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HomeMy WebLinkAbout2234 RUTHERFORD RD; ; 86-341-2; PermitIll· ,z 0 ~ ·~ _,, f&l Q m::. e,·[ .0 · I herl!by-afflrm that. I am licensed under u. provisions of Chapt,r 9 (commencll1g with : ~tlon iOQO) of Division 3 of the ·Business 1-, . and Professions Code, and' my license is In ~-. ful,'. f9r9(1 anq effect: · ur .. I hereby allirm · I hat I am exempt lrom 'the Contrac-.. ,or''s License· ,Law lor the following reason (Sec. 7031.5 Bu.sinesfand .Professions Code. Any.city or county.which.re-. quires a p~rm1t to con·struct, alter, improve, demolish, or ,repair any·strtlCture, prior to its issuance also requires !he aP- plIcant-for·such permit lo tIle•a signed statement that he is licensed pursuant to the provisJons of the Contractor's U_ce~se L~w .(Chapter, 9 c_orpme~cing Vfllh $ect1on ,7000 ·.Of 01v,s,on 3 of the Business and Professions Code) or.that ,sex-. empt therefrom and lhe basis·for the alleged•exemplion. 'An'{ violalion of Sec)ion 7031,.5 by,an:apphcanl tcir,a:permil·sub-, jecls_ the.appllcanl lo a civil penally of.not inore than five hun~ dred dollars ($500). . I r I, as owner _of IQe properly, or my employees with wages ffi. as their sore compensalion, WIii dO the WOrk, and the Slruc- Q lure is not-mtended or offered for sale (Sec. 7044;Business ..1· and Prolessions Code: The·Cooliactor's License Law-does 5' ,. _ \· nol ~P.P!Y IQ an owner 9/ prQp_erty who builds or improves f !! !h~reon and .. who_ doe~ such work hImsW or, th[qug.h his·oy;nI . a: employees, provIded-,that such improvements are not.intend-/4 w -ed or offered tor•sale: If, •howe~er, the bU1ldmg,orilJ1prove-j z . ment·is sold within one year of compleimn: !tie owner-bu,lder ' ':Ii: : . wi[I, hay_e_ th~ pur\fen.9! P.fOYJOg tbarhe did,not-build .or 1nl:. ' O : prove tor the purpose of sale) ; o ·I, as owner. of the property, am· exclusively contracting l ·.-with licensejl ~ontractors jo cohstnict the'pro)~ct (Sec. -7044, · Busines~.and Professions Code: The Contractor's License -~.aVf·does n9,t apply to an_ ovwi(~f:proppty who ~u!Jds or i(ll· . proves thereon. and wno contracts-·tor each proJects .with a col1tractor(s)· license ·pursuant to the cbntraCtor's L:icense , .Law). · ; < l d A~ a h?"m~Q\Vryer I ~m impr9vmg 111y home, and the follow-ing ,c0Qd1l1ons ex,st: ·. · · • 1.. Ttie-work is being performed pnor to sale } 2. I have hved in my home' tor twelve months pnor to coinplet1on ot this work. . . 3 I ~ave not claimed this exemption during the ]· last three years. (, ~r M:,~~;~gt~nderSec.· ., s&·P.C.' I . . l J . I D I hereby affirm that, have~; certifi~ate of,consent·to '1 self•insure. or a certi'ticate of Workers· Cornpensation·ln· suranc.e. or a certifiea copy th~reof (Sec7380?· L~. or Code) { . POLie'( NO._ . • . .