGTH <WALL CAPACITY) LATERAL KSF ,020 SEISMIC OR WIND, K/FT .02!3 i!i'·:,, fm IN .27 NP 1 .094 K 1 D, INCHE_S MN, IN KIPS CHECK STRAIN LIMIT Ee, KSI STRAIN KD, INCHES 2549. .00078 .997 KD GREATER THAN K1D, THEREFORE O.K. r:ilLECTION AT.DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 0007714 RADI~':\NS DEFLECTION 4.1.8 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu 1.5.14 .313 6.53 Mu IS LESS THAN PHI MN. THEREFORE O.K. UL.TIMt!lTE MOMENT .336 K-FT ====PARAPET==== REQ'D A·=E- • 04 St~ IN/FT TOTAL Mu 22. OcS PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. L.O~lER, LB/FT 1.139. ==== HORIZONTAL REACTIONS===~ UPPER, LB/FT 349. UNFACTORED PHI MN, IN KIPS 22. fJ,5 • A~4S +111111111111111111111111111111111111111111111111111111111111111111111111111111+ $ $ $$$$ $$$ $ $ ,$$$$ $ $$$$$ $ $ $ $ . $ $ ' $ $ $ $ $ $ s $ $ $ $ $ $ $ $ ,. $ $ $ $ $ $$5$ $ $ f } $ $ $ $ $ tSSS $ $ $ $ $ $ $ $ $ $ $ $ $ $ rs $$ $$ $ $ $ $ $$ $$ $ • t • t $ $ $$ ·$·$·$$ $$$ s $ $$$$ ·$·$·$·$·$ $$$$$ DEST~W.BOMDLE USER=W,BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=12 $$$$$ $ s $ $ $ $ QPRI=127 LPP=64 CPL=80 COPIES=l CREATED: 15-JUN-84 15:37:50 ENQUEUED: 27-JUN-84 8:06:42 PRINTING: 27-JUN-84 8:13:48 PATH=:UDD:W.BOWDLE:84.0790:TILTllC $$$$$ $ ... ,, $ $ $ $ $ $$ $$ $ $ $ $ $ f • $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $$If$ $$$$$ • $$$$$ $$$$$ LIMIT=10 $$$ $ $ $ $ s $ s $$$ +111111111111111~1111111111111111111111111111111i111111111111111111111111111111+ -. NOWAK-MEULMESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04,61 PROGRAM NO. 120, TILT UP CONCRETE W1~LL., REV-403D.AO A-P-4'1 HHHHHHHHHHffffHHHHHHHMMHHHHHHH~HHHHHHHHHHHHHHHHHHHHffffHHH*HHMHH~HHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH**********************HHHHHHHH =====INPUT===== 1 -----------------. ------··--. --------------------··---··-----.. ----------.. -.. -------- W~-L PANEL WITH OPENING AND UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET :t9.00 PMH:L ~HDTH FEET ROOF DEl-lD LOi;D , :ft:/FT t,:)ft, .D LOf-'ID PSF 1;;-,,. 1~1X I 1~L DEf-'ID LChUt FROM f-'lBOVE, LB/FT o. HEIGHT PANEL MINIMUM PARAPET THICKNESS REB1~R FEET ~[NCHES SIZE 3.00 5.50 :§: /.} OPENING OPENING WIDTH HEIGHT FEET FEET 3.33 7.00 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 160. 7 I 00 SEISMIC FACTOR WALL .30 f;)XIAL LIVE LOAD FROM r~BOVE, LB/FT o. SEISMIC FACTOR PARAPET .80 MAXIMUM EFFEGTIIJE DEPTH INCHES REB1;R SIZE :!j: 7 CONCRETE WEIGHT, PCF 145. ,!} • 50 STANDARD i~EIGHT CONCRETE HTRENIHH, KSI 2.00 STEEL YIELD STRESS, KSI · 40. STEEL MDDULU:3 lJF ELt'-\S .. , KSI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS 1,00(1.4D+1.7L+ .Ox1.1E) ----------------------------------------------------------------------- vUH.L THICKNESS 5.5 INCHES, ~== OUTPUT FOR WALL=== REINFORCEMENT 14@ 15. INCHES O.G. CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. .17 SQ IN/FT HORIZr TRIAL SECTION RATIOS . STEEL ARE1f.} SQ IN/FT p=As/sH HEIGHT/THICKNESS • 1. cS .0024 LOADING (PER FOOT OF WALL) MORKING ~·-~~AD K/FT .277 F1~CTORED Put ROOF K/FT 1.. 113 PH I ::: • 8 1,t70 ROOF LIVE 1-</FT • 42,S Pu2 WALL TO MID-HT, !</FT r 2. 3136 41..45 v-lALL DEAD TO MID-I-IT, !</FT 1.704 PtJ=F'iJ l. +Pu2 !</Fi 3. 49'1 DESIGN MOMENT STRENGTH (WALL CAPACITY) U':iTERAL KSF • 041. SEISMIC CIR WIND, K/Fi .000 A1 5, SQ IN NP' .~ .055 K 1 DI INCHES 1.27 MN, IN KIPS 42.93 CHECK STRAIN LIMIT -------------~ ---Ee, KSI STRAIN KD, INCHES 2549. .00078 1.632 KD GREATER THAN K1 n, THEREFORE O.K. ·DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0004270 RADIANS DEFLECTION 2.31. INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL CIN KIPS) LATERAL Mu ROOF Mu P DELTA Mu .oo 3.90 5.33 Mu IS LESS THAN PHI MN. THEREFORE O.K. TOT1~L Mu 9.23 ' PHI MN, IN KIPS *HHHMHHHNHHHHHHHHHHHHHHHH****HHHHHHHHHHHHHHHHHHHHHHHHHMHHHHHHHHHHM***** SECOND PASS OMITTING ROOF LIVE LOAD ------------------------------~---------------------------------------- ~-l,~1LL THICKNESS 5.5 Ii'JCl-iES, . === OUTPUT FOR WALL=== REINFORCEMENT 14@ 1.5. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT AP-50 . 10 SQ IN/FT VERT. .17 SQ IN/FT HORlZ . TRIAL SECTION RATIOS STEEL AREA ~~:2 IN/FT .16 HEIGHT/THICKNESS .0024 LOADING (PER FOOT OF WALL) W(H<:KING ROOF Dfa'HI j-:Ar ~277 Fi:-iCTORED Put ROOF K/FT PH I ::: • 8580 ROOF LlVE 1,/FT .000 PtJ2 WALL TO MID·-I-IT, K/FT 2.3!36 41.45 !,~ALL IIEAit TO ~1I D-HT, !,/FT 1. 701+ Pu==Pul.+Pu2 K/FT 2.774 DESIGN MOMENT STRENGTH (WALL CAPACITY) UHEfh".\L KSF .041 SEISMIC OR WIND, K/FT .000 ~) I ':h I S{~ :[ N . 2l~ Nf>, .051 K 1 IJ, INCHES 1.22 MN.• IN KIPS 39. l~2 illJ:K _STRAIN_ LIMIT Ee, KSl STRAIN Kn, INCHES 2549. .00078 1.632 KD GREATER THAN K1 D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA . 00042011 RADIANS DEFLECTION 2.2!3 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu .oo . 1.36 . 3.60 Mu IS LESS THAN· PHI MN. THEREFORE O.K. ====PARAPET==== TOTAL Mu 4,116 PHI MN, lN KIPS 33. 8~l ------------------------------------~---------------------------------- ULTIMATE MOMENT .000 K-FT REQ 1 D A·::- • 00 SGl HUFT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. ==== HORIZONTAL REACTIONS==~= ,!p-5/ AP-5Z +222222222222222222222222222222222222222222222222222222222222222222222222222222+ - ·$ ·$ ·:~·$·$-$ ·$·$·$ ·$ ·$ ·:(Viii$·$ '$ ·:IVilVili ·$ $ 1; ~; ~:--:I:-·t; $-~; $. $ $-$-t :, ·$ ·$ ·$ ·$ ·$ ·$ ·$ ·$ ·$ ·$ ·$ ·$ t-.$, 1:• ~;$$-$. $-$ $ 1:-~:-t:. $. :Ii-$$-$-~:- ·$ ·$ ·$ ·$ ·$ ·$ $ $ $ ·$ ·$ ·$ ·$ $ $-$· $$-$~:-'$-1~ ~:-*· $-$ $$-1~ $, l:• 1" ~ '$ ·$ ·$':(; ·:lVilVilVil; ·:r,·:(i·$ ·$ ·$ $·$·$·$ ·$·$·$·:Ii $ ·:Jj-:(i·$·:IVil:- nEBT=H.BOWDLE USER=W.BOWDLE QUEUE=LPT DEV1CE=@CON4 SEQ=13 QPRI=127 LPP=64 CPL=BO COPIES=1 LIMIT=10 ~;$,$-$,$- ·$ 1:- $ $ .$ t., CREi-~TED: ENQUEUED: PRINTING: 15··JtJN-B4 27·-JUN-84 27-JUN-!34 1.5:36:4!3 e:06:,42 B :1.4 :31 PATH=:UDD:W.BOWDLE:84.0790:TILT11C1 $· ~:-$-*· *· ~; $-$$-$-$. $-$ •. l~=-4~ ·$ ·$ ·$ ·$·$ ·$·$ ·$ ·$ ~:-t ~ *· 1:-~:-t ~ $-1:- ·$ ·$ ·$ $ ·$ ·$ i:. *· ~; t-1:-t :• ·$ ·$ ·$ ·$ '$ ·$ ·$ $.~;t:.!f:.!f:. 1;$$-i:.$ $ $, $-:(.:. $-1:-$-:!:-$-$-~:-$,!j:.:(., t- ·:(;·$ $ . $ ·$ ~:- ·$ $-:1:-:f;$.$ +222222222222222222222222222222222222222222222222222222222222222222222222222222+ -NOWAK-MEULMESTER & ASSOCIATES AOS REIJ 04.60 AOS .XLPT REV 04.61 ?ROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO HHHHHHHHHHHHHHHHHHftHHHHHHHHHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHH C1~RLSB1-'ID S ,6000 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. H if i! ir iH+ H if ,jf ,jf -lHHt ,)Hf if ,jf ,)Hf ,jf ,)Hf H H ,jf 1m n 1m U -!Ht ,); -!Hf iHHHHHHH• -l• 1H• -lHH• -l• i• i• ,)Bf if ,jt,Jt ,)f iHrn ,jf it ,jf H ,jf iHHHt ====~INPUT===== ~·L -PANEL -WITH-OPENING -AND-UNIFORM-LOAD·---------------------_----------------- HEIGHT FLOOR TO ROOF, FEET 19.00 Pr'iNEL WIDTH_ 5.33 fWOF DE1~D L.01~D ,. :1:/FT 104. 1.-.D L01:!-iD F'SF AXI1~L DE1:!-iD Lo~ut FROM i:-'iBOVE, LB/FT o. CONCRETE STRENGTH, KSI 2.00 HEIGHT-PANEL MINIMUM PAR1~1PET THICKNESS REBAR M~~XIMUM REB1~R EFFECTI'JE DEPTH INCHES FEET INCHES SIZE 3.00 5.50 :11:4 OPENING OPENING WIDTH 'HEIGHT FEET FEET 3.33 7.00 ROOF LIVE ROOF LOAD LOAD, :U:/FT ECCENTRICITY, INCHES 160. 7.00 SEISMIC FACTOR WALL SEISMIC FACTOR F'AR~";iPET .30 • 80 :§: 7 CONCRETE i~EIGHT, F'CF 145 • 4.50 STf~NDARD WEIGHT 1:!-iXIi:!-il. LIVE LOAD FROM -ABOVE, LB/FT o. STEEL YIELD STRESS, KSI 40. STEEL MODULUS OF ELAS. , K~>I 29000. *** CAUTION, THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEEDED. . ULTIMATE LOAD FACTORS .75(1.4D+ .OL+1,7x1.1E) ;,h'\LL THICKNESS 5.5 INCHES, === OUTPUT FOR WALL=== REINFORCEMENT t4@ 12. INCHES O.C. AP-53 CODE MINIMUM AREA OF REINFORCEMENT .10 SQ IN/FT VERT. .17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS ::lTEEL AREA SQ IN/FT P ==A·:.,/FJ.H .0030 HEIGHT /TH I CK:NESS ,20 41.45 LOADING (PER FOOT OF WALL) l.JORl~ING ,:eF DEAD !<./FT .277 F1~CTORED Pul ROOF K/FT . 2{1 l. F'H I ::: . 8685 ROOF LIVE !~/FT .426 Pu2 WALL TO MID-HT, l<./FT 1.790 WALL DEAD TO MID-HT, !<./FT 1. 704 Pu=F'u1.+Pu2 !<./FT 2.0B1 DESIGN MOMENT STRENGTH (WALL CAPACITY) . -------------------------------------- NP 1 • 26 . • 055 clcK STRAIN LIMIT Ee, KS:r STRAIN 1-<1 .u, INCHES 1.26 1-<D, INCHES 2549. .00078 1.632 KD GREATER THAN K1 D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT S1RENGTH INTERNAL ANGLE THETA . {)0042iS1 ra~DIANS DEFLECTION 2,31 INCHES U~TERAL KSF • 041. SEISMIC OR l.-HND, K/FT, • 0~57 MN, IN KIP~l 42.40 APF'LIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu-ROOF Mu P DELTA Mu 31.06 1.02 2.74 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOT1~i.. Mu 34.82 === OUTPUT FOR WALL==~ WAL.I.. Ti-lICl-<NESS ~.5 lNCHES, REINFORCEMENT i4@ 12, INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT PHI MN, IN KIPS 3-:>. :33 AF-St\- r ,10 SQ IN/FT VERT. .17 SQ IN/FT HORIZ. TRIAL SECTION RATIOS STEEL 1~F~EA ~m IN/FT .20 HEIGHT/THICKNESS .0030 LOADING <PER FOOT OF WALL) rWOF DEAD 1-•r ~277 F1~CTOF~ED Pul. ROOF K/FT I :291. PH I ::: • 8685 ROOF LIVE K/FT ,000 Pu2 WALL TO MID·-HT, K/FT 1 • 7110 WALL DEAD TO MID-HT, .K/FT 1.704 Pu==Pul.+Pu2 K/FT 2.0B1 DESIGN MOMENT STRENGTH (WALL CAPACITY) K' D, INCHES .055 1.26 -Cl<_ STRA:i:N _ LIMIT Ee, KSI STRAIN KD, INCHES 2549. .00078 1.632 KD GREATER THAN K1 D, THEREFORE O,K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0004261 RADIANS DEFLECTION 2.31 INCHES LATEFh'iL KSF .041 SEISMIC OR WIND, K/FT I 0~57 MN, IN KIPS /~}2. 40 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu 31.06 1.02 2.74 Mu IS LESS THAN PHI MN. THEREFORE O.K. ULTIMATE MOMENT .336 K-FT ====PARAPET==== REQ' D A·::· ,03 SQ IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. ==== HORIZONTAL REACTIONS==== PHI MN, IN KIPS J +3333333333333333333333~3333333333333333333333333333333333333333333333333333333+ $ $ $$$$ $$$ $ $ $·$·$·$ $ $$$$$ $ $ $ $ $ $ $ $ ~ s $ $ s s $ $ 1 $ $ $ $ $ $ $ $ $ $ .,,, .$ $ ' $ $ $ $ $ $ $$$J $ $ .$ $ 1 $ $ $ $ $ $ $ $ $ $$ $$ $$ $ $ t ~ $ . $$ $$ $ $ $ t . $ s Si ·$·$·$·$ $$$ $ $ ·$·$·$·$ $$$$$ $$$$$ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=LPT DEVlCE=@CON4 SEQ=14 $$$ $ $ $ $ $ $ s ' $ 1 $ $ tSS QPRI=127 LPP=64 CPL=SO COPIES=1 CREATED: 19-JUN-84 9:57152 ENQUEUED: 27-JUN-84 8:06:42 PRlNTlNG: 27-JUN-84 a:15:15 PATH=:UDD:W.BOWDLE~84.0790:COL1.0UT $$$ $ $ $$$ $ $ $ $$ $ s $ $ $ $ $ $ $ $ 1 s $ $ $ $ $ $ $ $ t ~ $ t $ $ $$ $ $ $ $$$ $$$$$ $$$$$ $$ $$$ $$$ LIMIT=9 $ $$$$$ $ $ $ $ $ $ f ~ $ $ $ t +33333333333333333333333333333333333333333333333J333333333333333333333333333333+ -NOWAK-HEULMESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04.61 / 6/19/84 -9:57~56 *** SYSTEMS PROFESSIONAL PROGRAM NO. 11.0 REV-404H.AO HHH CONCRETE COLUMN -STRENGTH DESIGN METHOD, 1977 ACI *************************~******************************************"*** CARLSBAD S 6016 · HHHHHHHHHHHHHHHHHHHHH******HHHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH******* ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION f~I AF'Pl~ICATHJN BY A REGISTERED ENGINEER i W******************************************************************** INVESTIGATION OF ROUND COLUMN INPUT V1~L.UES B · T F'C FY lN IN KSI KSI 20.0 .o 2.0 40. PHIC PHIB ASMIN ASMAX RATIO RATIO .oo .oo .ooo .ooo MIN ROW 1+2 MAX ROW 1+2 CLRMN F"C IN KSI .00 .00 MIN ROW r•, i\ NO. Bt~R cov NO. BAR cov NO. BAR CO'-.J NO. BAR MOitE BAR 1 A. OF .RS 6 , ·~ SIZE 5 BAf.: SIZE 5 IN BAR SIZE :tN BAR SIZE 1.88 0 0 .oo 0 0 AREA OF STEEL STEEL (SQ-IN) PERCENTAGE 1.. BIS SYMMETRICAL REINFORCEMENT PATTERN B1~1RS COVER ROH 1. 0 NO. 5 1.!375 ROW 2 0 NO. 5 1.. B7~3 ROW 3 0 NO. 5 1. B7~5 IN BAR SIZE • 00· 0 0 C01JER <IN) 1.. BB ROl4 4 0 NO. 5 1..B75 NO. INTERACTION INFORMATION EC KSI o. 3+4 M~~x COt) NO. IN BAR .oo " ',} OF LOADING LMODE LINES o~NOT REQUESTED) OTHERWISE REQUESTED X AXISCIOX) Y AXISCIOY) 3 1. 1 1 V11LUES ASSUMED BY PROGR11M ---------------------------B .,. F'C FY PHIC F'HIB ASMIN 1!-iSM11X CLMRN F"C EC I IN IN KSI KSI SO-IN Sfl-IN IN KSI l<f>I ES k'I"'• !", ,:) .f. o. ROW BAR SIZE 0 ES KS1 EU IN/IN .000 3+4 cou IN .00 EU IN/IN 20.0 20.0 2.0 ,,t(). .75 ,.90 .oo .oo . ()·() 1.. 70 ... ), ... '""t..., ,~ .. ::,II • 29000. ,,, l"\""V • 1,.;, .. }.:.) MIN ROW 1.+2 MAX FHrn 1.+2 MIN Rf.ll4 R NO. BAR cov NO. B11R GOV NO. BAR cov NO. B1:'.\R MODE Bf~R SIZE IN BAR SIZE IN BAR SIZE :tN BAR' c·• -re-,., .l i.. ,_ :I. 6 5 1.88 0 5 1.88 0 5 1.88 0 5 LOAD DAT1~ -------.-------------------- NOTE: ALL. LOADS ARE ASSUMED TO BE FACTORED LQADS. 3+4 cov IN 1.. 88 MAX NO. Bl:iR 0 ROW 3+4 EH.:-iR COV SIZE IN 5 1.88 INPUT NO. OF LOAD AXIAL LOAD MOMENT X MOMENT y LOADS CASE (KIPS> <KIP-FT) (KIP-FT> 1 1 32.70 10.90 10.90 2 2 66.50 16.60 .oo LOAD APPLIED FORCES DESIGN CAPACITY CASE AP AMX AMY DP DMX DMY DP/AP -KIPS KIP-FT KIP-FT KIPS KIP-FT KIP-FT -1 33. 11. 11. 189. ,~ 63. 5.795 ~~. 2 67. 17. o. 295. 74. 0.-. 4.435 AF-S'f 6/19/84 -9:50:11 "** SYSTEMS PROFESSIONAL PROGRAM NO. 11.0 REV-404H,AO *** CONCRETE COLUMN. -STRENGTH DESIGN METHOD, 1977 ACI HHHHHHHHHHHHHHHHHHHHHffHHHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHMHHHHH Ci~RLSBi:-)D S 6016 it it irn ir H ·lf iHt -!Bf -!Ht -Im 1m if .,. ,)J ,)~ -!HJ -!Hf ,jf irn iHHf ,jf if -1rn1f -!Hf if if H U * if if ,jf if -!Hf ,)f 'if -!Hf -irn -lt -lHHf if it if if if it ,)Hf ,)f ,)f if ,jf ,j~ ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION-BY A REGISTERED ENGINEER ************************************************************************ .A1JESTIGATHlN OF ~ED COLUMN INF'lli VALUES B T F'C FY PHIC PHIB ASMIN ASMAX CLRMN F"C EC IN IN KSl KSI RATIO RATIO IN KSI KSI 5.5 24.0 2.0 40 .. oo .oo .000 .000 .oo .00 o. MIN ROH l.+2 MAX ROW 1+2 MIN ROW 3+4 R NO. BAR cov NO. B1~R cov NO. BAR cov NO. Bt!lR cov MOT.IE BAR SIZE IN BAR SIZE IN BAR SIZE IN BAR (:" •r -rr• •.! .L .l. C:. IN 2 0 6 1.88 3 4 .oo 3 4 .00 0 0 .oo NO. OF 1:tAR AREA OF. STEEL COVER BARS SIZE STEEL (SQ-IN) F'ERCENTi~GE <IN) .1S 4 1.20 • 1;,1 1..BB ROI--! 1 ROW 2 ROW 3 Rm..i ,4 BARS 3 NO. 4 3 NO. "4 0 NO. iS 0 NO. ,S COVER 1.875 1.875 1.875 1.875 NO. INTERACTION INFORMATION OF LOADING LMODE LINES O=NOT REQUESTED, OTHERWISE REQUESTED X AXIS(IOX> Y AXIS<IOY) 3 1 1 0 V,'!\LUES A::;suMED If·( PROGr-MM ---------------------------;) 'T F'C FY PHIC PHI:B ASMIN l.\SHAX CLMRN F "t: EC I IN IN KSI KSI SQ-IN SQ-IN IN !<.SI l'(SI M;~X NO. BAf.! 0 ES EU KSI IN/IN () • • ()C,() RCJW 3+4 F.H~R cov SIZE :rN 0 .oo EE) EU i,:·n..-,.::) l. IN/IN 5.5 24.O 2.0 40. ,70 • 110 .oo .00 . oo 1.. 70 2~3;77. 211000 • .003 MIN ROW 1+2 MAX ROW 1+2 MIN ROW r< NO. BAR CQV NO. BAR C01J NO. BAR CO~) NO. rh".