{ ~ CO_MPANY . J': ~ · O' Copy is flied with the -~lty . . l I , 0 c_ert1fied ,copy Is hereby furnlshe ' r f I ~ . CERTIFICATE OF EXEMPTION FROM f U WORKERS' COMPENSATIOl:l INSURANCE I !!' (This ~ectioh need not be completed if the permit j, ffi ,; i~ for, o·ne hun?ted dollars ($100) or less} ·I :.&::, 0 ~!'certify, that m the performance of the work for which « this permit is issued, I shall not employ any person in any-I 2 manner so as to become subject to the Workers' Com pen· T > sai1on ~Law~ oLCal_lforn1a. • . 1 NOTlCE :ro APPLICANT: If. after .making this Certificate l of 'Exemption. you should bec6me sllbject,to the Workers· ·eompensatlon provisions of the LabOr Code, ,you must · · forthwith comply with suet, provisions or this permit shalt: be-deemed r~voked. · · I I • -,.. 1 ·' l' · ci I hereby ~;firm.that ;he;; \s a constcuclfon .tending 1-ffi agency for tt}e.-performa~ce of the work for which this per-J ~· mlt ls' Jssued (Sec. 3097, ,civil Code) • : • • . I ,W Lender"s Name · • ' • l ....I Lend~r's Address•------"-------' l .i l ;USE BALL POINT PEN ONl:Y &·PRESS HARD APPLICANT TO :FILL IN INFORMATION WITHIN SHADED AREA AND·DECLARATIONS. . ',,_';.. ~ . . , \ ~ CA,ij~~.~AD .B141l:Qi~G;.:Q.EP-~R1iM ENT ... ' . ,, ,,, ... . .. .. , .. '~-.-.--APPLICATION & PERMIT ..-, -~ \ 1 .·, , . /.) 20~5-.L!:t3::.f:!:3"IITiat3_ Dr., Qarlsoad·;-CA 9:2009.-4859 ~619) 43&-1161 .. .. J--,--.~.~. f,SC»l -~S '· .. "·,_:,·-. : '. ,·,,._v_;sT.-RO. NEARESTCROSSST,' 10;7;;;:ICATIONI ,BUSIN7SE # , ~;,:4q·o PE!;!MIT NUMB.:.v -.LL\ . . .. . ._ ...... . . :,or"-_ __ . -. I ~ L) : ~ ·Ja..:t::::> ~0-~ . , ,_... , . 1 I:~ ,; . -~.~ BLOCK I S'V_S~IVISlON J AJESSOR PARCEL NQ.' .. CON.TB ACTOR-,· CONTRACT6RS PHONE # ZONE .. .. .. -.. I~ Ot,1 ti,t., ~ . 68, 7-t:X:>? 3 · Ml?,;;;;E ~~J)VJ)S DE~tnm?P.A)rlo. ~~73 e .. CONTRACTOR'S ADDRESS \ STATE LICENSE NO. , BUILD'(/; SO. FOOTAGE .60:.irr;t.E #0,~cJ l . -/ 7<'io -OWNER'S MAILING ·ADDRESS . . · tf/~1 · u1:,,fi,f.:2..f7 J . /Jve,, -~-~.-$/). q;I/.?--1 DESIGNER DESIGNER:S PHONE 0027 ·04/28 O!Ql 02BldPffit 16281-11' L~ot»W ~~) I)." J!tl--, ~ (!. -CJ;;i~CJ ' ~f!lifiNt:· 91l:t-UD t~ilA tdtA A _. ... , . · 28-Zt/tT~zl!/}q!l) cftf;. Rd..# ta:;; Sl;ATE LICENSE NO. / '---O~t-~~~L:+1-6;,, =IJ=_ --. 51) . 7-';?_} t/.e,1-:S7511 . --FlP FLR ELEV. .. NO :-~ EDU · · ·. ST0tES· 1/,q-~. .. .. .YO NO .. : -1 · I PARKINGSPACE ,R71 ·GRADiNG PERMtt.issUED-I REDEVE~b'PMENT ~i1 occ·,LoAp· FIRE SPA . . ,.. ...... AR'EA ~ , T ~NO Y.0 N Q vO N_ Not Valid Unless Machine Certified . ' .. -;J,-q';) . 3.<tr0 -. ·.QTY, Pl,.lJMBINµ PEF.!MIT -. ISSUE. QTY. MECH~NICAL, PERMIT -1ssu1= ' .. SUMMARY/ACCOUNT NUMBER . . . . -. . . EACH FIXTURE T~AP ... 'INSTALL FURN. DUCTS UP TO 100,000 B-TU ,) BUILDING PERMIT 001-810·00-00·8220 (,,/(I-/ -'. .. 'EACH'BU_lt:DING &EWER . . .. QVER 100,000 BTU/ .. SIGN PERMIT 001-810-0Q·00-8221 , . EI\CH WATER. HEATER AND/OR VE:NT .. . BOIL~R/COMPRESSOR UP TO J.HP /. . PLAN CHECK · 001-810·00-00-8821 · fo:11 . . --. EACH (:;AS SYSTEM 1 TO 4 OUT~ETS 801LER/COMPRESSOR3-15 HP/ TOTAL PLUMBING 001-810-00-00-8222 . I'?-~r,, . EACH GAS SYSTEM 5 OR MORE ·META~ FIREPLACE / ELECTRICAL 001·810-Q0-00-8223 U-lJr·-/""' EACH INSTA~ .. ALTER, REPAIR WATER Pf Pf VENT FAN SING LEJ)-t1'cT . -..r._.: ~ MECHANICAL 001-81Q·00-00-8224 -~- EACH VACUUM BREAKER MECH EXHA~ HOOO/OUCTS ,aV MOBILEHOME 001-810·.00-00-8225 WAT-ER SOFT.NER· RELOCjif1'!)N'OF EA FURNACE/HEATER .. .~,, ;.,.~OLAR a -'-~" 001 ~810·00·00'8226 u EACH ROOF DRAIN (INSIDE) /0,,,,... DRYETiVENT -G..~~ . • :)v STR 880-519-92·33 -z...-r -, TOT J;L MECHANICAL c)),, ~q-., F.,IJ ~PJ.ll~LERS 001-810-00-00·8227 · -· ~ \.; TOTAL PLUMBING I l/~{.J -'(. •. ,-._T .,,_. AGILITIES FEE 320-8 f0-00-00-87 40 QTY. .ELECTRICAL PERMIT· ISSUE 5.:00 QTY. MOBILE HOME SETUP ~--o' ~-...ll!1tfl'GE FEE/l+-:. 7</, '/.. ~6~~~740 I o/...[I,:,;_ "'{PARK·IN·Ll!=U (AREA ) ' NEW CONST EA AMP/SWT1BK~ i I CAR PORT ·~"' ... ~ TIF JJL 71( lC._ /_...t../,0134-810•00·00·8835 S(Cf."/ -- 1 PH, (/'3 PH./AOQ 4-00-AWNING 'ltJ~ ... ~-LA CdSTA TIF 133-810-00-00-8B35 , EXIST BLDG EA AMP/SWT/Blrn GARAGE -~~'V_ FMF ./" ---1 PH 3 PH V LICENSE TAX"'v, J 001·810-00·00-8162 -/J7-.l -REMODEL/ALTER PER CIRCUIT .. MFF~, /,1/#1 "--/_r-'/8 880-519-92-57 u.:::J /J IA ... TEMP POLE 200 AMPS ,-. OVER 200 AMPS . f~MP OCCUPANCY l30'0AYS) .. .I--~ .. CREDIT DEPOSIT -/ n--5-?,~1 r> TOT .(IL 'ELE CT·R !CAL I l/-D .r-~ TOTi'IL TOTAL FEES PAYABLE I-/{,~/. /7': I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT" AND DO HEREBY Expiration. E~ery pe~mit issued by the Building Olf1ciatunderthe pr'?v1sIonsof this * AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER .. · CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE Code shalt expire by llmltalion and become null and void. ltthe building or work 5' O" DEEP A.ND DEMOLITION OR CONSTRUCTION OF DECLARATIONS ARE TRUE AND CORRECT AND I FURTHl::.R CERTIFY AND AGREE"IF A PERMIT !5 aulh~rlzed ~y such p~rmit rs not commenced withm lBOdays from the date.of such ST~T\JRES OVER 3 STORIES IN HEIGHT permit, or 1f the budd,nff or work authonzed by such permit 1s suspended or ISSUED: TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CON-abandoned at any time a ter the work 1s commenced for a oeriod of 180 davs. STRUCTION·, WHETHER SPECIFIED HEREIN OR NOT. 1 ALSO AGREE TO SAVE INDEMNIFY AND , ~ ·~~· a ~~DA7'i/4-:) KEEP'HARMLES$ THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, cosrs AND l..,LICANT s SIGNATURE 'f, /4 OWNER O CONTRACT~: l;XPENSES WHICH ¥AV IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE o~e 'A. ./). I~ ~ '/'}_ ,. PHONi.::C;J( GRANTING OF THIS PERMIT. ',{,f 'Ii_) 1 ' v . -<?_ A A f -,.., \ :--:. ~ "i _... ,O "Tc. .JI.-. : ,. ,, . ~ iI >-ro 0 0. E QJ +- I u 0 CJ c Cll .9 0. 0. <t; I .