\R MODE BAR SIZE IN BAR SIZE IN BAR SIZE IN -E!t~R SIZE 2 1S 4 1.. 1313 3 4 1.,BB 3 4 1..1313 0 6 UJ(.)[I DAT1:) NOTE: ALL LOADS ARE ASSUMED TO BE FACTORED LOADS. INPUT . NO. OF LOAD AXIAL LOAD MOMENT X MOMENT Y 3+4 cm; IN l.. BB M,~X NO. EH~R 0 RCH...t 3+4 :th'-\R CCW SIZE IN 1S 1. • BB LOADS CASE (KIPS) 1 1 23.90 LOF'.\D APPLIED FORCES CASE AP AMX KIPS KIP-FT 1 2li. ... .!:}. •• • (KIP-FT) 3.17 (KIP-FT) .oo DESIGN CAPACITY AMY DP DMX DMY KIP-FT KIPS KIP··FT KIP··FT o • 163. ")'") ~~-0. J,.P"-60 DP/AP 6. 80;2 I I I I I I I I I I I I I I I I I I I .....,..,-........-_~_ d--.-......_a..... SAN DIEGO SOILS ENGINEERING, INC. ~ ~ SOIL ENGINEERING & ENGINEERING GEOLOGY August 13, 1984 The Koll canpany 7330 Engineer Road Job No: SD1264-10 Log No: SD4-3042 San Diego, california 92111 Attention: Mr. Ben Barron, Project Manager SUBJECT: sons CCMPACI'ION REPORT/ SLAB AND FOUNDATION ROCCMMENDATIONS Carlsbad Research Center Buildings 6011, 6016, 6018, 6022, 6025, 6027 and 6061 Lots 2 and 3, Tract 81-10 Carlsbad, California REFERENCES: 1. "Foundation Investigation, Carlsbad Research Center, Buildings A through F and the Schunacher Building, rots Gentlemen: 2 and 3, Tract 81-10, Carlsbad, California", by San Diego Soils Engineering, Inc. , dated March 26, 1984. 2. "As-Graded Geotechnical Report, Rough Grading Canpleted, Carlsbad Research Center, Phase I, Carlsbad Tract No. 81-10", By San Diego Soils Engineering, Inc., dated April 21, 1982. Submitted herewith is the report of inspection and tests performed during the preparation of existing ground and the placing and canpa.ction of fill in the building pad areas at the subject site. Field density test locations are shown on the Plot Plan, Plate 1, and test results are tabulated on Table I, "Results of Canpaction Tests". The purpose of the grading and corrpaction was to: 1) fine grade building pads; 2 ) mitigate the expansion potential of the on-site soils by remedial grading; and 3) to provide uniform bearing conditions. SUBSIDIARY OF IRVINE CONSULTING GROUP, INC. 4891 MERCURY STREET • SAN DIEGO, CA 92111 • (714) 268-8266 I I I I I I I I I I I I I I I I I I I The Koll Canpany August 13, 1984 . SOIL TYPFS Job No. SD1264-10 D:lg No. D4-3042 Page Tv.u Fill materials used at the site consisted of native soils derived from the excavation performed on-site during grading. Descriptions of typical soils used as fill are included in Table II, "Laboratory Test Results". PREVIOUS GRADING The site was previosly rough graded as Lots 2 and 3 of Tract 81-10. The mass grading was observed and tested by this office. Results of our observation and testing are presented in Reference 2. PREPARATION OF THE EXISTING GROUND In areas to receive fill: Brush, vegetation, miscellaneous debris and other deleterious materials were rs.roved. Prior to placing fill, the exposed subgrade soils were scarified to a depth of 6 to 8-inches, brought to near optimum m:,isture conditions and ccmpacted. FILL PLACEMENT Fill soils were placed in about 6 to 8-inch lifts, brought to approximate optimum m:,isture content and ccmpacted to a minimum of 90 percent of the maximum density as determined by AS'IM: D 1557-78 (Five-Layer Method). Renedial grading was performed to mitigate the expansion potentials of the on-site soils: The upper 24-inches of soils were placed approximately 5 percent above optimum m:,isture content. The equipment used for compaction consisted of a steel-wheel roller, and other heavy earth m:,ving equipment. Grading operations r.vere started and completed to rough grade during the periods covered by this report {July 7 through August 8, 1984). Density tests were made in accordance with AS'IM: D 1556-64 (Sand-Cone Method). Results of the density tests are attached in Table I, "Results of Canpaction Tests" and results of the maximum density and optimum rroisture determinations are tabulated in Table II, "Laboratory Test Results". Ninety percent of the laboratory maximum density was adopted as the lowest acceptable test results. I I I I I I I I I I I I I I I I I I I The Koll Canpany August 13, 1984 TRANSITION PADS Job No. SD1264-10 IDg No. SD4-3042 Page Three cut/fill transitions on building pads 6016, 6018, 6025, 6027 and 6061 were eli- minated during grading by overexcavating the cut portion and replacing with can- pacted fill. overexcavation extended to 5 feet beyond the building lime and to a minimum depth of two feet below the bottom of the intended footings. Building Pads 6011 and 6022 were overexcavated to a maximum depth of 2 feet below the finished grade to perform remedial grading. Approximate limits of overex- cavation are depicted on our Plot Plan, Plate 1. EXANSION TESTS The results of our expansion testing (Reference 1) indicate that the on-site soils exhibit medium to high expansion potential. I I I ·1 I ·1 I I I I I I I I I I I I I The Koll Company August 13, 1984 CONCLUSIONS AND REX::CMMENDATIONS A. Canpaction Job No. 8D1264-10 I.og No. $D4-3042 Page Four Grading and compaction was performed in general accordance with San Diego Soils Engineering's recarm:mdations, and the requirements of the City of Carlsbad. B. Foundation and Slab Recorrmendations for Expansive Soils l. General The results of our testing and inspection during fine grading indicates that the on-site soils exhibit a medium to high potential for expansion. ) The following recomnendations are empirically derived in consideration of this expansion potential. These recarm:mdations are considered generally consistent with the Standards of Practice. The implementation of these recorrm:.mdations should serve to reduce the risk of distress resulting from expansive soil. The potential for favorable foundation perfonnance can be further enhanced by maintaining unifonn m::,isture conditions. The concrete configurations and reinforcement recorrm:.mdations herein should not be considered to preclude m::,re restrictive criteria by the governing agencies or by structural considerations. A Structural Engineer should evaluate configuration and reinforcement requirements for structural loadings, shrinkage and temperature stresses. 2. Foundations The recorrm:.mded type of foundation to support dead and live loads is spread footings, either square or continuous. No footings should straddle a cut/fill interface. All footings for a given building should be founded either entirely in bedrock or entirely in compacted fill. I I I I I I I I I I I I I I I I I I I I The Koll Canpany August 13, 1984 a. Colmms Job No. SD1264-10 Log No. SD4-3042 Page Five Colmms may be supported on spread footings founded a minimum of 18-inches for a single-story and 24-inches for a tW'O-story building below lowest adjacent finish subgrade. Reinforcement should be based on structural loading. b. Walls Any exterior and interior footings should be continuous and founded at least 18 and 24-inches below lowest adjacent finish subgrade for a single-story and tW'O-story building, respectively. Reinforcement in exterior and interior footings should consist of a minimum of tvK:> No. 4 reinforcing bars, placed one at the top and one at the bottom of the footing. If the structure is to be supported on isolated spread footings, a m:,isture cut-off wall should be poured around the perimeter of the building to a depth of 18-inches below lowest adja- cent finish subgrade. 3. Slabs Slabs should be as designed by the Structural Engineer based on anticipated use and loading and based on a K-value (subgrade m::>dulus) of 75 psi-inch. As a guide, we are providing the following general reconmendations based upon the expansive nature of the on-site soils. Slabs should be of 5-inch naninal thickness reinforced with 6x6x].0/10 welded wire mesh located at mid-height. Slabs should be provided with 4-inches of rounded gravel or clean sand followed by a 6-mil visqueen (or equivalent) m:,isture barrier. The m:,isture barrier should be sealed at all splices and overlain by at least 1-inch of clean sand. 4. Pre-Soaking of Slab Subgrade As an alternate to pre-soaking, selective grading as covered under the purview of this report was elected. We reconmend that floor subgrades I ·1 I I ·1 I I I I I I I I I I I I I I The Koll Canpany August 13, 1984 . . . Job No. 8D1264-10 Iog No. 8D4-3042 Page Six not be allowed to dry back. We believe that periodic sprinkling will be necessary (prior to placing visqueen) to maintain the desired moisture in the slab subgrade soils. If slab subgrade soils are allowed to dry back, they should be soaked to at least 5 percent aoove optimum moisture content prior to placing visqueen. M:>isture penetration should be verified by the Soils Engineer prior to placing visqueen. 5. Underground Plumbing Plmnbing below slabs should be avoided. Where such plumbing is unavoidable, it should be pressure tested during construction to minimize the possibility of leaks that result in foundation and slab wetting. Trenches should be compacted to at least 90 percent relative compaction. 6. Exterior Flat-work Provided scma differential movement can be tolerated, exterior slabs on grade (i.e., patios, walkways) may be limited to 3.5-inches in thickness and should be reinforced with 6x6-6/6 wire :rresh. A 4-inch granular base should be provided below the slabs. Although pre-soaking is not a requirement, moisture content of optimum or aoove should be maintained prior to placement of concrete. Slabs should be appropriately jointed for crack control. 7. Allowable Bearing Pressures for Footings The reconmanded allowable bearing pressure for spread footings is 2,000 pounds per square foot provided the footings are at least 18-inches wide The allowable bearing pressure may be increased one-third for short-term wind or seismic loading. Where located adjacent to utility trenches, footings should extend below a one-to-one plane projected upward from the inside bottom of the trench. I I I I I I I I I I I I I I I I I 1- 1 The Koll Canpany August 13, 1984 8. Lateral IDad Resistance Job No. SD1264-;I.O Log No. 8D4-3042 Page Seven Lateral loads against buildings may be resisted by friction between.the bottan of footings and the supporting soils. An allowable friction coefficient of O. 35 is reccmnended. Alternatively, an allowable lateral bearing pressure equal to an equivalent fluid pressure of 300 pounds per square foot per foot of depth to a maximum of 1,500 pounds per square foot may be used, provided the footings are poured tight against undisturbed soils. 9. Expected Settlement Settlement under the maximum column loads will be less than 0.5-inch. Differential settlement between wall and column loads will be on the order of ¼-inch. c. Post-Tensioned Slabs As an option to conventional foundations, post-tensioned slabs may be used. Although typically m::,re expensive, post-tensioned slabs have an excellent perfonnance record on expansive soils. 1. Design Criteria Post-tensioned slabs should be designed by a Structural Engineer for a relatively uniform pressure over the slab area. The differential m::,verrent recorrmended for design purposes is a 2 percent gradient in 10 feet horizontal. 2. Subgrade Treatm:mt Post-tensioned slabs should be underlain by a 10-mil m::,isture barrier with 1-inch of clean sand placed between the slab and m::,isture barrier. The barrier should be sealed at all splices and care should be taken not to puncture the barrier during construction. I .I I I I I I I I I I I I I I I I I I The Koll Canpany Au.gust 13, 1984 3. Thickened F.dge Job No. SD1264-10 Log No. SD4-3042 Page Eight Post-tensioned slabs should have a thickened perirreter edge extending at least 12-inches into the slab subgrade soils. D. Type Cement for Construction The results of sulfate tests indicate that Type I or II cement may be used for all concrete in contact with subgrade soils. E. Trench Backfill It is our opinion that utility trench and/or wall backfill consisting of the on-site material types could be best placed by Il\3Chanical compaction to a minimum of 90 percent of the laboratory maximum density. Exterior trenches extending below a 1:1 Chorizontal:vertical) projection frcm the outer edge of foundations should be Il\3Chanically compacted to a minimum of 90 percent of the laboratory maximum density. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, we would reconmend the utilization of light-weight Il\3Chanical equipment. F. Footing Observations All footing excavations should be reviewed by the Soils Engineer prior to placing reinforcing steel and concrete G. Drainage To enhance future site perfonnance, it is reconmended that all pad drainage should be collected and directed away from proposed structures to disposal areas. For soil areas, we reconmend that a minimum of two percent gradient I I I I I I I I I I I I -I I I I I I The Koll Canpany August 13, 1984 Job No. SD1264-10 Log No. SD4-3042 Page Nine be maintained. Due to the expansive nature of the on-site soils, it is important that drainage be directed away from foundations and that recarmended drainage patterns be established at the tine of fine-grading and maintained throughout the life of the structures. Property owners should be aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as irrigation and variations in seasonal rainfall, all affect subsurface nnisture conditions, which in turn affect structural performance within expansive soil areas. '1 H. Subsequent Grading Operations Prior to the ccmnencement of additional grading operations on-site, including backfilling of trenches and retaining walls, the Soils Engineer should be notified at least t~ ~rking days in advance in order to schedule appropriate observation and testing services as needed. I~ Lifting-of Tilt-up Walls Extrema care and caution should be exercised during construction at the tine tilt-up walls are lifted into place. It should be recognized that heavy crane loads, the temporary knife-edge loading of slabs by walls as they are being lifted, etc., can crack slabs. Also, impact loads during wall placement can dislodge and displace pad footings. I I I I ·I I ., I I I I I I I I I I I I The Koll Canpany August 13, 1984 S{Mw!ARY Job No. SD1264-10 Log No. 8D4-3042 Page Ten As foundation plans are ccmpleted, they should be forwarded to the Soils Engineer for review for conformance with the intentions of these reconmendations. Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed between July 7 through August 8, 1984. The conclusions and reconmendations contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed. Based upon our observations and testing, it is our opinion, as aforementioned, that the work performed has been done in accordance with the job specifications as well as the requirem:mts of the regulating agencies. It is our further opinion that the site as graded is suitable for the construction now proposed. This report should be considered subject to reveiw by the controlling authorities. This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, SAN DIEX30 sons ENGINEERING, INC. C/4 )~f,p, Taras. Sikh, R.C.E 35454 Senior Engineer TSS:an Enclosures: Plot Plan, Plate 1 Tables I and II Distribution: (6) Addressee Michae! J. Miller, R.C.E. ~ Vice President .J f?'/0 I I I' 'I I I ·1 I I I. I· .I- I I 1· I I I I TABLE I RESULTS OF COMPACTION TESTS JOB NO.: 1264-10 NAME: The Koll Company DATEP8/13/84 MOISTURE UNIT DRY RELATIVE SOIL TEST NO. DATE . ELEVATION CONTENT DENSITY COMPACTION TYPE (1') (PCF) (ft) 1 07/24/84 302 23.4 95 90 3 2 07/24/84 301 22.7 97 91 3 3 07/24/84 302 23.4 97 91 3 4 07/25/84 297 24.2 100 93 3 5 07/25/84 298 23.4 97 91 3 6 07/25/84 298 19.8 97.7 91 3 7 07/25/84 3.00 16.4 9-8 .1 91 3 ·8 07/26/84 30·0 17.2 104.6 94 2 9 07/26/84 301 19.5 101.9 91 2 10 07/26/84 302 20.2 102.4 92 2 11 07/26/84 303 19.8 99.8 90 2 12 07/27/84 299 20.5 103.0 90 1 13 07/27/84 303 18.1 100.5 90 2 14 07/27/84 303 20.3 102.8 90 l 1.5 07/30/84 309 28.0 9·0 .6 81 2 16 07/30/84 299 20.2 101.0 91 2 17 07/30184 300 22.4 100.9 90 2 18 07/31/84 300.5 20.0 10006 90 2 · 19 07/31/84 309 19.5 101.6 91 2 20 08/01/84 303.5 20.0 101.1 91 2 21 08/01/84 303 21.l 100.7 90 2 22 08/01/84 303 22.1 100.0 90 2 23 08/01/84 303.5 20.0 100.3 90 2 24 · 08/01/84 303.5 20.9 101.9 91 2 25 08/01/84 303 20.0 100.4 91 ?. 26 08/01/84 305 19.5 101.4 91 2 27 08/01/84 306 19.1 103.7 93 2 28 08/01/84 307 19.9 101.9 91 2 29 08/02/84 309 20.2 101.2 91 3 30 08/02/84 308 20.8 102.6 92 2 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST I ·1 I I I. I I 1· I 1· I I. I I I I 1· I I TABLE. I RESULTS OF COMPACTION TESTS JOB NO.: 1264-10 NAME:The Koll Company DATE98/13/84 MOISTURE UNIT DRY RELATIVE SOIL TEST NO. DATE ELEVATION CONTENT DENSITY COMPACTION (1') (PCF) (1') TYPE 31 08/02/84 308.5 -21. 4 103.3 93 2 32 08/02/84 309.5 21.5 102.5 92 2 33 08/02/84 310 20.5 101.0 91 2 34 08/02/84 311 22.1 103.5 93 2 35 08/03/84 311 20.2 101.3 91 2 36 08/03/84 307 20.8 101.4 91 2 37 08/03/84 308 19.8 101.6 91 2 38 08/03/84 309 19.9 100.6 90 2 39 08/03/84 308 20.5 103.3 93 2 40 08/03/84 309 20.8 102.3 92 2 41 08/06/84 310 20.0 101.5 91 2 42 08/06/84 310.5 22.1 102.6 92 2 43 08/06/84 312 20.2 .101.8 91 2 44 08/07/84 310 19.5 94. l . 84 2 45 08/08/84 310 21.l 104-. 2 94 2 ' 46 08/08/84 310 21.7 104.7 94 2 47 08/08/84 310 21.4 104.4 94 2 .. SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, see RETEST I ,, I I I I I I I I l'- 1 I I, I I I I I JOB NO.: SOIL TYPE 1 2 . 3 TABLE lI LABORATORY TEST RESULTS 1264-10 NAME:The Koll Company DATE:08/13/84 MAXIMUM OPTIMUM CLASSIFICATION DENSITY MOISTURE (PCF) (llfi) Brown·sandy Clay 114.0 15.0 Olive, green-brown sandy Cl_ay 115.5 15.0 Olive, green-gray sandy Clay 107.0 18.5 . .. SAN DIEGO SOILS ENGINEERING, INC. SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY June 26, 1984 The Koll Company · 7330 Engineer Road San Diego, California 92111 Attention: Mr. Ben Barron SUBJECT: PAVEMENT SECTIONS (REVISED) Parking Areas and Driveways Carlsbad Research Center Buildings 6011, 6016, 6018, 6022, 6025, 6027 and 6061 Lots 2 and 3, Tract 81-10 Carlsbad, California Job No. SD1264-00 Log No. SD4-2980 Re. t) e.Jz. e.nc. e.: 11 F OU n da.:U. 0 n 1 n V e..6 :tlg a:tio n, C aJz.f.t, bad R e.J.> e.aJz. C. h Ce.n:te.Jz., Building.ti A :thJz.ough F and Sc.humac.he.Jz. Gentlemen: Bui.f.ding, Loth 2 a.nd 3, TJz.a.c..t. 81-1 0, Ca.11.£.ti bad, _ Ca.tioori.nia", date.d MaJz.c.h 26, 1984, by Sa.n Viego~--- Soi.f..6 Engine.e.Jz.ing, Inc.. In response to your request, we are submitting this letter to provide revised Pavement Sections for the proposed parking areas and driveways at the subject site. In our referenced report, we recorn..mended pavement sections consisting of asphalt concrete over untreated Class 2 or Class 3 aggregate base. We understand that, in -addition to the base course, you intend to use subbase to im- prove subgrades. Based on an R-value of 12 (see re erenced report}, and an assumed traffic index of 4.5 to 5.5, the tions are recommended. revised pavement sec- Light Vehicles (T.I. = 4.5) 3-inches of asphaltic concrete over 4-inches of untreated Class 2 or Class 3 A.B. over 3½-inches of subbase. SUBSIDIARY OF IRVINE CONSULTING GROUP, IN_C. 4891 MERCURY STREET• SAN DIEGO, CA 92111-2190 • (619} 268-8266 The Koll Company June 26, 1984 Job No. SD1264-00 Log No. SD4-2980 Page Two Truck Loading and Driveways (T.I. = 5.5) 3-inches of asphaltic concrete over 4-inches of untreated Class 2 or Class 3 A.B. base over 6½-inches of subbase. We recommend that the upper 8 to 12-inches of subgrade soils be scarified, brought to n·ear optimum moisture conditions, and com- pacted to 90 percent of the maximum density immediately prior to placing subbase. Base and subbase should be compacted to a mini- mum of 95 percent of the maximum density. Specifications for aggregate Class 2 base may be selected from Section 200-2 of the "Standard Specifications for Public Works Construction" and should -have an R-value of 7 8 or more. S.epcifi.-.. _ cations for Class 3 aggregate base may be selected from Section . ... ... 400-2.3.2 of this reference, and should have a minimum R-value of 73 and a minimum sand equivalent of 30. Specifications for sub- base may be selected from Section 200-2.6 of this reference, and should have a minimum R-value of 60 and a minimum sand equivalent of 20. We recommend that you require the contractor or supplier to assure conformance with specifications. Verification testing could be performed at the time of construction. The opportunity to be of service is greatly appreciated. Please call if you have any. questions concerning this report. Very truly yours, SAN DIEGO SOILS ENGINEERING, ~)-i;'!tii Tara S. ·sikh, R.C.E. 35454 Manager, Engineering Services TSS:MJM:gs Distribution: (2) Addressee INC. Micha J. Miller, Vice President I I I I I I I I I I I I I I I I I I I SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY March 26, 1984 The Koll Company 7330 Engineer Road San Diego, California 92111 Attention: Mr. Michael Dunigan SUBJECT: FOUNDATION INVESTIGATION Carlsbad Research Center Buildings A through F and Lots 2 and 3, Tract 81-10 Carlsbad, California · Gentlemen: Job No: SD1264-D0 Log No: 8D4-2882 the Schumacher Building This report presents the results of· our Preliminary Soils Investigation at the subject site. Our investigation was per- formed in March 1984 and consisted of field exploration, labora- tory testing, engineering analysis of the field and laboratory data, and the preparation of this report. For our investigation, we utilized an untitled SO-scale Building Location Plan prepared by Krommenhoek/McKeown and Associates, AIA. SCOPE OF -~ERVICES The scope of services provided for the Foundation Investigation includes: A. Review of in-house plans and reports pertinent to the project (see Appendix A); B. Subsurface exploration consisting of 8 bucket auger borings to a maximum depth of 27 feet; SUBSIDIARY OF IRVINE CONSUL TING GROUP, INC. 4891 MERCURY STREET• SAN DIEGO, CA 92111-2190 • (619) 268-8266 I I I I I I I I I I I I I I I I I I I The Koll Company March 26, 1984 Job No: Log No: Page Two SD1264-00 SD4-2882 C. Logging and sampling of exploratory borings to obtain samples for laboratory testing; D. Lab.oratory testing of representative fill and bedrock samples obtained during the field exploration;- E. Soil engineering analyses of field and laboratory data which provides the basis for our engineering considerations, con- clusions and recommendations; F. Preparation of this report, including maps and other graphics, the sum of which presents our findings, conclusions and re- commendations. . ~ ... VESCRIPTION OF THE SITE The subject lots are located north of the intersection of Palomar Avenue and Priestly Drive in the City of Carlsbad. The site had been previously graded as Lots 2 and 3 of Tract 81-10 under the observation and testing of this office. The results of observa- tion and testing were presented in our report dated April 21, 1982 (Reference 4). Building Pad F and the Schumacher Building pad have cut/fill tran- sitions across the building area. Building Pads A through E are all in cut. Approximately the western half of the site is elevated about 3 feet above the remainder of the site. As a result, appro- ximately the western one-third of the Schumacher Building pad is about 3 feet.higher than the remainder of the pad. The location of the property and approximate boundaries are shown on the att~ched Location Map, Figure 1. :-' ·~· ... ~. ·' I ,I 'I I I I I I I I I I I I I I I I I I -I The Koll Company March 26, 1984 PROPOSEV VEVELOPMENT Job No: 8D1264-00 Log No: SO4-2882 Page Three Proposed development consists of six single-story structures (Buildings A through F) and one two-story structure (Schumacher Building) • Til t-·up concrete off ice/industrial buildings with ·adjacent paved parking are planned. No detailed structural pl~ns were available at the time of this report. However, for the purpose of our settlement analyses, we have assumed that column loads will range from 50 to-75 kips, and wall loads will range from 1.5 to 2.5 kips per linear foot (all dead plus live loads). We understand that the Schumacher Building will have liquid storage tank(s) with liquid pressure on the order of 2,000 to 3,000 pounds per square foot. Grading for the site will involve processing loose surficial soils in the paved parking areas and creating suitable building pads. Grading may also be required to mitigate the expansion potential of the on-site soils and to provide proper drainage of the site. FIELV EXPLORATION Subsurface conditions were explored by drilling 8 borings to depths of 10 to 27 feet. The approximate locations of the borings are shown on the attached Plot Plan, Plate 1. The borings were drilled with a truck-mounted 24-inch diameter bucket auger. Drilling of the test borings was supervised by our field geolo- gist who logged the soils and obtained bulk and relatively un- disturbed samples for laboratory testing. I I I I I I I I I I I I I I I I I I I The Koll Company March 26, 1984 LABORATORY TESTING Job No: SD1264-00 Log No: SD4-2882 Page Four Samples representative of the earth materials excavated during our field exploration were returned to the laboratory for testing. The testing program consisted of Moisture ~ensity determinations, Atterberg Limits, Maximum Density determinations, Expansion Tests, Direct Shear·Tests, Consolidation Tests, and Sulfate Analyses, of ring and bulk samples. The soil tests performed on selected ring samples and bulk samples are indicated on the Logs of Borings, Figures B-2 through B-9. Descriptions of the laboratory tests performed are pre- sented in Appendix C and specific laboratory test results are presented in Figures C-1 through C-5. SUBSURFACE CONVITIONS ~-General.Description of Soils/Bedrock The Logs of Borings in Appendix B indicate that the predomi- nant material at the subject site consists of Point Loma Forma- tion bedrock with portions of the site covered with an overlay of compacted fill consisting of silty to sandy clay. 1. Point Loma Formation The Point Loma Formation bedrock underlying the site is predominantly a siltstone. Intact bedrock is generally moist and stiff to very stiff. The bedrock is weathered and fractured at the fill-bedrock contact. The bedrock materials exhibit a medium expansion potential. :~" ' ···- I I I I I I I I I I I I I I 1· I I I I The Koll Company March 26, 1984 2. Fill Soils Job No: Log No: Page Five 8D1264-00 8D4-2882 At boring locations 2, 5 and 8, compacted fill overlies the Point Loma Formation bedrock. The fill is.somewhat variable but typically classified as a compacted silty to sandy clay. Maximum depth of the fill is on the order of 26 feet. The fill soils exhibit a high expansion potential. B. Cut/Fill Transitions A transition from cut to fill soils occurs in the area of Building F and the Schumacher Building •. In addition, appro- ximately the western one-third portion of the Schumacher Building pad is about 3 feet higher than the remaining pad. To provide for uniform bearing conditions, the cut portions of the building pads, and to 5 feet outside, should be over- excavated and replaced with compacted fill. c. Groundwater and Caving No groundwater was encountered during our exploration, nor did caving of the boring sidewalls occur. D. Expansive Soils The results of expansion tests conducted during the course of this investigation indicate that the on-site fill and bedrock exhibit medium to high expansion potential. Expansion of near-surface soils could damage structures and exterior flat- ·work. Recommendations to mitigate the affect of expansive soils on proposed improvements are presented in this report. I I I I I I I I I I I I I I I I I I I The Koll Company March 26, 1984 CONCLUSIONS ANV RECOMMENVATIONS A. General Job No: Log No: Page Six SD1264-00 SD4-2882 The proposed construction is feasible·from a geotechnical standpoint. Conventional shallow isolated and continuous footings can support the structural dead and live loads. Two constraints on the proposed construction are: 1. Non-uniform bearing conditions exist at Building F and the Schumacher Building, created by the cut/fill transi- tion that crosses these building pads. 2. Results of expansion tests indicate that the on-site fill and bedrock have medium to high expansion potential. B. Tran.sition Between Cut and Fill For the non-uniform bearing condition at Building F and the Schumacher Building, it is recommended that remedial grading be performed to remove the upper. surface of the bedrock and replace it with compacted fill. The depth of overexcavation should extend to a minimum of 2 feet beneath the bottom of the deepest footing. The lateral ·extent of remedial grading should be 5 feet beyond all sides of the structure. The Plot Pian, Plate 1, shows the approximate -limits of the cut and fill transition. Actual depth of removal should be evaluated in the field by the Geotechnical Consultant at the time of grading. c. Remedial Grading ·TO mitigate the expansion potential of the on-site soils, remedial grading in the building areas is recommended as follows: I I I I I I I I I 1-- 1 I I I I I I I. I The Koll Company March 26, 1984 Job No: SD1264-00 Log No: SO4-2882 Page Seven 1. It has been our experience that mitigation of expansion potential by pre-soaking prior to pouring slabs in cut .areas underlain by the Point Loma Formation is very difficult to accompli_sh. It is, therefore, recommended that an area extending 5 feet beyond the pr9posed buildings be excavated to a depth of 2 feet below existing grade, brought to 5 percent above optimum mois- ture content and recompacted to 90 percent of the maxi- mum?ensity as determined by ASTM: D 1557-78. The recompacted soil should be 4 to 5 percent over optimum moisture content immediately prior to placement of con- crete. The moisture content should be verified by the Soils Engineer prior to placing visqueen. 