>::: C'. a: 0 en en :g. en <( + 3:: .Q ai. >- (!) (.) C Cll C iI C a,· ~ (!} -~ .8 (.) (!) 0. en C I, 2 :2 ,_s: / \/" ,., l ~~ 1 j TYPE DATE INSPECTOR BUILDING :· FOUNDATIO_N FIELD INSPECTION RECORD . REINFORCED STEl:L ~ASONR't" REQUIRED SPECIAL INSPECTIONS .. ..;,~ GUNITE OR GROUT t INSPECTU)N SUB FRAME D FLOOR D _CEIPNG SOILS COMPLIANCE . -~EAR ~~ro SHEATHING o ROOF o s\, · FouNDAT10N 1NsP FRAME l STRUCTURAL CONCRETE EXTERIOR LA TH 1 OVER 2000 PSI . PRESTRESSED INSULATION t CONCRETE . . ,NTERIOR LATH & DRYWALL i I I ,:-· · l·' ,eosT TE~sro1«;0 • ! '·. } CONCROB · · • l -,_,t~ ... , I PLUMBiNG I -FIELD WELDING o SEWER AND -BUCO;, 0 ijuco ~NDERGROUND _ D WASTE Q_ WATER :roP ouT o WASTE _o WATER TUB AND SHOWER PAN f \\' ~AS TEST i q WATER HEATER D SOLAR VfATER ' ------------l ELECTRICAL O ELECTRIC UNDERGROUND Gl UFFER ROUGH ELECTRIC D ELECTRIC SERVICE [] TEMPpRARY CJ_JLONDING D POOL MECHANICA_L -~ D Dl,JCT & PLEM., D REF. PIP'ING HIGH STRENGTH BOLTS '-~ ·~~ SPECIAL MASOl'JRY'\. ', ~ PILES CAISSONS •. ' ' ~ HEAT -AIR COND. SYSTEMS i . ,, . ._ . ~ .. VENTILATING SYSTEMS 1 '1 ;,-_.,,._:,_ ;·:~-t I'·-: :L~ <~~ t 1 f ;F-, -2._:-:--:~--t - REQ. IF I INSPECTOR'S CHECKED APPROVAL ~-t------~ DATE ,-, I - ~(j"'~/~,- ~!i(\ .. ~ .... INSPECtOR'S NOTES .·' \ ., .. J •:.' v,.., ~ v,6. ~~~--'~-"-\\":'---\. '·. ~~. :.--' :;:.,..'>(' ·-, .... -~: ~ ... -'I-i:~~~ 1;.s, ~ rJ..:..-~-------.----,,,'"• 0-··r .. b--,.,. ... ,,::.., --x. ..,. J>-. -~ -~ ~x ./ ; . . ~ .. ~-- .,.,.t...-__ , .... ._, ~ •• -· ',lj \ ... ,. _,,'"','\ __ .. ' ' ~ ,_.: ·,_' ~_;;~·-:_.. I , ... -·-/ :~:.~\, :· , __ ! .. ··, ,,,,_· \ ·· ... :-... .... - .. ,, .. \ ~ \ -- .. ,,,,,«--~ '~~ ' V!"A c~ .t "'1.:, i l.. ..-:< -~,t..*J.,~ ~~1: .. .-, -\ I ---~.A ·0;;,, ..... -0 "''1-? ....;_ -. ~~-'"".() ., '. L ' 'i ...__ __ . r( ,-. _"1_. .... ~' -t -... . ,,, ~ \ ~:·_-_ "\ \ .. \ i">/\";t fiti:\"'r,.'Q {ff{"\T n,::RIO!...lli.i' -r;;,-;i:rr··{ ·. CALL FOR FINAL INSPEC[ION WHEN ALL APPROPRJA TE ITEMS ABOVE H~VE BEEN APPROVED_._ F'INAL ~-----.;;w-~·--),..........----·--..·-,.-..,_----.,------· .-.----..------..,...-----------..-------.~-~- 1-I I r=l .---.. \< PLUMBING r ' ELECTRICAL MECHANICAL GAS I ' BUILDING . --t I J ., : .... __.___,___i_. -~ , ~ I \ ·-. ~-~------\ >~ . '' . <,' \': .... -.:."··· =l SPECIAL CONDITIONS I I I 1 · • / arlsbad 1200 ELM, CARLSBAD..i_,CA 92008 • TEL. (619) 438-5525 d/__~33.. I: '3'1 ..f 0&. . . MISCEL_LANE:O.U;:s~::1 R.ECEIPT- . MISCELLANEOUS FEE RECEIPT :,_ '• ~- 0cJ}p._{::hiV j~//3/f{)t)t,(/'7 ·-.P/3~· Cl),· 0 • PLAN CHECK FEE_'---"-'00--j-8"-'-10:...c·0-=-0·0:.::..0·=88::.:.21 __ --1---='Q4 __ ~;;-~D,=_.,7!....f"l.:....· _ t--,-;--"-.c__;:.:....a... ____ '-;-_____ ..,..,;-____ ----1 tJ~i;;;s 1_9':Jtf ~#~ 1r ;2{;3() , 0 VALUATION __ --l-+_-__ -tj"'-'-"~'!-'f----'-'--'1/'J<-<-/J-L-_--1---'----- 1---'----''-'------~------------1 I Cityt3mv b/6:Po Zi"J~IZ/ Te!