2. The expansive potential 6£ the on-site soils may be miti- gated by selective grading. If this alternative is selected, we recommend that building areas and to 5 feet beyond in each direction be capped with a minimum of 2-1/2 feet of non-expansive (U.B.C. Expansion Index less than 20) soils. This alternative will reduce foundation costs in that foundations may then be designed for non- expansive soil conditions. D. Compacted Fill The site should be cleared of any existing vegetation and miscellaneous debris. Fill soils should be brought to recom- mended moisture conditions and compacted in 6 to 8-inch thick layers to a minimum of 90 percent of the maximum density, or as specified, based upon ASTM Test Method D 1557-78. ii ·I I I I I I I I. I I I I I I I I I I I I 1· The Koll Company March 26, 1984 E. Import Fill Material Job No: SD1264-00 Log No: 8D4-2882 Page Eight Any soils imported to the site for use as fill or subgrade materials shquld be predominantly granular and approved by the Soils Engineer prior to importing._ Laboratory testing ·required.for approval of import sources may require 24 to 48 hours. The Soils Engineer should be notified of import locations a minimum of two (2) days prior to its proposed use. F. Foundation and Slab Recommendations 1. General Our investigation indicates that the existing surface soils exhibit a medium to high expansion potential. The following recommendations are provided for_ the design of footings and slabs based on the expansion potential of the soils Eresently at the site. These preliminary recommendations should be confirmed by additional expan- sion testing at the completion of rough grading. Our recolJIIllendations are considered generally .consistent with the Standards of Practice. The implementation of these recommendations should serve to reduce the risk of distress resulting from expansive soil. The potential for favorable foundation performance can be further enhanced by maintaining uniform moisture conditions. D The footing configurations and reinforcement recommenda- tions herein should not be considered to preclude more restrictive criteria by the goverriing agencies or by structural considerations. A.Structural Engineer·should - I I I I I I I I I I I I I I I I I I I The Koll Company March 26, 19·a4 Job No: SD1264-00 Log No: SD4-2882 Pc).ge Nine evaluate configurations and reinforcement requirements for structural loadings, shrinkage and temperature ·stresses. .2". · Foundations The recommended type of foundation to support dead and live loads is spread footings, either square or con- tinuous. No footings should straddle a cut/fill inter- face. All footings for a given building should be founded either entirely in bedrock or entirely in compacted fill. a. Columns Columns may be supported on spread footings founded a minimum of 24-inches below lowest adjacent finish sub- grade. Reinforcement should be based on structural loading. b. Walls Exterior and interior footings should be continuous and founded at least 24-inches and 18-inches, respec- tively, below lowest adjacent finish subgrade. Rein- forcement in exterior and interior footings should consist of a minimum of two No. 4 reinforcing bars, placed one at the top and one .at the bottom of the footing. c. Floor Slabs Floor slabs should be a minimum of 5-inches thick, 'reinforced with No. 3 bars (both directions) at I I I I I I I I I I I I I I I I I I ~ The Koll-Company March 26, 1984 Job No: Log No: Page Ten so1264..:.oo 8D4-2882 18-inches on center located at mid-height of the slab. Slabs and footings should be doweled together with No. 3 dowels at.36-inche~ on.center. Slabs should be underlain by 4-inches of rounded gravel _or clean sand and a 6-mil visqueen moisture barrier, plus a minimum of 1-inch of clean sand between the slab and visqueen. d. ·Pre-Soaking Beneath Slab Pre-soaking beneath slab areas may be achieved as recommended in the section.entitled "Remedial Grading." As an alternate to pre-soaking, selec- tive grading may be elected. If this alternative is selected, we recommend that building areas and to 5 feet beyond in each direction be capped with a minimum of 2-1/2 feet of non-expansive {U. B. C. Expansion Index less than 20) soils. 3. Exterior Flatwork Provided some differential movement can be tolerated, exterior slabs on grade (i.e., patios, walkways) may be limited to 3.5-inches in thickness and should be reinforced with 6x6-6/6 wire mesh. A 4~inch granular base should be provided below the slabs. Alth~u~h pre-soaking is not a requirement, moisture content of optimum or above ·should be maintained prior to place- ment of concrete. Slabs should be appropriately jointed for crack control. I I I I I I I I I I I I I I I I I I I The Koll Company March 26, 1984 Job No: SD1264-00 Log No: SD4-2882 Page Eleven 4. Allowable Bearing Pressures for Footings 5. The recommended allowable bearing pressure.for spread footings is 2,000 pounds per square foot provided the footings are at least 18-inches wide with a minimum of 18-inches embedment. The allowable bearing pressure may be increased one-third for short-term wind or seismic loading. Where located adjacent to utility ~renches, ~ootings should extend below a one-to-one plane pro- jected upward from the inside bottom of the trench. Lateral Load Resistance Lateral loads against buildings may be resisted.by fric- tion between the bottom of footings and the supporting · soils. An allowable friction coefficient of 0.35 is recommended. Alternatively, an allowable lateral bearing pressure equal to an equivalent fluid pressure of 300 pounds per square foot per foot of depth to a maximum of 1,500 pounds per square foot may be used, provided the footings are poured tight against undisturbed soils. 6. Expected Settlement Settlement under the maximum column loads will be less than 0.5-inch. Differential settlement between wall and column loads will be on the order of 0.25-inch. I I I I I I I I I I I I I I I I I I I The Koll Company March 26, 1984 G. Post-Tensioned Slabs Job No: SD1264-00 Log No: SD4-2a82 Page Twelve An ~n option to conventional foundations, post-tensioned slabs may be used. Although typically more expensive, post- tensioned siabs have an excellent perfqrmance record. 1. · Design Criteria Post-tensioned slabs should be designed by a Structural Engineer for a relatively uniform pressure over the slab area~ The differential movement recommended for design purposes is a 2 percent gradient in 10 feet horizontal. 2. Subgrade Treatment Post-tensioned slabs should be underlain by a 10-mil moisture barrier with 1-inch of clean sand placed between the slab and moisture barrier. The barrier should be sealed at all' splices and care should be taken not to puncture the barrier during construction. 3. Thickened Edge ·Post-tensioned slabs should have a thickened perimeter edge extending at least 12-inches into the slab subgrade soils. H. Type Cement for Construction The results of sulfate tests indicate that Type I or II cement may be used for all concrete in contact with subgrade soils. ,-,- ) :{[ C<J I • I .::I I I I I I I I I I I I I I I I I I I I The Koll Company March 26, 1984 I. Trench Backfill Job No: SD1264-00 Log No: SD4-2882 Pag,e Thirteen , It is our opinion that utility trench and/or wall backfill consisting of the on-site material types could be best placed by mechanical compaction to a minimum of 90 percent of the laboratory maximum density. As an alternative, granular material (sand equivalent greater than 30) may be thoroughly jetted in-place; however, jetting should only be considered to apply to trenches no greater than 2 feet in width. Following jetting operations, trench backfill should be thoroughly and mechanically compacted and/or wheel-rolled from the surface to a minimum of 90 per- cent of the laboratory maximum density. Exterior trenches extending below a 1:1 (horizontal:vertical) projection from the outer edge of foundations should be mechanically compacted to a minimum of 90 percent of the laboratory maximum density. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried con- duit, we would recommend the utilization of light-weight mechanical equipment and/or shading of the conduit with clean granular material, which could be' thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate as approved by the Soils 'Engineer at the time of construction. J. Footing Observations All footing excavations should be reviewed by the Soils Engineer prior to placing reinforcing steel and concrete. I I ·I I I I I I I I I I I I I I I I I The Koll Company March 26, 1984 K. Drainage J.ob No: SD1264-00 Log No: SD4-2882 Page Fourteen To ~nhance future site performance, it is recommended that all pad drainage should be collected and directed away from _Froposed structures to disposal areas.-~or soi~_areas, we -recommend that a minimum of 2 percent gradient.be maintained. Due to the expansive nature of the on-site soils, it is impor- tant that drainage be directed away from foundations and that recommended drainage patterns be established at the time c;:>f fine-grading and maintained throughout the life of the struc- tures. Property owners should be aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as irrigation and variations in seasonabl rainfall, all affect subsurface mois- ture conditions, which in turn affect structural performance within expansive soil areas. L. Paved Areas Areas to be paved with asphaltic concrete should be graded in accordance with the site preparation recommendations given above. Pavement subgrade soils should be scarified and moistened to near optimum conditions and compacted to at least 90 percent relative compaction in the top 8 to 12- inches below finished subgrade immediately prior to placing base. The following preliminary pavement sections are re- commended based on an R-value of 12. Light Vehicles 3-inches of asphaltic concrete over (T. I~ = 4. 5) 7-inches of untreated Class II aggre- gate base or D.G. Truck Loading 3-inches of asphaltic concrete over and Driveways 10-1/2-inches of untreated Class II aggre-. (T. I. -5. 5) gate base or D.G. . ~: -, ' 'J I I I I I I I I I I I I I I I ·1 I I -I The Koll Company March 26, 1984 Job No: SD1264-00 Log No: SD4-2882 Page Fifteen These preliminary recommendations should be confirmed by additional R-value testing at the completion of grading. Aggregate base should conform to the requirements of the c_alifornia Department of Transportatior: Standar~ :specifications for Class II aggregate bas~. Aggregate· base should be compacted to a minimum of 95 percent rela- tive compaction. Observation of Grading Grading should be performed under the testing and obs·erva- tion of the San Diego Soils Engineering, Inc. Lifting of Tilt-Up Walls Extreme care and caution should be exercised during construc- tion at the time tilt-up walls are lifted into place. It should be recognized that heavy crane loads, the temporary knife-edge loading of slabs by walls as they are being lifted, etc., can crack slabs. Also, impact loads during wall place- ment can dislodge and displace pad footings. SUMMARY As foundation and grading plans are completed, they should be forwarded to the Soils Engineer for review for conformance with the intentions of these recommendations. ..,;. ,•. ,\ I I I I I I I I I I I I I I I I I I I The Koll Company March 26, 1984 LIMITATIONS OF INVESTIGATION Job No: SD1264-00 Log No: SO4-2882 Page Sixteen Our investigation was performed using the degree of care and skill ordinar±ly exercised, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar loca- lities. No other warranty, expressed or implied, is-~made ~s to the ·conclusions and professional advice i~cluded in· this report. The samples taken and used for testing and the observations made are believed representative of the entire project; however, soil and geologic conditions can vary significantly between ·borings and surface outcrops. As in most major projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the Project Soils I Engineer and Geologist and designs adjusted as required or alter- nate designs recommended. This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, SAN DIEGO SOILS ENGINEERING, INC. ~ s:~-t:t. Tara$. Sikh, R.C.E. 35454 Senior Engineer TSS:MJM:llr En9losures: Location Map, Figure 1 Plot Plan, Plate 1 Appendix A, References Michae J. Miller, R.C.E. 28110 Vice President Appendix B, Logs of Borings, Figures B-2 through B-9 Appendix c, Laboratory Test Data, Figur~s C-1 through C-5 Distribution: (6) Addressee ~ ·' I I I I I I I I I I I I I I I I I II 40 /~// II ii // JOB NO.: 2000 SCALE IN FEET DATE: \ . ADAPTED FROM U.S.G.S. SAN LUIS REY QUADRANGLE (1975) LOCATION MAP MARCHP 1984 FIGURE: 1 SAN DIEGO SOILS ENGINEERING, INC. I I I I I I I I I I I I I I I I I APPENDIX A REFERENCES 1. .-"Preliminary Soil and Geologic Investigation, 'Carlsbad Research Center, Carlsbad, California," prepared by _Woodward-Clyde Consultants, dated April 27, -1981. 2. "Additional Studies, Carlsbad Research Center, Phase I, Carlsbad, California," prepared by Woodward-Clyde Consultants, dated August 17, 1981. 3. "Addendum to Additional Studi,es, Carlsbad Research Center, Phase I, Carlsbad, California," prepared by Woodward-Clyde Consultants, dated September 3, 1981. 4. "As-Graded Geotechnical Report, Rough Grading Completed, Carlsbad Research Center, Phase I, Carlsbad Tract No. 81-10," prepared by San Diego Soils Engineering, Inc., dated April 21, 1982. I I I I I I I I I I I I I I I I I I I APPENDIX B SUBSURFACE EXPLORATION The subsurface exploration consisted of 8 borings drilled to a maximum depth of 25 feet. Logs of Borings are-presented herein as Figures B-_2 through B-9. An explanation of Logs of Borings terminology is presented in Figure B-1. California sampler resistance blow counts were obtained by driving a 2.625-inch I.D. sampler with a 3,400 pound hammer dropping through a 12-inch free fall. The blows per foot re- corded on the Logs of Borings represent the number of blows that were required to drive the sampler 12-inches. Boring log notation for the California sampler is indicated below: ~ California Sampler _,.;, I I I I I I I I I I I I I I I I I I I - PRll\".!ARY DIVISIONS GROuf> SECONDARY DIVISIONS SYMO'.Jl GRAVELS CLCAN GW \.\ell ,;1'30t!d gr,lvt!I, grJwl!l->.tt>d n,,a:u,t::. itt11c or nu .... GRAV~LS fines < V) ii: 0 MORE THAN HALF CLESS THAN GP Puorly 9r,1d.-d g•avcls or gravel-sJnd nuatures. little ,.., ..J .., 0 5 •,., fll'.E.S > no tu,es ·o ~N OF COARSE V) ~ . FRACTION IS GRAVEL GM Silty gra~els. gr.ivel-und-s,lt mraturcs, non-plastic fines 0 IA. i w LARGER THAN WITH UJ Oz N FINES GC Clayey gravels gravel-und-clay mixtures. plastic fenes z u. < in NO 4 SIEVE ~ -' :c "" CLEAN Ct-> SANDS SW Well graded sands, gravelly sands. httle Ott no fines. CJ :c "" SANDS a: in w z .... MORE: THAN HALF (LESS THAN Cl) ij 5,i. FINES) SP Poorly graded sands 01 gravelly sands. litrle or no fir.es § I--' Of COARSE ;~ FRACTION IS SANOS SM Silty sands. sand-sill mi•lures. "?"'·plastic fines. SMALLER THAN WITH --NO 4 SIEVE FINES SC Clayey sands. sand-cl.>y mi•turn. ptutic t,nes. . .. "" StLrs AND CLAYS ML lnor~anic s,I1s .and very fine sands, rock flour. s,•tv Of ~ N cay~ fine sands or clayey silts w1tn sl,q!il plast1C1ly. "-a: in 0 .... 5 _, CL lnor~an,c ciavs of low 10 med,um plasticity. gra,.elly -' .... LIQUID LIMIT IS V> u. < > c avs. sandv clavs s,lty clay~ ltian clays -' ~ ~ w LESS THAN ~'I(, C "' en OL Organic silts and organic s,ny clays ol low plasticity w z i !!? 0 ~ 0 SILTS ANO CLAYS MH Inorganic sills. m,caceous "' diatomac~= fine sandy or _, N t-~ i silty soils. elas11c s,lIs -CJ w a: w UCUID LIMIT IS CH Inorganic cl.ays of high plasticity. fat clavs. w ; ~ I z u:: ~ GREATER THAN 50% OH Organic CldyS of med,um to high plasticity. organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic sols DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 .. J/4. 3". 12• SAND GRAVEL SILTS ANO CLAYS I I COO.ASE COBBLES BOULDERS FINE MEDIUM COARSE FINE GRAIN SIZES SANDS.GRAVELS Al\'D BLOWS/FOOT t CLAYS ANO STRENGTH* BLOWS/FOOT t NON-PLASTIC SILTS PLASTIC SILTS VERY LOOSE 0 -.. VERY SOFT 0 -1/4 0 -2 LOOSE 4 -10 SOFT 1/4 -11'2 2 -.. FIRM 112 -1 4 -a MFDtUM DENSE 10 -JO STIFF 1 -2 8 -16 DENSE 3l -so VERY STIFF 2 -4 16 -32 VERY DENSE OJER 50 HARO OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY t Number of blows of 140 pound h11TVT1er tall,ng JO ir,chcs to dri11t. 1 2 inch ·o D <1-l/8 tnch 1.0.> sphl spoon CASTM 0-1586>. tu,,c:onf,ned comp,eni"'e strength'" tons/sQ h as determined by labor.a1ory 1e-s11ng Ot aipproa,ma111d by the sIandard penetration test CASTM 0-1586}. pocli.et penetromeler. torvane or visual obsef\lation. KEY TO EXPLORATORY BORING LOGS Unified Soil Cla1,ssification System (ASTM D-2487) JOB NO.: IOATE; FIGURE: ' SD1264-00 MARCH 1984 B-1 SAN DIEGO SOILS ENGINEERING, INC. I I I I .1. I I I I· I ·1 I I ·I I I I I I DATE OBSERVED: 3/9/84 METHOD OF DRILLING: 24" Bucket Au~er 3400 Lb. Hammer LOGGED BY: KS GROUND !=LEVATION: Pad Grade LOCATION: See MaE z >~ p 0 I-C w ... 0 w .J w! a:o w ~ 0 mw a. ca. BORING NO. 1 w ::i a: LI. () LI. 0:.J :)I-w .... ... . u: .... :>a. < 1-Z o> SOIL TEST en 1-::i en ct>W ::c en :: ~< -1-<!: .... ::-: Oz -'en a. en 0 QC/) .J ::iO O.z DESCRIPTION w < .J z :) zW C ..I m :) m () () -c -o -CL BEDROCK: Point Loma Formation; Olive 7 X 'X 21.4 111.· green-gray $andy CLAYST0NE., .mois.t.,, . Maximum density, -medium stiff, massive; slightly seive analysis, -~ fractured Atterbert, Expan- 6 ~2.5 98.0 -sion, Sulfat"e - 5-. . . - -z 8 .. 8.8 107 .: - - 10- - -@ 12• Dense .. - - 15-~ 11 9.5 107.: - -@ 17' Cemented -Total Qepth 17-1/2' -· Refusal I 20- -- - - - 26- - - - - . 30- - - - - 35- - - - - 40- JOB NO.: 1264-00 I LOG OF BORING . I FIGURE: B-2 SAN DIEGO SOILS ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I DATE OBSERVED: __ 3'""/_9_,_/_8_4 ______ METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer LOGGED BY: KS' GROUND ELEVATION: Pad Grade LOCATION: See Map z f:: 0 w ~ w u. CJ ..., ii: :c I-0 Q. "' w < Q -I ... o CJ CL I-Q w ""' >~ 0 w _, wat a:CJ BORING NO. 2 0 mw Q. a: .... 0Q. u. a:-1 ::E ::,I-w..., ..... :::::)Q. < t-Z CJ> "' I-::E "' u,W <!:: :: !!l< ~ _,_ Oz -IU, 0 QU, ..I ::EO o.z DESCRIPTION ..I z ::::, zW m '::::, m CJ -0 FILL: Olive green-brown sandy __ CLAY, -1 D< X -r11.1 1102.: moist, compact,. mottled - - 5- ,. -1-~ 1a.6 102. a -~ -----_.,.__, -i---,, -i.-.-. --------------l\_;L Brown· sandy CLAY, I!J.O ist ;· compact - - 10- 2 rxx 9.9 t1.10.J - - - 15-CL ~ 6 - . . 20- - - - - 25- - - - - 30- - - ' - 36- - . - - 40- JOB NO.: 1264-'00 I BEDROCK: Point Loma Formation; Green- gray with orange staining, sandy CLAY- S~~~~_, :?~~st, dense,_, ·,, @ 17' Cemented Total Depth 18' Refusal No Water No Caving LOG OF BORING SOIL TEST R-Value Atterberg. -Consolidation Direct Shear jFIGURE: B-3 SAN DIEGO SOILS ENGINEERING, INC. - .. .:. ' ,, I I I ·I I 1· I I I I I I I I I I I I I DATE OBSERVED: LOGGED BY: KS z I-Q ~ 0 w ~ 0 LI.I 0 mw w ~ (,) ~ 0:.J -ii: .... ::>a. "' 1-::E :c ;; == 22< ... Q. "' 0 Q0 w < .J z Q .J IXI :::, (,) i-O CL . -~ . s· - - 6- - - -~ 5 . 10- . - - - 15-rz 7 - . . 20- . - . - 25- . - . - 30-· . . . - 35- - . - . 40- JOB NO.: 1264-00 3/9/84 METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer . GROUND ELEVt\TION:Pad Grade LOCATION: See Ma:12 w >ti: -.J w~ a:(,) BORING NO. 3 a. a:-Oa. :E ::,I-w-< t-Z (,)> SOIL TEST "' u,W -1-cl- :ii::: Oz .J- .J a.j :::, :eo zW DESCRIPTION IXI (,) -o BEDROCK: Point-Loma Formation; Olive . green-gray sandy CLAYSTQNE, moist, .. medium stiff-;· massive, slightly '3.3 t1.01.r fractured . --. 02. 7 tl..01. J @ 13' Dense 1>3.0 b.03. I @ 17' Cemented Total Depth 18' Refusal ?;. No Water .. No Caving ' LOG OF BORING I FIGURE: B-4 SAN DIEGO SOILS ENGINEERING, INC. I I I I I I I I I 1. I I I I I I I I I DATE OBSERVED: 3L9L84 METHOD OF DRILLING: 24" Buc·ket Auger 3400 Lb. Hammer LOGGED BY: KS GROUND ELEVATION: Pad Grade LOCATION: See Map z I-Q w > .... p 0 0 w ..J ; a: LI. ·' w ~ a. w ..... 02 BORING NO. 4 w 0 mw :E a:.., LI. () LI. C:C..J =>z w-... ... :>a. < u> u: en 1-:E en 1-w SOIL TEST :c 0 3 !!l< !!l1-< !:: I-:it: Oz -'en a. en 0 QC/) ..J :EO a.z DESCRIPTION w < ..J z :::, zW Q ..J m :::, m (J () -c . ~o CL BEDROCK: Point Loma Formation; Olive - -green-gray with orange stainingt . sandy CLAYSTONE, moist medium stiff , . -tx:; ,, . . , to ~tiff;, massive, slightly fractured ' -5 ~ 21.4 105.l - 5-. . . - -; - - 10- - -. -. ~-. ·, - --. @ 14' Cemented 15-Total Depth 14-1/2' -Refusal -No water -No Caving - 20- - -- - - 25- - - - - 30- - - - 36- - - - 40- JOB NO.: 1264-00 I LOG OF BORING !FIGURE: B-5 SAN DIEGO SOILS ENGINEERING, INC. " f• I I I I I I I I I I I I I I I I I I I DATE OBSERVED:_...::3'-'-/...::9J../...::8-=4'--_____ METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer LOGGED BY: KS GROUND ELEVATION:Pad Grade LOCATION: See Map r=: w w II. ..... zo I-Q w ..... >ti: o w -' w....,'if. a:o ij o CDw 0. ca.· o u. a:_, :e §1-w""' ..,. :::>0. < t-Z > u: "' I-:e "' . "' w () 0 3: ~< ~ -t-<!:: "' o ocn _, Oz ~I < _, z :::, :so w BORING NO. 5· DESCRIPTION SOIL TEST ~ CD :::> CD O i:c -o..-~~:..1,--f---1-....i,--,.__..._ _________________ ...... ________ _. :c I-Q. w C ~ILL: Ol·ive green-brown sandy -CLAY, inoTst, compact -CL - - - 5- -.4. rz - - - 10- - - - - 15- - - - - 20- -6 :g - - 25- - 30- - 35- - 40- JOB NO.: 1264-00 15.1 03.2 BEDROCK: Point Loma Formation; Olive l;Jreen-gray sandy CLAYST0NE; moist, stiff, massive, slightly fractured_ 22.4102. 23.2102. 19.8 105. I Total Depth 27' No Water No caving LOG OF BORING Consolidat:;ion Direct Shear J I FIGURE: B-6 SAN DIEGO .SOl~S ENGINEERING, INC. ... :~ ., I I I I I I I I I I I I I I I I I I I DATE OBSERVED: __ 3.,_/_9"-/_84 ______ METHOD OF DRILLING: 24" Bucket Auger 3400 Lb, Hammer LOGGED BY: KS GROUND ELEVATION: Pad Grade LOCATION: See Map z ~ 0 w ~ w u. 0 -u: :c I-0 0. u, w < Q ... --o 0 -CL - - - 5- - - - - 10- - - - - 16 - - - -' 20- - - - - 26- - - - ... 30- - - 36- - - - - 40- I-0 w 0 w ... 0 mw 0. u. a:..1 ~ .... :::)Q. < BORING NO. _6_ u, I-~ u, ==-~< ~ 0 QU, ... ... z ::, DESCRIPTION m ::, m BEDROCK: Point Loma Formation; Olive green-gray sandy·CLAYSTONE~ moist,·. 5 XX W.3 104.L ·stiff, massive· · · rn.a 101. c Total Depth 15' No Water No Caving JOB NO.: 1264-00 I LOG OF BORING ' .. . . ' SOIL TEST I FIGURE: B-7 SAN DIEGO SOILS ENGINEERING, INC. ., I I I I I I I I I I I I I I I I I I I DATE OBSERVED: LOGGED BY: KS z I-Q UI ;: 0 0 w ..J w ~ 0 mw a. w :::I: LI. (J LI. a: ..J .... u: ... :>a. < :c (0 1-::::S en ci) ~ 2?< t-~ a. Cl) 0 QC/)· ..J w < ..J z :::, Q ..J CD :::) CD (J -o .. _CJ:, ,, -; - -. 5-.. . . - - - - 10 - - - - 15- - - -' . 20- - - - . 25- - - - . 30- . - . 35- - . - 40- JOB NO.: 1264-00 3L9LB4 METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer. GROUND ELEVATION: Pad Grade LOCATION: See Map >~ ... wa' 0:(,) a: .... Qa. BORING NO. 7 :::,I-..., 1-Z UI> SOIL TEST Cl)W (JI- -1-<-Oz ..J Cl) ::::so a.z DESCRIPTION zW (J -0 BEDROCK: Point Loma Formation; Olive green-gray with orange staining, '. ,, moist, medium stiff to stiff, massive, slightly fractured ' '• . --.. -. .. " Total Depth 10' No water No caving -.. .. ,·--:.::· . . .. ....... , ... , .... '=:--1 . ·, I LOG OF BORING JFIGURE: B-8 SAN DIEGO SOILS ENGINEERING, INC. / I I I I I I I I I I I I I I I I I DATE OBSERVED:_....;3;.,:,/_9.:../_B_4 ______ METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer LOGGED BY: KS z ... 0 ;::: 0 ij 0 w w 0 mw w u. () u. a:-1 ... Li: .... ::, 0. "' t-:::E :c 0 ~ !!?< t: "' 0 QU, w < _, z 0 _, ID :::, () ' -o -CL - - - w _, 0.. :::E <, Cl) ~ _, ::, ID GROUND ELEVATION: Pad Grade LOCATION: See Map .... wt a:.., ::,z t;w 6~ :::EO () >i'i: a:o 0 0.. w-o> <!:: ..Ju, 0.z zW -0 BORING NO. _a_ DESCRIPTION FILL: Olive green-brown sandy_ CLAY, ~o~~t;'.;,, coml?ac~, _with CLAYS'l'ONE_ pieces ·in fill ·· -----· ~, -· · · - 5-.i: XX19.o 104.( - - - - 10- - - - - 15- - - - 20- - - - - 1~ 1~ ~2.0 97. @ 10' Mottled with dark brown organic clay >2.7 LOO.' 2.4 05o~ 3~ 26-1---f---t---+---it---+---+-="'===----=--.---:---=-----,,,.---...,...,,-----=~---1 BEDROCK: Point Loma Formation; olive- - - 30- - .; - 36- - -' - 40- JOl;J NO.:· 1264-00 J gray sandy CLAYSTOijE, _ moist, stiff Total Depth 27' No water No Caving LOG OF BORING SOIL TEST Seive ~lysis -,4\.tterberg, Expansion, Sul- fate !FIGURE: B-9 SAN DIEGO SOILS ENGINEERING, INC. ,: •. I I I I I I I I I I I I I I I I I I APPENDIX C · LABORATORY TEST DATA A. Classification Soils were classified visually according to the Unified I Soil Classification System. Classification was_-!=lupplemented :i,y index tests,. such as Particle Size Analysis. _a~d Atterberg Limits. Moisture content and dry density determinations w,ere made for representative undisturbed samples. Results of moisture-density determinations; together with classifica- tions, are shown on the Logs of Borings, Appendix B, Figures B-2 through B-9. B. Particle Size Analysis Particle size analyses,. consisting of sieve tests, were per- formed on representative samples of the site subgrade soils in accordance with ASTM: D 422-63. Test results are shown in Appendix C, Figure c-1 .. C., Atterberg Limits Atterberg limits tests consisting of liquid limit in accor- dance with ASTM: D 423-66 and plastic limit in accordance with ASTM: D 424-59 were performed on representative samples of the subgrade soils. The test results are presented on Figure C-2. D. Expansion Expansion tests were performed on representative samples of the on-site soils remolded and tested under a surcharge of 144 pounds per square foot in accordance with the Uniform Building Code Standard No. 29-2. The test results are sum~ marized on Figure c-3, Table I. I ,, " I I I I I I I I I I I I I I I I ·1 I I Appendix C (Continued) E. Maximum Density/Optimum Moisture Content The maximum dry density/optimum moisture content relationship was determined for typical samples of the on-site soils. The 'laboratory standard used was ASTM: D 1557-78. The test re- sults are 'summarized on Figure c-3, Table II .• F. Sulfate ·Sulfate tests .were performed on representative samples of the on-site soils. The laboratory standard used was California 417 A. The test results are presente.d on Figure ·c-3, Table III. G. R-Value R-value tests were ,performed on representative samples of the on-site surface soils. ·The laboratory standard used was ASTM: D 2844-75. The test results are summarized on Figure C-3, Table IV. H. Direct Shear Direct shear strength tests were performed on represen~ative undisturbed and remolded (to 90 percent compaction) samples of the on-site soils. To simulate possible adverse· field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the samples to absorb moisture while a constant load is applied. The test results are presented on Figure C-4. I. Consolidation Consolidation tests were per-formed on representative undis- turbed samples of the underlying soils to help determine compressibility characteristics. The samples were saturated mid-way through the tests to simulate possible adverse field conditions. The test results are presented on Fi.gure C-5. .., --------------· -: ----c.. 0 m z p I-' N °' ~ I o· 0 t--- '"tJ )> :0 ~-i -0 r m "' N m )> z )> 'I~ "' "' > - z "' 0 m G) 0 "' 0 ;= "' m z "Tl G) --G) z C: m :u m m lJ .. -(") z' p I-' z GRAVEL SAND COARSE MEDIUM I FINE SILT CLAY SIEVE SIZES-U.S. STANDARD 3/4" 1/2" 1/4" 4 10 20 40 100 200 100 11 I 111111 ·1~ 1111 II I 11 I I I I 11111 I I I I . · n 111 I r I I I 100 eoll 1111111111 I ~1111111 I I I 11111111 I I. 1111111 I· I leo Nl.~ soil I 1111 ii I I I I ~ I frnii4. I I 11111111 I l I H 111 LJ I !so 1011 I 111111111 I ' 11111111~1111 I 11111111 I l10 ,.......... ~ ~~~ ~ m 60tt---+--+++-H1t-+++--+--lli---++*--H--+---H-4---4--l--l-+-la+--4-+--l--l----+++-4--1--l--1----i:--J.-----180 m lJ :u O tt---t--++-t-+-tt--H-+--t---H-----t-H,l-+-t--t--tt--+---+--I--IH-+-H-+-+--J.-+---+----+-++-l~-4--1-H---+----I 0 m m z z ~ 50tt---t--t-t-t--Ht-H-+--+--ll---++tt-t-+-+-tt-+---+--l--+-+-H+-h--+-H--1--+-----+-+-+-+-+--+-+--J.