§"~7-oo73 D---'---------1----,---- c~~C~t~AI Me}91:)tJf,1114'-bet/. C/f, D_\ -~-~-----,------'-----1..----~-- Add,ess ?;3m"Jel . Ac; ///J8Jl/e t,.-~~-hr.'F'}--:---~--'---~-'--:---.:....,-~~-- City State Lie, S. Classif. LEGAL DESCRfP11QN . ASSESSORS PAR9EL NO . .PLAN.ID NO. Zip E-> /. Tel. D----'------'-------f---'-----1 D-~------~------+------,---1 O___,, ___ ..,_,._ __ -'-'--------+--'----~ 1----..,,.-------------------1D __ __,c__ ______ '--_ _,___-'----4 ____ ____. D---~----~-----------1-------1 £_,, 0 ;tf /3/V Cm2/9/IJW' /11-ZC/f 1 1---'---~---~---T...:....OT_A=...:L F-=E=,.E J...:$~r;.(=-.2,..!..:,-V:::::::.!..;l)::.........1 CONTAC PERSON , 'WARNING: PLAN CHECK FEES. WHERE NO ACTION IS TAKEN BY THE · 7 t:1 i1ft!c:::;6vJ.::;-s;exroN · · .1.t-,.,., . APPLICANT 1N· 1ao DAYs AND No BUILDING PERMIT 1s 1ssurn. ARE //lnL::.,,.,, ,fA,e::;:~.a.. .1.t:2/~fr"1"CT tr/t?,o FORFEITEDTOTHECITY. · ADDRESS / VV'1/ 4-rtf-'7.17 / 7'~/_:-. ll/ . '.S'i9--NOle~, c1+ .. · · ~ ZIP -~"ZIZI . _ · PHONE# ~7-G"l':3f:? COMMENTS: __________ ~--------1 Sigoato" of Ap~llo,o> AtJ1W 'Se~,_· 7+?~~M-!-. --'t)&--t. l-----~~-------------'--'------'-'-------1 ' ' White -Applicant Yellow -FilEl Pink -(1) Finance (2) Data Process Gold -Assessor DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMA$ DRIVE. . . CARLSBAD, CA 92009-4859 . (619) 4'38-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And FIii In Shaded Area Ooly ;JOB _ AODRESS -'2~~(/ ~AO. ,--------------------......J PLAN ID NO. '. ASSESSOR'S ,,,,,.,I,.,., ri • PARCEL NO. • .t:::-. ~ -VU) 7 "'\ . _2 7 OWNER'S ! X~b~~~s 1 g,~ 7 t:::eAJ f!!~se . 0911 07 /06 0101 05Mi sc. VALIDATION AREA , ; CONTRACTOR ~ON /,4~/A)i;J, tf3tl. Cl)' ESTMATED VALUATION ________ _ 223-95 CONTRACTOR'S . MAILING . ~~.AC::: . (;, . . - : ADDRESS -•. A_"Jl"t c::.-~ /)E3_ V · PLAN CHECK FEE · 00~·810-00-oo-ss21 · . · '.2_ :)__ 5 . 9_ S , ----=-----.----____.:....:....::,.__~~.:._---=--'-----1 IF THE APPLICANT TAKES NO ACTION , CITY ~ /)l/;%t} ZIP. f 2/z/ TEL?8 7--tXJ7.3 ~:r~l~E1~~~tl7E~~AN CHEC_K FEES STATE ~/.. 1 / BUSINESS . . ' LICENSE NO. lPDt LICENSE NO. '. SUBDIVISION------L6T(S)----1------i---........ --.------'----"----'----------'------'---- LEGAL DESCRIPTION ~t!e.-PL:FJ!vt::; CHECK IF SUBMITTED: D 2 EN.EAGY CALCS 0 2 1987 ENERGY CALCS FOR NON RESIDENTIAL BLDGS- 2 STRUCTURAL CALCS 2 SOILS REPORTS D 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ . SENT TO APPLICANT' DATE CONTACT PERSON ~-"'Sfi3;;KftY/ LA COST A LETTER SCHOOL FEE FOR.M P .& E CORRECTIONS· LIST CERTIFICATE OF OCCUPANCY White -File -Yellow -Applicant Pink -. F·inance · Gold -Assessor <tCitp of <tCarl~bab REQUEST FOR INSPECTION RECORD INSPECTOR ~ Tl ME: -==----r------=---= DATE:7-a2b -&? BUILDING D REINFORCING STEEL D MASONRY D GROUT -GUNITE D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL )ef FINAL PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL PERMIT NO. ---------- D TEMPORARY SERVICE D UFFER GROUND D ELECTRIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE D FINAL 0~ · /Pr ~17 , MISCELLANEOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN D GRADING D DRIVEWAY D FINAL SPECIAL INSTRUCTIONS ____________________________ _ Ready For Inspection: D Monday D A.M. D P.M. D Tuesday s-~;> D Thursday D Friday • -;;_ P-5 7 /;y-/ M-/-1,t';~· C-<,~~,-..:_ . • fl// <;;,t...i,?A,.-<.-WT'-T /,<n--r5' v-«ln"' T¼-<; ~ 11 .. "\, ~/@ .5~ . j,N.f., ~ lv-~OfL>/ . -• r c-rot'L ~ rf\/4, + ~: r-rJ"cf-y . /4s ~ ~ ~~~0---:, @ ~6,c.., . ~ L,',..71.-&v. /~ ~/..,~7r-__ c;r::-13u'-b~ frPIJ~ .· ..J-· ~ . ()1¼or . .,~ ~JU:r T./. w~ ~ /3U>,:-. ~ c... u . r,IY(.. P ui r . / "fa G~'D f' f'..P/'~CJ ~ ~, -~ .~r~ . tJF -~~ ~~ ~· ~ ~ *i .e,~ ~71 //'2-?-/r?"/1~ . ,,. , . I -----.. -, __________ -----------. -·-~ -------· ' C!titp ~f C!tarl.sbab REQUEST FOR INSPECTION RECORD BUILDING· D FOUNDATION -D FOOTING D SLAB d REINFORCING STEEL D MASONRY D GROUT • GUNITE D _Fl,.OOR AND CEILING SUB FRAME PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST 0 WATER HEATER D SOLAR WATER D FINAL ELECTRICAL MISCELLANEOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT 0 PATIO D POOL D SPA 0 SIGN D GRADING D DRIVEWAY D FINAL SPECIAL INSTRUCTIONS--'-~-~--------'-'--------------- Ready For Inspection: 0 Monday Cl A.M. 0 P.M. 0 Tuesday 0 Thursday D Friday ~itp of ~atl.sb REQUEST FOR INSPECTION -RECORD ~A/7 A ,,, ?« -,5 _;?~-/-2 TIME:-~ , INSPECTOR / ,,,V~t.--PERMIT NO. . )"'! _..e?c==-v,· D.ATE: ?Z-/ ~ ---'--------~ e.e,/ ':;I OWNER --~-=----'---==-=---=------=::---'-=-~..-----,-~~-...£/..=:--,.G_.L...,-=.,b.=r----#"'~-:;r-=,.::::: ADDRESS_--"~-f:.::::::....!=::'._g~-~~::.._J::::::'.....L._~::::...:C~~~b~r-.;..~:::::1~~,~:e_££c.'.[___.~ REQUESTED BY ..G~L--,~~~~~~:_q~.,,,_,. PHONE NO. -~=--'~-=--=-~=------ ) BUILDING D FOUNDATION D FOOTING D SLAB D REINFORCING STEEL d MASONRY, D GROUT -GUNIT!= D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL D FINAL M Pl~ Pl;:RSON TAKING REPORT,...&~~~~ ELECTRICAL D TEMPORARY SERVICE D UFFER GROUND D ELECTRIC UNDERGROUND ~ ELECTRIC S:l!!t-~rE D AL fA,4-JC-5 7 H C/'r t. PLUMBING ~p J~ 1-----------------.oa.....;.......i 1----,£;6,o-ji--1-J-+-----,,'-bl~-f-~----i D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB ORSHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL D POOL D SPA. D SIGN D GRADING D DRIVEWAY D FINAL SPECIAL INSTRUCTIONS __________________________ _ Ready For Inspection: D Monday D A.M. D P.M. D Tuesday D Thursday D Friday «titp of ~arlsbab RE:QUEST FOR INSPECTION RECORD INSPECTOR---------,,....,. OWNER __ --=---==-==--:--r--.,.q,=----~fL-----,~--'--'-~~&<--"7~-;-;'~~"'-::-'""-F-- ADDRESS _ _::::::~rl;=::::..,~c-r_j~~~~~~:::::.!.~=--=::.