--+----150 ~ ~ ~ > tt---+--t+-H-tt--++t-+---11----t-H+--t-+-+--tl--~-+--~-l-++IH~~.t--+-~f------l,+-l-+-+--+-4--+---+----~ > "' "' "' "' z 40tt---+--++-t-+-tt--HH--t---H-----t-++l-+H--+--tt--+---+--+--ll-+-+-l-l-+-+--1---1---+----+4-+-1-+--l--l..,_...,4.._--4--__ __.40 Z G) Q 30 II I I I I I II I I I I II I 111 I I I II I I I I I 111 I I I I I I I I I -I I I I I I 3° 20 II I I I I I II 11 I I II I 111 I I I II I I I I I 111 I I I I I • I I I I I I I I I I 2° 10 11 I I I I I II I I I I 11 · I 111 I I I ii I I I I I I 11 I I I I I · I I I I I I I I I 110 II I I I I I II I I I I II I I II I I , II , I I I , , II I I . . . I I I I' I , , , , , I 10 0 . · · .001 10.0 1.0 0.1 PARTICLE SIZE-MILLll',1ET.ERS BORING NO .. I DEPTH (FEET) I SYMBOL I LIQUID LIMIT I PLASTICITY INDEX B-1. · I 1 I e I 38 I 19 .Sandy clay B-.a ·-. I · 5 I O I 52 I · 2 9 Sandy clay .01 CLASSIFICATIQN . p _ _.. _______ ,.... ______________________ ~-----------i------.---------' ._I . -· -~----~-~:-::-;:,>:-o: :·. ~.:~ t .!iii-: ·.·/!'_4,_;:_t:-i . Y·;:'·;S1l1 t1:lr,. ~ @;J;[~~J;;~r:::: ).r..t. J:;{t!i!~~~-t~~~i~:i' I I I I I I I I I I I I I I I I I I I , PLASTICITY CHART 80 V . ~ 50 V -CH f) ii, -ti 40 ·~ >< ,, w / C -CL Z. ->-30 1/ !: - () --. MH .. ... .J! "' 20 ... V· or < OH ..J .. a. / 10 !/ ~ :cL-MLV / / / / / // ML r OL ML / 0 80 70 80 90 100 0 10 20 30 40 50 LIQUID LIMIT (%) NATURAL PLA·S-PASSING UNIFIED SAMPLE LIQUID LIQUIDITY . SOIL SYMBOL BORING DEPTH WATER LIMIT TICITY NO. 200 INDEX CLASSI-NO. CONTENT INDEX SIEVE (FEET) ('6) ('6) ('6) ('6) ('6) FICATION SYMBOL .. • B-1 1 21.4 38 19 61 -CL -· .. B-2 1 21.1 40 19 --CL 0 B-3 5 19.0 52 29 71 -CH . . ATTERBERG LIMITS JOB NO.: 1264-00 . IDATE: rlGURE: C-2 SAN DIEGO SOILS ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I Test TABLE I RESULTS OF EXPANSION TEST(S) (U.B.C. Method 144 psf) Expansion Location Index B-1 @ l' 66 B-8 @ 5' 92 TABLE II Potential Expansion Medium High MAXIMUM DENSITY/OPTIMUM MOISTURE RELATIONSHIP (ASTM: D-1557-70) --Maximum Optimum Test Dry Density Moisture Location (pcf) Content (%) B-1@ l' 107.0 Job No. SD1264-0 TABLE III RESULTS OF SULFATE TESTS Test Location B-1 @ l' B-8 @ 5' Test Location B-2 @ l' Date: TABLE IV R-VALUE % Soluble Sulfate 0.0128 0.0148 R-Value 12 18.5 Fi_gure c-3 I I I .I I I I I I I ·1 I I 1. I ' I I I I ~ 0 a. ·-:c ... (!J z w 4000 3000 a: 2000 ... "' (!J BORING DEPTH NO. (FEET) B-2 5 - COHESION, ANGLE OF.' SAMPLE DESCRIPTION (PSF) FRICTION,0 700 23 Sandv Clav /' . . z « < w :c "' ~ / ~ "' a., -:c ... (!J z w 1000 4000 3000 ~ 1000 BORING DEPTH NO. (FEET) B-5 5 ' 2000 3000 4000 6000 6000 NORMAL LOAD (PSF) COHESION, (PSF) ANGLE OF FRICTION.o SAMPLE DESCRIPTION 1300 17 Sandv Clav ·- ____, ~) a: 2000 I-"' (!J z « ~ ,..... ~ < w :c "' 1000 0o 1000 JOB NO.: 1264-00 .. 2000 3000 4000 5000 6000 NORMAL LOAD (PSF) SHEARING STRENGTH TEST FIGURE: C-4 SAN DIEGO SOILS ENGINEERING, INC. I I I I I I I I· I· I I I I I I ·1 I BORING NO. DEPTH (FEET) SYMBOL EXPLANATION l z 0 iii. z < a. )( w 3.0 2.0 : 1.0 ---o z· 0 ~ Q ;:j 0 V, z 0 () 1.0 2.0 3.0 4.0 6.0 8.0 7.0 8.0 9.0 10.00 0 ... - B-2 5 B-5 5 .. ' - , ... ~ ~., ~ \.~ i,,.... 4 a. 0 0 0 0 0 0 0 0 CII (') ..,. 10 JOB NO.: 1264-00 .... ..... i-,... ~ • FIELD MOISTURE 0 ----------SAMPLE SATURATED .. • -~ 'i-.. °' ' ' .. ....... ~ --"' ' ' ......... ' ........ ' ...... ., ..... • ' ' ' ' ., ·, ' i...""'"" ------- 0 0 0 ... ·r--r--i- 0 0 0 0 0 0 0 0 0 0 0 0 CII (') "II' 10 ' •• .... r~ \ ~ I* NORMAL LOAD (PSF) 0 0 0 0 ... . REBOUND . ' , 0 0 0 0 0 0 0 0 0 0 0 O· 0 0 0 0 4'11 (') ..,.,10 , 0 0 0 0 0 ... LOAD CONSOLIDATION TEST FIGURE: C-S SAN DIEGO SOILS ENGINEERING, INC. .J ·~ I I I I I I I I I I !I -1 I I SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGiNEERING & ENGINEERING GEOLOGY S~ptember 1, 1983 Carlsbad Research Center 7330 Engineer Road San Diego, California 92101 Attention: Mr. Michael J. Dunigan Job No: Log No: SD1196-10 SD3-2723 SUBJECT: COMPACTION TEST RESULTS Carlsbad Research-Center, Carlsbad-Tract 81-10 Carlsbad, California Buildings D, E, F and G R.,eference: Gentlemen: "Fau.n~a.t.lon Inve.t>.t.lgatlan, Ca~l.t>bad Re.6ea~ch Cente~, 'Pha.tie I, Bu.ildlng.t> V, E, F & G, Lo.t. Nu.mbe~.6 20, 21, 22, 23 and 24, Ca~l.t>bad, Call~o~nla" by San Vlego Soll.6 Englnee~ing, Inc., dated June 14, 7983 Submitted herewith is the report of testing and observation per- for:me_d during_ the preparation of existing ground and the placement and compaction of fill at the subject site. Grading under the purview of this repqrt was performed by Pularo Grading. Approximate locations of field density tests are shown on the attached ?lot Plans, Plates 1 through 4. Test results are tabu- lated on Table I, Results of Compaction. Grading was performed to: 1) fine grade existing rough graded pads; 2) eliminate the cut/fill transition in Building Area E by removal to a depth of 5 feet below the proposed footing depth and 10 feet beyond all sides of the structure and recompaction to final grade; 3) provide positive site drainage. SUBSIDIARY OF IRVINE CONSUL TING GROUP, INC. 4891 MERCURY STREET • SAN DIEGO, CA 92111 • (714) 268-8266 I I I I I .1-· I I I I I I I I I I I I Carlsbad Research Center September 1, 1983 PREPARATION OF EXISTING GROUNV Job No: SD1196-10 Log No: SD3-2723 Page Tw~ In areas to receive fill, any brush or miscellaneous debris was removed. Overexcavations were made to a depth of about 5 feet below· fourtdation bottoms for Building E. Processing and recom- paction of weathered surficial soils was accomplished on the remaining building areas. Prior to placing fill, the exposed soils were scarified to a depth of about 6 to 8 inches, brought to near optimum moisture conditions and compacted to 90 percent relative compaction. SOIL TYPES The fill materials used at the site consist of native soils de- rived from on-site sources. The list of soils used as fill is included in Table II, Laboratory. Test Results. FILL PLACEMENT Fill soils were placed in about 6 to 8-inch lifts, brought to approximate optimum moisture content and compacted to a minimum of 90 percent of the maximum densi~y as determined by ASTM:Dl557-78 (Five-Layer Method). The equipment used for compaction consisted of a sheepsfoot roller and other neavy earth-moving equipment. Grading operations were started and -completed during the period covered by this report (July 29 through August 12, 1983). Density tests were made in accordance with ASTM:Dl556-64 (Sand- Cone Method), ASTM:D2937-71 (Drive Cylinder Method) and ASTM:D2929-81 (Nuclear Gauge Method). Results of the density tests are attached in Table I, Results of Compaction Tests. I I I I I I I I I I I I I I I I I I I Carlsbad Research Center September 1, 1983 EXPANSION TESTS Job No: SD1196-10 Log No: SD3-2723 Page Three Exp.ans ion tests were performed on representative samples of the finished pad soils remolded and tested under a surcharge of .144 pounds per square foot in accordance with Uniform Building Code Standard No. 29-2. The test results are as follows: Test No. 1 2 3 4 EXPANSION TEST RESULTS {U.B.C. Method -144 psf Surcharge) Building Expansion Nos. Index D 88 E 70 F 99 G 110 SULFATE TESTS Expansion Potential Medium Medium High High· Sulfate test results are presented in our referenced report dated June 14, 1983. I I I I I I I I I I I I I I I I I I I Carlsbad Research Center September 1, 1983 CONCLUSIONS ANV RECOMMENVATIONS A. Compaction -Job No: SD1196-10 Log No: _SD3-2723 Page Four All g.rading and compaction was performed in_ general accordance with San Diego Soil's Engineering's recommendations, and the requirements of the.City of Carlsbad. B. Foundation and Slab Recommendations for Expansive Soils 1. General The results of our testing and inspection during.fine. grading indicates that the on-site soils exhibit a medium to high potential for.expansion. The following r~com- mendations are empirically derived in consideration of expansion potential. The implementation of these recom- mendations should serve to reduce the risk of distress :resulting from expansive soil. The poten_tial for favor- able foundation performance can be further enhanced by maintaining uniform moisture conditions. The concrete· configuration and reinforcement recommenda- tions herein should not be considered to preclude more restrictive criteria by the governing agencies or by structural considerations. A Structural Engineer should evaluate configuration and reinforcement requirements for structural loadings, shrinkage and temperature stresses. To mitigate expansion forces, recommendations for column, slab and exterior concrete are as follows: I I I I I I I I I I I I I I I I I I I Carlsbad Research Center S~ptember 1; 1983 2. Foundations a. Columns Job No: Log No: Page Five SD1196-10 SD3-2723 Columns may be supported on spread footings, a minimum of 18-inches below floor slab subgrade. Reinforcement should be based on structural loading. b. Walls Exterior and interior ·footings should be continuous and founded 18-inches below lowest adjacent sub- grade. Reinforcement in exterior· and interior footings should consist of a minimum of four No. 4 reinforcing bars, placed two at the top and two at the bottom. 3. Floor Slabs Floor slabs should be a minimum of 5-inches thick, re- inforced with No. 3 bars (both directions) at 18-inches on center located at mid-height of the slab. Slabs and footings should be doweled together with No. 3 dowels at 36-inches on cente~. Slabs should be underlain by 4-inches of rounded gravel or clean sand and· a 6-mil visqueen moisture barrier, plus a minimum of 1-inch of clean sand between the slab and visqueen. 4. Pre-Soaking Beneath Slabs Slab subgrade soils should be soaked to at least 5 per- cent above optimum moisture content to a depth of I I I ·I I I I I I I I I I I I I I I I Carlsbad Research Center September 1, 1983 Job No: Log No: SD1196-10 SD3-2723 Page.Six 18-inches below slab subgrade prior to placement of concrete. The moisture penetration should be verified by the Soils Engineer. Presaturation of footing excavations is not a require- ment but they should. not be allowed to dry out prior to the placement of concrete. Moisture maintenance by spray applied membrane or sprinkling may be necessary. 5. Exterior Flatwork 6. Provided some differential movement can be tolerated,· exterior slabs on grade (·i.e. patios, walkways) may be limited to 3.5-inches in :thickness and should be rein- forced with 6x6-6/6 wire mesh. A 4-inch granular base should be provided below the slabs. Although presoaking is not a requirement, moisture content of optimum or above·should be maintained prior to placement of con- crete. Slabs should·be appropriately jointed for crack control. Allowable Bearing Pressure for Footings Footings may be designed for an allowable dead plus live load bearing pressure of 2000 pounds per square foot with a one-third increase for short-term wind or seismic loads. Footings should have a.minimum width of 24-inches and, where located adjacent to utility trenches, should extend below a one-to-one pLane projected upward from the inside bottom corner of the trench. No footing should straddle a cut/fill interface. I I I I I I I I I I I I I I I I I I I Carlsbad Research Center September 1, 1983 7. Lateral Load Resistance Job No: SD1196-10 Log No: SD3-2723 Page Seven Lateral loads against buildings may be resisted by friction between the ·bottom of footings and the sup- porting soils. An allowable friction co_efficient of 0.35 is recommended. Alternatively, an allowable lateral bearing pressure -equal to an equivalent fluid weight of·300 pounds per cubic foot to a maximum of 1500 pounds per cubic foot may be u?ed, provided the footings are poured tight against undisturbed soils. c. Type Cement for Construction Based on the results of our sulfate tests, Type I or II cement $hould be used for all concrete in contact with the subgrade soils. D. Foundation Inspection All excavations should be observed by the Soils Engineer prior to placement of forms, reinforcement ·or concrete, for verification of conformance with the intent of these re- commendations. All excavations should be trimmed neat, level and square. All loose or sloughed material should be removed prior to the placement of concrete. Materials from footing excavations should not be spread in slab-on-grade areas unless compacted to.minimum of 90 percent relative compaction. E. Drainage To enhance future site performance, it is recommended that all pad drainage should be collected and directed away from proposed structures to disposal areas. For soil areas, we recommend that a minimum of 2 percent gradient be maintained. I I I I I I I I I I I I I I I I I I I Carlsbad·Research Center September 1, 1983 Job No: SD1196-10 Log No: SDl-2723 Page Eight Due to the expansive nature of the on-site soils, it is important that drainage be directed away from foundations and that recommended drainage patterns be established at the time of fine-grading and maintained throughout the life of the structures. ·Property owners should be made aware that altering.drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as irri- gation and variations in seasonal rainfall, all affect sub- surfac_e moisture conditions, which in turn affect structural performance within expansive soil areas. F. Trench Backfill It is our opinion that utility trench and/or wall backfill consisting of the on-site material types could be best placed by mechanical compaction to a minimum of 90 percent of the laboratory maximum density. -As an alternative, granular material (sand equivalent greater than 30) may.be thoroughly jetted in-place; however, jetting should only be considered to apply to trenches no greater than 2 feet in width. Following jetting operations, trench backfill should be thoroughly and mechanically compacted and/or wheel-rolled from the surface to a minimum of 90 per- cent of the. laboratory maximum density. Exterior trenches extending below a 1:1 (horizontal:vertical) projection from the outer edge of foundations .should be mechanically compacted to a minimum of 90 percent of the laboratory maximum density. If ·utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried I I I I I I I 1· I I I I I I I I I I I Carlsbad Research Center September 1, 1983 Job No: Log No: Page Nine SD1196-10 SD3-2123 conduit, we would recommend the utilization of light-weight mechanical equipment and/or shading of the conduit with clean granular material, which could be thoroughly jetted in-place above the conduit, _prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be-appropriate as approved by the Soils Engineer at the time of construction. G. Subsequent Grading Operations PriQr to the commencement of additional grading operations on-site, including backfilling of trenches and retaining walls, the Soils Engineer should be notified. at least two ·working days. in advance in order to schedule appropriate observation and testing services as needed. SUMMARY Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed between July 29 through August 12, 1983. The conclusions and recommendations contained· herein have been based upon our observations and testing as-noted. No repre- sentations are made as to the quality or extent of materials not observed. Based upon our observations and testing, it is our opinion, as ~forementioned, that the-work performed has been done in accordance with the job specifications as well as the requirements of the regulating agencies. It is our further opinion that the site as graded is suitable for the construction I I I I I I I I I I I I I I I I I I I Carlsbad Research Center September 1, 1983 Job No: Log No: ·Page Ten SD1196-10 SD3-2723 now proposed. This report s~ould be consideied subject to review by the controlling authorities. The opportunity to be of service is appreciated .. If you have any questions, please call this office. Very truly yours, SAN DIEGO SOILS ENGINEERING, INC. ~{<Y,,1~·1 Taras. Sikh, R.C.E. 35454 Senio:i:;-Engineer JW:TSS:llr Enclosures: Plot Plans, Plates 1 through 4 Tables I and II Distribution: (6) Submitted ~ ., I TABLE I - I RESULTS OF COMPACTION TESTS JOB NO.: 1196-10 NAME:CRC Buildings D, E, F and G. DATE: 9/1/83 I MOISTURE UNIT DRY RELATIVE -SOIL TEST NO. DATE ELEVATION CONTENT DENSITY COMPACTION (%) (PCF) (%) TYPE I ** ln 7-29-83 291 11.4 112.6 89 1 Fa:i,lure -See ' , Retest #3 I ** 2n 7-29-83 292 20.6 105.8 88· 2 Failure -See Retest #10 I 3* 7-29-83 291 12.9 116.0 92 1 Retest #1 - ** Failure -See 4n 7-29-83 290 25.2 89.9 78 3 Retest #8 I Sn 7-29-83 289 8.8 111.1 92 4 ' I 6n 8-1-83 290 20.2 10s·. 