~~~~.;;;..,;..,..+-._..~....,..===---- REQUESTEDB·~~~..):::..:lZ'.~il.~~~::Z,-=~(L. BUILDING D FOUNDATION D FOOTING D SLAB D REINFORCING STEEL D MASONRY D GROUT· GUNITE D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL ___ o_F_IN_A_L __________ ,D1 PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL tr, 1 ELECTRICAL D TEMPORARY SERVICE D UFFER GROUND D ELECTRIC UNDERGROUND D ROUGH ELECTRIC D. CONDITIONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN D GRADING D DRIVEWAY D FINAL SPECIAL iNSTRUCTIONS ___________________________ _ Ready For Inspection: D Monday D A.M. D P.M. D Tuesday D Wednesday D Friday ••'I ~~ . I ! I . i I i ! l I qtitp of qtarlsbab . . REQUEST FOR INSPECTION RECORD INSPECTOR _...,£.,.,,,.....c;',/1rt.;_ __ ?~_· _____ PERMIT NO. OWNER . ADDRESS .,/232 ~ 22; 3 F: ,J 2 3 & REQUESTED BY . ,5/2JJ,ee_ . · BUILDING r·1 REINFORCING STEEL f'J MASONRY 0 GROUT -GUNITE f.J FLOOR AND CEILING SUB FRAME 0 SHEATHING O ROOF O SHEAR 0 FRAME [l EXTERIOR LATH · 0 INSULATION D INTERIOR LATH OR DRYWALL D FINAL PLUMBING 0 UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL ./ fL.-·-, TIME: · 9 Ct,~ 3.:i.-~ 3-c C)l _ _ a::5. DATE: ____ _ /:.?. ~ -P,. ~--+-fp #fer. HK-<j/ L~ PHONE No.08-CJ{p 7 2-~ . PERSON TAKING REPORT--. __ §__..c, __ _ 0 TEMPORARY S D UFFER GROUND 0 ELECTRIC UNDERGROUND Cl ROUGH ELECTRIC 0 POOL BONDING D ELECTRIC SERVICE D FINA.L ~ ~ <f,~ 4, ( ~ti;~~> v'>< ·7 /1/7 MI SC ELLAN EOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT 0 PATIO D POOL D SPA 0 SIGN D GRADING D DRIVEWAY D FINAL SPECIAL INSTRUCTIONS_-'---------"---~---------------- Ready For Inspection: D Monday D A.M. D P.M. D Tuesday D Thursday D Friday 1. I • i I I I ,:, .•. <tCitp of q[:arlsbab BUILDING r·1 REINFORCING STEEL f"J MASONRY iJ GROUT· GUNITE [J FLOOR AND CEILING SUB FRAME [] SHEATHING D ROOF O SHEAR D FRAME 0 EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL D FINAL PLUMBING . D UNDERGROUND PLUMBING . D SEWER AND PU.CO D TOP OUT PLUMBING D TUB OR St-;iOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER ti FINAL Ready For lnspec D A.M. D P.M. ELECTRICAL 0 TEMPORARY SERVICE 0 UFFER GROUND D POOL BONDI . D ELECTRIC SERVICE 0 FINAL .. ~j µ . }61 (& . · I _,,,..-. I'-/ oO P4 3/8()~ MISCELLANEOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN D GRADING D DRIVEWAY D FINAL D Thursday D Friday REQUEST FOR INSPECTION REC ADD BUILDING Ll REINFORCING STEEL D MASONRY 0 GROUT -GUNITE D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR 0 FRAME 0 EXTERIOR LATl:i D INSULATION D INTERIOR LATH OR DRYWAJ_L -. D FINAL PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER 0 SOLAR WATER D FINAL vJ(lv I I ELECTRICAL D TEMPORARY SERVICE 0 UFFER GROUND 0 ELECTRIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE MISCELLANEOUS D. CONDITIONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN D GRADING D DRIVEWAY D FINAL SPECIAL INSTRUCTIONS ______ ~-------~------------- Ready For Inspection: D Monday D A.M. D P.M. D Tuesday D Thursday D Friday ,: ... -. ~·-----c-6/~~I qtitp of. qtarl.sbab , REQUEST FOR INSPECTiON RECORD . · TIME:_·-~· -~- INSPECTOR <??