8 92 3 7 8-1-83 291 20.9 106.4 93 3 n I an 8-1-83 290 18.4 106.2 92 3 Retest #4 I 9 8-1-83 291 18 •. 2 105.4 92 3 n 10* 8-1-83 292 15-.6 115.7 96 2 Retest #2 I lln 8-1-83 292 16.9 109.9 92 2 12n 8-1-83-293 16.7 104·. 8 95 11 ,, 13n 8-1-83 293 24.0 96.4 87 11 Failure -See Retest #14 I 14n 8-2-83 293 21.1 100.5 91 11 Retest #13 '' 15* 8-2-83 297 18.3 118.7 99 .2 I 16n 8-2-83 298 18.9 113.9 95 2 I 17* 8-2-83 293.5 24.7 99.4 90 11 18n. 8-2-83 298 22.2 99.3 90 11 I 19n 8-2-83 299 22.5 99.5 90 11 ** 20n 8-2-83 293.5 24.4 97.0 88 11 Failure -See I Retest #21 I SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, N-NUCLEAR GAUGE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST I SA_N DIEGO SOILS ENGINEERING, INC. I. TABLE I I <' RESULTS OF COMPACTION .TESTS JOB NO.: 1196-10 NAME: CRC Buildings D, E, F and G DATE: 9/1/83 I MOISTURE UNIT DRY RELATIVE SOIL TEST NO. DATE ELEVATION CONTENT DENSITY COMPACTION TYPE (%) (PCF) (%) I ~-1l 21n 8-2-83 2,93. 5 21.7 101.2 92 11 Retest #20 22 8-2-83 298.5 20.1 105.2 95 11 I 23 8-2-83 299.5 18.8 108.8 95 3 ·1 24 8-2-83 298.5 18·. 4 107.2 93 3 25n 8-2-83 299.5 18.4 105.6 92 3 .I 26** 8-3-83 296 24.0 96.7 88 11 27 8-3-83 295 14.4 119.5 100 2 ·I 28* 8-3-83 300 15.5 115.4 96 2 I 29 8-3-83 296 20.6 107.1 97 11 Retest #26 30* 8-3-83 300 20.5 105.8 96 11 I 31* 8-3-83 300 19.7 110.4 100 11 ' 32 8-3-83 297 -24.4 99.9 90 11 11 33 8-3-83 296 20.7 103.8 94 11 I I ;1 34 8-3-83 291 18.1 104.5 95 11 35 8-3-83 292 25.0 101.2 92 11 I 36 8-4-83 292. 17.7 l08.4 94 3 37** 8-4-83 293 25.8 98.2 S9 11 Failure -See I Retest #38 38 8-4-83 293 23.5 i00.8 91 11 Retest #37 I 39 8-4-83 294 19.6 106.1 92 3. 40* 8-4-83 294 20.5 103.2 93 11 I 41n 8-4-83 295 19.9 105.7 92 3 I 42 · 8-5-83 295 21.1 103.1 93 11 n 1· , SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, N-NUCLEAR GAUGE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST I SAN DIEGO SOILS ENGINEERING, INC. I TABLE I ' _I 'RESULTS OF COMPACTION TESTS ' I JOB NO.: 1196-10 NAME:CRC Buildings D, E, F and G DATE: 9/1/83 MOISTURE UNIT DRY RELATIVE SOIL TEST NO. DATE ELEVATION CONTENT DENSITY COMPACTION TYPE ('16) (PCF) ('16) I . ~ 43n 8-5-83 296 18.4 103~3 90 ' 3 I 44n 8-5-8.3 296 23.0 101.0 91 11 45 8-5-83 297 16.7 109.6 . 95 3 1· 46 · 8-5-83 292 2.0-. 0 103.5 90 3 n 47n 8-5-83 293 17.7 107.4 93 3 I. 48n 8-'5-83 293 22.8 99.0 90 11 I 49n 8-5-83 294 24.0 103.4 94 11 son' 8-5-83 295 24.0 102.0 92 ll I ' . I Sln 8-5-83 296 21.9 102.6 93 11 52n 8-8-83 296 23.2· 100.6 91 11 I 53n 8-8-83 294 18.3 105.7 92 3 I 54n 8-8-83 294 18.1 107.3 93 3 55 8-8-83 295 15.3 115.0 100 ·3 i I 56 8-8-83 295 18.3 111.2 97 3 57 8-8-83 296 19.0 110.0 96 3 I 58n 8-8-83 296 23.9 103.1 93 11 I 59n 8-8-83 296 24.7 99.1 90 11 60n 8-8-83 296 23.9 99.9 90 11 .1 I I I SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, N-NUCLEAR GAUGE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST I SAN DIEGO SOILS ENGINEERING, INC. I I I I· ol'll I I I, I I I I ,,· ·I I I I' I I I I TABLE lI LABORATORY TEST RESULTS JOB NO.: 119'6-10 NAME:· CRC Buildings D, E, F and G SOIL TYPE l 2 3 4 5 8 11 12 CLASSIFICATION Light Yellowish Brown Fine SAND · Reddish Brown CLAY Grey SILT with Red and Green Silt Blocks Tan Clayey Sand Reddish Brown Sandy Clay Brown Clay Clayey SILT Reddish Olive Tan Silty CLAY DATE: 9/1/83. MAXIMUM OPTIMUM DENSITY MOISTURE (PCF) (%) 126.0 10.0 120.0 12.0 115. 0 . 15.5 121..0 12.0 125.0 11.0 107.0 19.0 110.5 17.0 120.0 13.5 SAN DIEGO SOILS ENGINEERING, INC. .,,, • 1 ... -·-.__,. Yi\'.·,·--. - (,~~!}· ' t~\;·. i~,- 1:1 · •, ijt; .. •. Rt· ... -··· ,., .. ~t··:· it·•· . }j.(;'}.: .' t·.·· '--4 ~~:') '-, t~· ,' ,, (,_ \; a.;.·:· ... ~--_:f;t' tiffi-iti!._\·-~ ·: ,,;.'::: ~.:; "" .. , _,.. ,,, ' i~\:·?.·1 :·\· ~":--{-;;-_-; ~,--, ~if;z}~ .. · ti;,J",'!H."·,~; .· :f{".'1 "lo ' ,., -~. . . . . f-\.-'l't'-. ' :-\;{ij}',,: . • ...,,,_,,~ < -., ". -,~:"'-·;..:.:': :. ~ ,-.-~-. ' -'. 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I SS , I ~- / 1 _,,-O_J ·~.-·· 10· 175' ·eo.· . ' 28'; .·· '<,' ,a / -' -'~ .. ' ' .I', r--~· 1/MITS Of 81/ll 0/NG ENVELOPE .• SE[ CROSS SECTIOII_.NOT[ ~----1'---+--UJNSTC,PVC PIP, @53% CONNECT 70 ROOF D/?4/N . • -'/ .. ' i-/ ! CONST. BPW<S NO .3----"''\f-¥"-'Z.".'B""!IA"" " A .. <":.,, ·-.· · ... ~ , .... ··~. ·.· · ~.4_,;A'.30~i W/GRAll: .. · '.' ·.· 2fi. I 8l06. 6 30 1'_ . '~'YI. ' --·- _·,, __ ;, . ., .. -•' . --., ' . '. .. '. :;· ... ' . ;, ' . ',:_. po ,JOO!i. y, I 'f•3(X)92 ·--.Ff:=I',,_;..-,-,~ ............. /, j Lo-r 20 i CONS!?" WATEJ? SEJ?YIC[..-11+-,.,. ' " 0 ., . EJIST. WATEI? ltf[T{R . I . ' '.$)~ ·. <"s ·· 1- . """ . ' -. ' . ' . ..-, ~·· . '-, .. :._.. I I J ,!·-- . -.,. ·.c-_ . . :- .. •j • --. -,,, __ _ ·~--·--· ~-: -~---·_.\ ,·~ .. ,:· -,Ro_,,, .. ~. -~ ,' CONS!' ,y• /JIICH PEI? · O[T.4/l '$Hf I · I //4'N.4fU/1.4L 649 SllftLY (Fi?/? ll/ltJ!i'M.41/()N (JIii!')- ---·---...:::...._ -' 't? .\ ... ' I ' , -,.. r~ ~~ ---L---~-----,.---,.~-,.--,.--.,-~·-· _ _,__, ___ :--.... ' 0_, ' . '·,,.-,. ,.-. ,~ ' ' "'' ,, . , ... ,, ' -.• .. '-~ ---~ -:-·' ·. ' . . ' -! '° ~ ..... ~o · l?[TAINING WAll BY OIHEl?S · •\ (H(JT A l'AHT /JF THIS C/JNTJ?.4CTJ -$Ee STRfJCTURALPLANS, ~If', WALL OcTA!LS. . -: cwv'STRtK'l' TEAii'! e!/ .. stoPc t/Al/7? . .PEtf'AIIT -. r:()R_/Y.4LL./.5' OcfT,4/A/££1. ... ~ .. . -. ' ,_. _. -· .c, C ,._,_. · •• :-'' .. , -;;')..' ·-\·· PAfCAL CT. !. -;",!-,_.;·,,'"'; .~ --"} ._,,,'._< . '·,". ~ . -,·f ,. ' . --~ ,• ., ·-~-·: .I -, .. ,·_ j,. ,· ;> ·-; i:· ,. •. - . : ,• -'· ' -' . " ;:,,-' ' BlNC/1 "ARK • ··-: . ... . .') / \ . ' ' c· " . I ' /, ' \ t,,;.l.\ ' 01: ut'., \ •• ' r SCALE; I"= 30' Lo-r 11 1\;J;.\P J\JO, ]0330 ., ENGINEER . OF WORK BARRYc' BENDER R.C.E. 28448 DATE ! 77 • EXPLANATION Approximate Location. of Density Test ' ' .. PLOT PLAN CARLSBAD RESEARCH CENTER BU1LDING "G" . . . CARLSBAD, CALIFORNIA SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY JOB NO.: DATE: PLATE• $D1196-10 AUGUST, 1983 . 4 RICK ENGINEERING COMPANY PLANNERS· CIVIL ENGINEERS· LANO SURVEYORS 365 S. RANCHO SANTA l'E RD. SUITE 100 SAN MARCOS,CALIF. 92069 PHONE 744-4800 30116 PIO PICO DR., CARi.SBAD, CALIF. 92008 PHONE 729-4987 PRIVATE CONrRACT . _ '. ,1\ .. ·. > ~ /, . .·.' $fjf,j'!JIP!J.j_f'.f![T£ MONUN[NT WISTANOARO DISC :,;: ,, ' . ·. '/ . . '.· > . -· . LOCATION: 500' SOUTH OF INT[RS[CTION OF [l CMf/NO REAL 0 .. ,:::l •.-' ' " , SECTION "A.A" ,,.· , i . : ) f{jf//11f/111POl?TROAO&JSTS!D[QFEttMI/NOR[AL,ILONG ' ,, ; 1 .. ·:": · ·, ,. · .... ,· 9CAL1=5:t/Of?Z. l"=30' ·• --., ,, :... . . ,W.CMDFl?OJl:SANO/EGOCOUNTYPl?[C/S[SUHV[YlEV[LS ~===~=~=======================±::::jl::R~;;A~ ;ESEARCH CENTER (C.T. 81-10) _,,, y. •. ', Vf=RT. F'=4' \•··· ·.-.····· .. ·./.~. , ~i.:,Jf!j,yf~ll/ di' ·. -nAruu,u.sc. ,,.s.· n•r~, "-'0-8" > • ; ' . ':: '·' '_., ,_.. '. . > '• ,, • ·-_ ,w. O VRIVKI· .. _ a i, . ~===t==~:::::::::::::::::::::::j:::::j -E'-'=};,~~~~~~~\--I ;;A~c;,-, -" i , .f. .., ,. . • '-i _-' -~-···;, ·-.c. ~=-=-=-=-t=-=-~r=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-t=-=-=-=-=-=-=fl~~~====C7/r,T~Y~E,fN~G~I ~-~R==, HORZ·"llSSHOWN i\':;1:<•, ,· -~ .. ' .. ., c, ( t--+-+------------------1-'-------l ~8;~. D,<\ It PROJECT N!. 11-'~c'ER','~-'w_l_N~G~N""·-·-u REVISIONS · BY • i I I. I II~, wz I-a: 2~ -. w .J 'U ~ I ' I u II ex w m ;w ,----.II I ' ! . l IC ex m m~ ' ,l I I I ,. ..Im.· . II UJ .J, a: .t1t· "" . Uu DATE SCALE DRAWN ' -.. ' SHEET i>;t-, .•• ,,.· ~==::==-------------t-----------· .. · · .. · ---------------------------------------------"~·--~--~---~---------------------------E""~~~j~:!~~~,,~·~~'~N~=========~~~~la~E,~L~D~B~Y.=~~~f.'<§·~~~?~.~8~3~.1§7~.~~t?,§,?~9~-=.3~~~ STOCIIDRAFTIN<l,FO_RM NO. 101-'i l,.r'I ~ rt-'f Jj/:J&:Jln ? , " ..__o_, ____ s_HE_•_r_s~__, JOB NO. 8879A -:J-;:~7::> -, . ' ~·;;\ .. 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D .. --· . -~~--d.-.... ,.-Ir ·:-,.;·. ' ~· ·-· f _,f ,.... -~---- . --~ _, .) / ·-' ---.. ~-.. .. --. ·-i ---;------ '. . ------------.. -- .. CiJN5T IZ'x/8" CATCJJ eASIN W/87'EEL .-'. , . . -.· · itlt11ffff/3ROOKS SWNDAW OR . '. MOVEfJi'1'E~~p RUTHERFOR.. . _ L i : f -• ,.:.-:i -1 --, . 148 .. @ LD-r 2 l J\t];..\,51 1'-JD 10330 .. F(X)TING OP.4/N SEE ,4RC/.I ITECTUl?AL PLANS FOi? DETAIL 6 6 49 BLDG.· F PO ,(91,40 'f·Z%8c .52 \ A' ' • -·,.P -.,., • . . ·:, .: ,-<-. I ~··· .. ,S' . -_j.· ~ ,, ' ( . . -._., ---- ' . l ' --r RD 96 29; ', \ . i<'EMOVE EXIST CONC APRON ANO CONNECT DRAIN PIPE TiJ8ACA"O/: EXIST CUR8 OUTLET CONST 10" A.C PIP£ r., 1.0 % · ~,{Z9;155 <0'9.9 .;;, -, I \ 1 SCALE I" =3o' PARCEL C t l.4N0.4U Cl 1114" !/4111/1/J/ IJ.4S SUPPtY I .. ,.. '°~ (HJ!? INFOl?Ml/110/1 011/f) -·----+i-.:..:_'--_(_ ___ :__~, 50 . ' I I - · TVPDF8£RM=Z99.3 rcZ9b8T f'r.-f=-f , ?5, . '9. .9 -~ --· T.W. J00.5 (308.3} J\tl ;..\ P 0]D, 10330 • C , ,-<, . (309.cJ 'B{NCHJf/lRK DESCRIPTION-· CONCRETE Mb#UMENT W/STANOAo'D 0.""" STAAIP[O ·c.c.R. /5" n, ,.,. ?oZ!bo:d 500' $OUT/I Of' INT[IISECTIONOF [L CANINO l?fAl FcNCE a'§/111Pb(?T R0.41) EAST SIDE Of' El CAMINO l?E'.4t, JLONG %_CfRf/;,{/!f'J': S.4N DIEGO COUNTY PRECISE Sl(l?VEY LEVELS . flEY.41/IJN· c%.¢9 DATUM. USC. i 6. 6. ··} l I . I r ' I ' ' ' , .... l ,,.. .... • • ----~-.. · . ----~--..-·---- -.. / - I J' I Ml!/. I . I .. LIMITS Of 8l/llO!N6 [NVfLOPE TO BE Gl?I/OEO !NIT/I/UY TO Pl/0 EIEV f COMPACTED PEI? SOILS ENGINEEl?'S'l?ECOMMOIOATIOIIS ' BLDG. F. FF=23<P82 PAD=29(p.40 I I I SECTION "A-A" fCALES 1-/0RZ 1"=!30' VERT. 1''=4' 77 I I EXPLANATION Approximate Location of Density Test I 3' \MIN I I I -.. ---. .. J PLOT PLAN CARLSBAD RESEARCH CENTER, . BUILDING ·F'~ · .. _. CARLSBAD, CALIFORNIA SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY JOB NO.; . DATE· S01196-10 'AUGUST, 1983 PLATE; 3 .. ENGINEER OF WORK . RICK ENGINEERING COMPANY PLANNERS· CIVIL ENGINEERS· LAND SURVEYORS 365 S. RANCHO SANrA FE RO. SUlrE 100 SAN MARCOS,CALIF.. 92069 PHONE 744-4800 30116 PIO PICO OR., CARLSBAD, CALIF. 92008 PHQiE 729-4987 PRIVATC CONTRACT i===+==t==================:::::ic==~ ISHETTl c, rv a F cA RLssAo 1SHE5Ers1 1 ~ · NGl ER/NG DEPARTMENT GRADING PLAN FOR: PARCEL B F===~==t======================±====I CARLSBAD RESEARCH CENTER (CT 8\-\0) ~===~==~~==========================±:::::3 APPROVED' / . DATE, (p-10-133 I 1-;::;:?}cr;;;::;"-.,,1:c:• ='f._....,_f""-"~"''-=4,,-e1...:'~--1 ,.-_-_:-_ 7--Jr -_ -7t-r -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -Ll---_ -_ -~:?:J RE 30/0Z CITY ENGINEER SCALES, 1 HORZ' '"t;;;~q~;q~~;;;;;;===================±=====]~WN BY 1· PROJECT N" rV.:E~R~'-----1 I 0/KD BY· PA 11 -DRAWING N" DATE BY REVISIONS FlDB): l"E t?.83./7 cc9-3 APP•n JOB NO. 8879A .\ ·- REVISIONS BY i . 0 O' f ; I ! ' DATE SCALE - JOB SHEET OF SHEETS . ~ ' . ' f·- •'c ,' I ' I ' ! 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J-"c-(NOT 4 PA/IT OF THIS CONTI/ACT) SEE STRt/CTURAL Pt.4NS 77 EXPLANATION Approximate Location of Density Test Lo-r l9 Jvl;.\P i'-10. 10330 "'-FOR /VALL O£T,4/LS . o~?:J/VST TEAf?. c·f StOff r. W. 304.4 UA177L A:.RAI/T roR M!tt. ?--~1--J.'"'· =:c=c IS C)~z;f $c£). ._ ""',/ -. . ·~_,.. .,. .. ·---."-c ~~.. . .~ OhST 6"CONC CU/?8 fi<'.'?9 '\1,~ '!<) ~ ·-·-~ JiROUNO PE/1/MfTD/Or ·. :.>.-s 1,t·'I: \::: _;_·~~~~-;1.-=-==.-====-·=·-=·.:::::·=;Qt=====¾i=:-'.':~§_~.=::.-.=.-=.:-_-.= .. =,::_-.::s.J. --· 1<:::...-:::._.,-.c.-_-_-._,,.Z9;dl'$',·"". :a_-_-_-.=:_-.-__ +-. ..:.~c:.~-~~_[!!M~~EN!!.T..::O.'.:!.Wl~~:::SS~_or.'.!:_]l..:::[~~-~1S::l,:::M::O::~.:::f.=0~::::-i~_.!=~c~9i;j8f:_;::_:;::;:,;;~;f=-===._:;_:::::::_:::::.=:_==_~_.== __ ==_:a .. ="=:~.-.-.'.':_-.:-_=_-z_ __ ... __ __ ;;;'I...--+-------=·.;.,.----------------------------______ ....;"'-----------------------11------f PLOT PLAN; / I . 1 CONC "V" 0171::11 " A .. j / ; , , , < 1 , • ::' -• ' ~ ' '. ' . ' . I . l/M/1S or 811/LOIIIO ENVEtOP[ · · 10 BE G/1/J!Jc!J /I/IT/4llY TO -~~~---,-----1 -------,-PAO [LEJI i COMl'ACTEO PER . . 80/lS [t'/6/NEE!?S llECONlrff,V!J.41/0/VS. I 3· I. MIii "I 5/DEWALJ:' / I 8LDG E F.F=Z87.42 PAO=c97.0 . CPVMT I l , \ SECTION 'A-A" ' SCALES:. /.JOJ?z. !"=30 · · .. Vef<!T. l'={J',. f ,· ,1 . I ' ;, _,. .__.. '' .. -', . ',- ' . . ·•. ' -_ \ • • .. f. ' . ' -_ ' ' ' ! ' ' . / . 1} -_ ._ \ . ,~' .. ' ! ! / BlNCHIARK· . > DESCHIPTION-· COKCRETl MONUMENT WISTANDAND DISC STAAIP[D "£C.R. 15" · .• . · . lot'ATION: 500' SOUTH OF /NT[RS[CTION OF El CANINO RE.4l. f PAtON.411 AIHPOHT ROAD EAST SIDE OF Et C.4Jf!NO /?E.4l .ILON6 FENCE {//IE ' . · R£COHD FHOJI: SAN 0/[GO COUNTY P/?EC/Sl Sl/RVE1 l[VELS (R.$. /8«}-/) . . . ' . ELEJl.41/IJN-· c%.¢8 · D.41l/lf: U.S.C. I 6. $. < ... _. ENG/NEER OF WORK (2/IU.\-\ ( ' \k.J<A... 7-l.4.~-'3 BARRYC.\BENDER RC.E. 28448 DATE CARLSBAD RESEARCH CENJEFt. . · ,· ·, BUILDING "E!''.-'.. · · .... , .· ., , CARLSBAD, CAL!FORNIA . ---SAN DIEGO SOILS-ENGINEERING, INC. . SOIL ENGINEERING & ENGINEERING GEOLOGY JOB NO.:$D1196-10 OATE:AUGUST, 1983 PLATE: 2. RICK ENGINEERING COMPANY.· PLANNERS· CIVIL ENGINEERS·LAND SURVEYORS .J65 S. RANCHO SANTA FE RD. SUITE 100 SAN MARCOS,CALIF. 92069 PHONE 7-,-,_-,tlOO .10118 PIO PICO DR., CARLSBAD, CALIF. 9e008 PHONE 729--,987 PRIVATE: CONTNACT . . ' ' 1--+----+-~----------+-----il GRADING PLAN FOR, f----+--+---'--------+---11 PARCEL D CARLSBAD RESEARCH CENTER (C.T. 81-10) ~ o~~'-~ ,,. .. , 1---+-+---------------+----1 fi&/jO/OZ Cl~ERC DATE: (o-/0-83 SCALES, . HORZ,AS SHOWN. VER= 1---+--t-----------.;._----t---i~HKbs;~ D,)~ I PROJECT N!. l@ELQW'. P.E. c.83./T DRAWING N° · c29-3 DATE BY RF"Vr:.JON<:;. 11,nn,n JOB NO. 8879A ; 1---~c'...-+---I ... '"• '" '' ~ ;; '/ f-~1 ,_ ,· ' . 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' : ·-::.-. :/' :,/.~--~ .' . . -.. ·;_, . .. ! ; :· ., . .,_ ,; • . ~' . ~ 0 \ ' j ', -STOCl<DR/1.H.if'IG fORM NO 101-n ' . ' ' .. ,.-~ ' ', i ' P.C.C. CURB POFL Lo-r F{ ;.\ 1'--I C l-10 ;.\GU;.\ iYI ;..\ P i'-1 o, F ---REMOY!:-£/!Sl COil'C 4Pl?ON , CONNECT 0/?J/INPIPE TO!JACk'OF Ef/ST C{Jfi'B O{JTLE/ PER REG. STD. 0-25 CONST l2'R.O.P OR.4/N--.1. PIPE @t.37%~/350-0 l-J ED IO 1'--JD;..\ 823 ---~ I LIMITS OF BUILDING ENVELOPE TO BE, 1-GRADED INITIALLY 7D P/JD ELEVATION E I COMP/JCTED PEP SOILS f:NGINEEl?'S, I I Ri=COMMENDATIONS I I I I I t P.C.C. WALi( I 8£06. 0 I I I .~ I I I ~ FF• ?94./2 A.C. PYNT. ,{ P.CC. ClJRB P.40• 29J 7 f--.:fM!N " MINI SECTION "A-4" SCALES· HOR!l /'•JO' YERT. /"•4' ' fl 31P -. -·-· ------• I ' • - . ·. RUTHERFORD ·~ ,,.. '. . . . ' ' Z93 . · · 3 6 ~l!M17S OF BU, . · . q ··. SEF CA?ss 1/LD!NG EIVVQa Ai, _ _ _ _ _ SEcr10N NOTE 19 --9 -- 13 1-4 . I I .• tt CONST G"PVC PIPES · CONNECT 7V ,0:X)F Dl?LJINS LOG ,wro ll:".4.CP. OR.4/N . B. iotJ. I) -. B~ · i93· 1.t re Z'/3.I~ \ re. <':1. f¢._ . 11 // ·.· ~ re. <'J3. ?¢_ PO c937 rr c94.12 D, I I ~ j( .l ; · 17 .. --" 12 ', . ' /?fJTHElrFIJHO · PARCEL D y • s ' ,, \ ', ; . ·,. '· ; . ' I \ • ' } R04D - ~\ \ ... CONNECT TO &1Ck' naF 01ST INLET .--r r'f?OTECT EXIST FACILITIES DURING GRADING I. · 83.94 · fcXIST WLJTER ME p DESCH/PT/ON· CIJNCHETE MONUMENT W/ST4N04RD DISC . ST4AIPED ·E.c.R. 15" LOCATION' 500' SIJUTII OF INTERSECTION (JF El CAMINO H&ll t PAtONAH AIHP(J/?1 /1(),flJ EAST SIDE OF El C4Jf/NO REAL JtONG FENCE LINE · ' HECOHO Fl?Olf: SAN IJl[GO COUNTY PRECISE SUHY[Y l[VELS . (II.$. /IKXJ-/) . .· [l[J',4/1(),Y.· 2%.49 OATIJM· U.S.C i 6. S. • ' \ J /'Al/IV ' lc"Bt!RY MIN.: ~ ~ ==?hK='lli""~"'°"' TRENCH DETAIL • IZ"MIN SEPARATION 7 FOR SEWER LATERAL 8 WATER SERVICE NO SCALE SCALE• I"= 30' PARCEL B 77 EXPLANATION Approximate Location of Density Tes! PLOT PLAN CARLSBAD RESEARCH CENTER BUILDING "D" CARLSBAD, CALIFORNIA ---SAN DIEGO SOILS ENGINEERING, INC .. SOIL ENGINEERING & ENGINEERING GEOLOGY JOB NO.: DATE: PLATE· S01196-10 · AUGUST, 1983 . 1 ENGINEER OF WORK ~ C. ~'-"'--· ,-l<l--Ls BARRYG1 8ENDER RCE 28448 DATE . . . DATE BY REVISIONS I NOTE: REFER TO ARCHITECTS PLANS FOR HARDSCAPE AND WALKWAY DETAILS. RICK ENGINEERING COMPANY PLANNERS· CIVIL ENGINEERS· LANO SURVEYORS 365 S. RANCHO SANTA FE RO. SUITE 100 SAN MARCOS,CALIF: 92069 PHONE 7-,4-4100 30811 PIO PICO OR., CARLSBAD, CALIF: 92008 PHONE 729-4987 APP'n PRIVATE CONTRACT . Er] CITY OF CARLSBAD ISH5ETSI . l'"NG!f'CERING DEPARTMENT GRADING PLAN FOR• ' PARCEL A CARL SBAD RESEARCH CENTER fC.T. Rl-101 ~ROVED • ~--/ 0/J.TE, (i,-/0 -83 '-4 ' ~ , ,........__ SCALES, RE'30/0Z CITY ENGINl!ER HORZ'.4S SHOWN t;axy DAH I PROJECT~ . VER, DRAWING N' PE c'.83./7 2.?9-3 RDBY JOB NO. 8879A ,t;' . ~. ' . ' _, . ~ ·1 ... .. " ' --- . ·• REVISIONS BY 0 0 DATE ' . ., . . ' •• . . ' ·' _ .. ,, 1 ' A ,, --1 . 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CD w (1J (IJ 11 Ui I I 11 OJ .,. .,. 05 " (ll ,:; CD .,. 0 ([ = " 0 (IJ (IJ -· OJ OJ >= <( <( u u z= w 0 z <( w• >ill II (I) ~ -.J Ill II " <( .J (IJ u . w (I) -~ <( z w w -.J u uz g w 2 u <t w 0 > --z f--w J > D u <( w X C1J w Ill .,. OJ Ill d ~ • :I co C ~ • 0 > 0 c( N ~ ,., OI • c( ,, CJ • g .. 1 • II. 0 .ll <( N ~ (.) (') • N CJ REVISIONS /\ I\ V\ 1/\ V\ 1/\ ii\ These drawing• and/or the accompanying specifications as Instruments ol aervtce are the eKclusive property of O'Nelll Envtrocorp (O.E.) and their use and publication ~I be restrleled to the origlnal atte tor which they were prepared. Reuse, repro- ductlon or publication by an)' method In whole or part 1s prohibited except by written per- mission from O'Neill Em1irocorp. Title to these plans and/or SP:9Cl11cations shall remain with O.E. SCALE 1 /&":1'-0" DRAWN BY • H: r.;.,, • DATE APPROVED BY CLIENT A~OVAL BY SHEET NO • ·-"--- PROJECT NO. • \ I ) ' ' :~--· _,' .,·--~ 1 ' .· -. . . . ·. /.-._: _·-.-, . ;,;,-' ' ... ·.,.. :· . ; .. -'.<. ' ,-,·, ' ... ' . ' ,· ', ,, ~ , .. ''• ' ' ' _., ,, ' . _,; ,_·: -, ' ' ----,----.. - ' ,. , ' ' -' .. -' ; ' . -_.,' _, .. ' ' . ' . ; ' '. .. , '·--_ ',';.:,· _.· :, ,, ,, .,_._ r--:-< - I .• --~ . l : . : .. I .. . . '. ,•, . . -,, ' ,..,. ·-...... ' ·" -. ,. I.· ... ',_ .' .. . . I ... , -' I -• ; .. I ..•. , .. 1 · ·. r~ ' . ·:, . . 'i ,,• 1 · ' . ... ;-· -< , . . -·-._ ~ . ' ,_ . ' ' ' . . ... t ., . .. : _,,·_ ,: .. { . ->-'.·, . ' ' ',_._ ·: . .J,.•-· ' . '' .. ' . '-.. , : ___ :>' .-:, (·,· ' ''. . STD, OWG, .· . -· 6" CONC, CURB · G· l .. STORM DRAIN CLEANOUT 0-9. DRAIN INLET CONC, SWALE DRAINAGE FLOW TOP OF CURB ELEVATION FINISHED GRADE ELEVATION FLOW .LINE ELEVATION · FINISHED FLOOR ELEVATION SLOPE AREA . TOP OF GRATE ELEVATION INVERT OF PIPE ELEVATION EXIST, CONTOUR RIDGE LI NE A. C. PAVEMENT . I I ·' / _,..-· SYMBOL .,,,._~,~--·--.. ' L'21 ~ 1,"4:;a · · -~ T,C, . F. G. t f.F.. y y y TOP INV. --)05-- '61&'7- iC,'J,111.00 :C f'G, 'JJIO.i;_,o :,. r ----,.... -,.... ---' I I I I I I . t~ !~ ·~.~ ~- : ~ If "\ _,-o,,_,•· ·"'·.,i ' ill. • ' r--11:::) / SJ C(\ ,., . . Rci,.i ,, It' . . I ... I ... ,, : : : I .. . · 1 ( . . :(: : : 1. ' . · I . :t:1 . . 1 . '·! • •• 1 . ·.I ••,1 •':i ,,•, • ,: I :;'.\ ' / '··v· .. .. , : : :i I I I I I I I I I I I r .// I I I I I .... I : : i .. , I .: . i I :-:1 38 / / 37 . / •' . -,._-- ' . -. / ,' , .. ~· , / . ., . . ,,-·- .. ·: / /. J I:)' ,•. -· .,• :,- ., .. "• ·.~ "• . .. I 1s .. / 43, . I / ·' .,,. I . /'/ ::: : B L D G,/,(0 16 .. I , / :) I f~i='. 313.0 I . // I / I / I // 1· ,// I / / . , .,J . _.," I I I . I 35 . o,.O (\,' m" ,, 34 // ~----------------------, . . BLDG 6061 311. 0 / F. F. .. / / / / 36 / / ·/ / / / /, ' . / 46 . ·1 I --t---t·ft-: _. -"c-r-- 1 I ,---.,, -~"---'--'-'---c------. \ / (;i . \{ ., ..• (1\ ·.· ~-~-• MATCH· . . . . ' " I ·LINE , I • , '·:. --/--: ' ·,( / / 33 • ------.;, ··-... -··--._/._' 'c> ·' •' :3 ~ --.. .,,. . ,,- '·----.... ·-.t __ . -~ _o / ---~--.....:.·----~ ---------.::.S-...,2--___ ...;_ _... -------1 /' . .._.. ,,_,..." ' - /' , I / / / 1// /·I I I I I I I l I I I I I// . t __ /· . 41 .,,,-· / _ _,..- / / BLC1 G. 6022 j I I . 5 42 15 22 • ..... ?J'' . <.rJo 0 o0 ,i,\ o· . "'\ (,· .. "J "'~() ... • ' '' L-----,--f-----:-:7!~~~--~-. _ ___, _////' -----------___,......;::::_ ------J / / /' -·· / I.: 1,? , o9· :,: C '3 . J. f . ·I: .. j :;, " ., .. ... .. i: .. ~·-. . ' . . . l .. " :.l ·, ' I I . ! /,,cf\ f----::.cJ ;/ I . i l 7,o'b 4Z ,o. z C <; O,q ~ . O"' -,, .,_ 3 f.b· I I • ::.::;:; '• ' : '.:' ' ; : ' . .. . ' . : ·: ' : ; ; . . ARCHITECTS: WILLIAM C. KAOMMENHOEK A.I.A, C 4B62 JOHN M, Mct<EOWN .A, I A ... C .6617 . ' (, Copyright" . ·: · - KrommenhoektMcKeown & Associates, A.J_.A. All ideas:· designs: and arrangements indi- cated or\ these drawings are the property of Krommenhoek/McKeown & Associates and are intended to be used in connection with this specific project only and shall not otherwise be used for any purpose whatso- ever without the written consent of the architects. There shall be no changes or deviations from these drawings or the accompanying specifications without the written consent of the architects. CONSULTANTS: burkett·~ &wong., clv!I & structural engineers 3434 fourth ave. son dlego ca 92103-5704 • 1619)299·5550 REVISIONS: EXPLANATION · . 47 --Approximate location Of density· test ---. Approximate limits of over-excavation • PROJECT: ·.a:. w 1-z O ro C (I) ·2 w MO:::s ... <C(.) 0~,2 m .-g<D>= (/) ::c C'CJ <( C'CJ ..J (.) N (/) ~ ()~ a: a: (/)w ro -c <C<t oil: -g ~ ow .... wm~ (/) (/) LL C'CJ w u a: PLOT PLAN THE KOLL COMPANY CARLSBAD RESEARCH CENTER, LOTS 2 & 3 CARLSBAD, CALIFORNIA SAN DIEGO SOILS ENGINEERING, INC.· /"''Y--.<""'----SOIL ENGINEERING & ENGINEERING GEOLOGY 1264-10 DATE: AUGUST 1984 PLATE: 1 PROJECT NQ: 6?;-11,,4-(,, SHEET TITLE• G.RADING PLAN ' SHEET NO • C-1 · #2943 • '.'i .... 0 ,-,- N 0, -~ C ... 0 . .... ·--n, () -0 C) Q) c C n, en -"C ... n, > . Q) -:::, ·O r:c n, C Q) ... 0 :s It) ,-. It) ,- C) C ·-c C (0 -C. ~ Cl) .. ::::, ..., (.) Cl) .... ·-s::. (.) ... <( .... u, w -~ <t -0 0 en en <( ~ z ~ w ~ (.) :E ~ w 0 :::c z w :E :E 0 a: ~ • • . : ' . '', -: .. ~- ,· . 'j . 'I ,-: .. :I . '. ). . >-. ; . . · 1 --·' '. ' '' .,, • '·,< ~ ·~ -.; _.,. . J ' '-' ' ' • <: . ,, -. ' . . ,-.. · ·. -[: ..o_' ,· ' .. ',: : ' ·- ' ~ ·"'\ -.. '', ' _-: ·,_ ·: ' --~ ,< ' '., ' :·,1½ ··::.,_,:: ,_'"{; ,, . ' t . . ·. . . '; "_~--.:.:,-· ,. ' ... ' ' \->-----· ·-,'. .. 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' " ' ' ' " ' TOP-E LEVAT!OII .· · AS SH OWN ON PLANS .. PRECA ST EXTENSION . DEPTH VARIES PRECA ST SOX PER KSET DB-(SIZE . QUIC ·· SHOWN Oil PLANS) _/ I ' ' .... -· I .• • • ' -" · _INVER T-ELEVATION OWN ON PLANS ·. ·. AS SH ' . .__DRAIN PIPE AS _CAST IN PLACE BASE . SLOPE TO DRAIN . S.HOWN ON PLANS DRAIN INLET •' · NOT TO SCALE © --J> .· . . '' _-... ·<. './_/_' -'. . ,, \. _,..-.. iC·· 001:?/1.'9 ~6' '7)04,.1".i . i~P ''!J-'~ ¼--+---,1~t'. . ,, .. '· . ,.~ lf.• • .. ~~O" , '':, . ...... " ', ·. I . . I '' , . I .-I I I I I I ·. CONCRETE . SWALE '@ NOT TO SCALE C·1' .. . .. ' .. --" ' · .. ,· . . o' 'h . -, .' .. ' ,0. (/) --·~~ . m\f/r(b'. ~'-.: . ti (It''. ~ '0 " 1$· . . . ·S~ ,',> .... .. If. . . -rc,00 .,2,1 Ill~ P'G:~07.77 . •...• ~~···:.: :;.·.:::t:·:··_.:._-_•,·,:·:-.r . .:~.•-·':'.:.: ..••.. : • 78 .BLOG. 6027. F. F. 230 4.5 / II 9 13 ----,--- r-_- 0tcf10N . I . ' t . ' \ . ' SEE·· 22 2 20 .. ' Jf,'10 .. o' •,' . ' . '' / . 17 4 / " ' 18 / 1/ ,:, \ r . - . ' .· ... SHEET ,----. 0,1; ' l)'j . / . ---------~ -1 I I I I I I ' I I I BLDG. 6018 I I I I 14 F. F 304.5 / ,/ .. / / • 21 3 I • I I I I I I I/ J. /1. ~' -». JI / :,. 'I . / ~;"1 .· -,,----------'"-' -,,--~ · .. * C-1 -,, ·- ' . :·. A .. : -C' • ' ~ 1• ~ .- :'. ~,~,-~ •:· ;,,El %·~ : -,g;~ ·,b ,, /' ' ' ··~c· / . ', ·-,c'_ • ' / ,1111\ _i=b ?;;\!B-3&_·~3~0 ,.0··' ,,it!"';<, "'t"?9 . ,., /. r· of• 9:1 / {' ' =I 1'Cs 0{)"1_c.,,,, // . f/J b,'1,,,,,_ __ _,, 6 ·t -'u · . 1>,Q\, ~ f1}, ?; 'f/ '{}() / /,,,,__ /,,(/ 'I I • • '. _, • .!...J.-.~ ........ -.... ~,_~ OJ. u_e, ....... , •, •, : • : C '_ I I I I I • I I I I '/ I I ' ,. . . . ' . ' .. •, , . ' ' I . I . ' • ARCHITECTS: . WILLIAM C. KROMMENHOEK A:I.A. C 4862 . JOHN M. McKEOWN A. l. A . C 6617 ' . ·,; . -~---~. ·/'' ':<;z·r!llJJ# ~iv-. ... > ,,i,,r,w , . . . . .. , . ... ·. . ) I , . . \ ,_ -__ ,.,/' ' . . -~ ......,_,..... -----·-' . • l,' Copyright"' Krommenhoek/McKeown & Associates, A.I.A. All ideas, designs, and arrangements indi- cated on these drawings are the property o,f Krommenhoek/McKeown & Associates and are intended to be used in connection with this specif le project only arid shall not otherwise be used for any purpose Whatso- ever without the written consent of the architects. There shall be no changes or deviations from these· drawings or the accompanying specifications without the written consent of the architects . CONSULTANTS: .burkatt ~·.· &wong.., clvll & st1uctu1al enc;ilnee,s 5,43,4 fou,th ave, san dlego ca 92103•570,4 • 16191299•5550 REVISIONS: /1-:, 7''L':> ·S4 -R6V106 bRADl1? . flDO' 0ec.r10N ,, c··,_, • • \_;" '--~--• PROJECT: .. ' PLOT PLAN THE KOLL COMPANY 1 CARLSBAD RESEARCH CENTER, LOTS 2· & 3 CARLSBAD, CALIFORNIA ' ' ' . ' . . 'I . I., ' SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY DATE: ' . PLATE: 2 DATE= !11 JUL'( i"ft,4 < PROJECT NO: b? · I &-"r C, SHEET TITLE: GRADING PLAN f'+t<½E. 1·A SHEET NO, ' . C--2 ' . ·#2943 _" ",_ -',' . ;-1· ':. • -~ 0 ,... ,... N O)· C'O ·-c .. .E ·--C'O 0 0 C, G) c C «J. u, ~ "C ... ffl > G) -::, 0 m cu C G) .. 0 :e U') ,... U') ,... C') C ·-c C <tJ -0. ' ca G) .. ::::, ..., CJ G) ..., ·-.c CJ .. <C <i. • -<t. .. ' ' ' . ' ·, ' . : i ' __ , ' ,,. ., "S ,\' ; 1 ' ":.i C< -··:-1 . ' -,, ''"i<. ' '.-. . _;_. . ---~ ' ' ·;'' ': ' -. . ,- < .. ,,_-_ ' ' ~ ..... w 0 X z w :E :E 0 ,. a: .. ' :1 .~ .'.<\ ' . ' . ' ( ' ..... . EXPLANATION . + Approximate Location 9f Boring ~__.. ,Appro.ximate Location of As-Graded . .,. cu <;;ut/Fill llne · . I • ---• • ---f... ...... I .. I I I ' r ' I . II .. ' i BLDG 6018 t t~ ,_ _-, ;·-_-{ ,.··· .. ---·:-.. -....... ..:. ' .. · .... 18,000 sf . ,. _ ........ -.... ~ . . . . . .... ! .·_; ---·---.·+-.':-:-~-_;-'~-"'·· i' . ; . --.. ~ ~ .-~--': ! . . ' ·.lBLDG ~25;·· . ... ____ ,,._, .·,---·· ·• · .·25i000 sf·_•·. • ~+a~?:L : . , -, . . . •. • • • • --. ,+ . ----------- ----- . . . it ill 0.----~cut ~ Bay Space ' . I l l t . . ... " -~--. • • • • • • . ·-. .. . . ~-:3' . T· . SCHUMACHER . . _....., .......... .._~-·--·---~•----~. ---•---·--. -. 54,400 s( footprint ' Q' f I , · .74.4 ,o .. s . totsi . • ! I .. l .. 1· '· . . . ~ . . '. I . I . . · • I ! . i • • . ' .• • ' .. • ·• " i -. . . ' ' . ··-+···""~;~., .. 8~11 .. " -· 1. I • 0 ' -· ·• •• ! · 11,000 :sf .. -~-.... _ ..... .,4 .... -•. I j FARADAY A VENUE >--1, 1- (/) UJ -0: a. SITE ; ·-LAf\lDSCAPE ·PLAN·· LOTS 2 & 3 KOLL COMPANY/CARLSBAD RESEARCH CENTER . -. . · SERIES 6000 l, . ,. -·------~ --~ - 1 I : , l . ~ -¥-2~ BLDG 6016 . . ' .~ ---·--+----·· --+---~~ .. , ! 1s,7soi sf. ....... t -~--...!, -,~:i:: "·. ---• -~ -· .. ' ; BU>q 6021 ' •--·-•·-··· 21,300 sf • • • -~-t:· • . .. -----.... _ .. PLOT .. PLAN.· ._ -_ . . THE KOLL COMPANY . . . .··· CARLSBAD RESEARCH CENTER, LOTS 2 3.·:3 : . . · CARLSBAD, CALIFORN'IA . _·. .. .· SAN DIEGO SOILS ENGINEERING, INC. SOtL ENGINEERING & ENGINEERING GEOLOGY APRIL, 1984 PLATE; 1 n" 0 10 40 65 90·