~ PERMIT NO. / .-0 0 .,-3;). L/ ..--( DATE: 3-(--<fef OWNER _ _____,.,...._________ .· ~ /~ ADDRESS .a-3 S;?.-3r..1~_3fo ~ 7:)11 REQUESTED BY a . . · . PHONE NO. . (.j.,'(s$' 3 c/-9 / . BUILDING 0 FOUNDATION D FOOTING D SLAB D REINFORCING STEEL D MASONRY D GROUT· GUNITE · D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL D FINAL PLUMBING D l)NDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL PERSON TAKING REPORT ____ _ ELECTRICAL XTEMPORARY SERVICE D UFFER·GRO\.)ND D ELECTRIC UNDERGROUND D ROUGH ELECTRIC ~OOL BONDING /: :LECTRIC SERVICE D FINAL . · MISCELLANEOUS D CONDITiONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN D GRADING D DRIVEWAY D FINAL SPECIAL INSTRUCTIONS _____ ~--------------------- Ready For Inspection~ D A.M. D P.M. D Tµesday D Wednesday D Thursday D Friday I /. . ..,__,..,.... _________________ ~------'-' ~ <lritp of <lrarlsbab REQUEST FOR INSPECTION RECORD BUILDING D REINFORCING ST-EEL D MASONRY D GROUT· GUNITE D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL D FINAL PLUMBING 0 UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHQWER PAN D GAS TEST D WATER HEATER D SOLAR WA1ER D FINAL D TEMPORARY SERVICE 0 UFFER GROUND D El.:.ECTRIC UNDERGROUND D ROUGH ELECTRIC __,,_,___._., _ _...,,<..!..N=DING ,t. ELECTRIC~w+E~ D INAL MI SC ELLAN EOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN D GRADING D DRIVEWAY D FINAL ! / . .,,w;,, -=o~ ----,,~---- SPECIAL INSTRUCTIONS ___ ~----------------------- Ready For Inspection: D Monday D A.M. D P.M. ~uesday D Wednesday D Thursday D Friday (ltitp of (ltarlsbab REQUEST .FOR ~NSPECTION BECORl2__~dd/ . . ' .. ~~ ---~ ,,, ' _ · · TIME: • . ~ PERMIT NO ... !{t-,3,2</,-/-;i_.r/?~t/DATE: ;;;2-41-gg INSPECTOR . . OWNER ---'---:a.-=-=~,...---=--=-=.---:-.,,,.--,--:::,,,,--==---~--:l-'7''----:::a-.,,t,,.9-.,__#---,1----,,s,,<,,,.- ADDRESS __ __!,,,C~<..,,~~:;:.....:.:......,_.sz.:.~:::...s:c:_,L.~_!_~~~~£L~~=~==:;':!=7,~:!....:::!.,._~"'5.::l:-=-- REQU EST ED B Y.:;..._,p:..!..__,,£-L..-=::;;q_-"-'""""'~-=-----PHONE NO. _ __,.,...=...o:::___-=-""f-~'-:7-"'7")-e--r:zr.s=--- BUILDING D FOUNDATION D FOOTING O SLAB D REINFORCING STEEL 0 MASONRY [] GROUT -GUNITE D FLOOR AND CEILING SUB FRAME 0 SHEATHING fJ ROOF D SHEAR II rRAME ~ k(~ D INSULATION D INTERIOR LATH OR DRYWALL f] FINAL - PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO 0 TOP OUT PLUMBING D TUB OR SHOWER PAN 0 GAS TEST D WATER HEATER 0 SOLAR WATER o FINAL. PERSON TAKING REPO ELECTRICAL 0 TEMPORARY SERVICE 0 UFFER GROUND D. ELECTRIC UNDERGROUND D PATIO [J POOL D SPA D SIGN D GRADING n DRIVEWAY D FINAL SPECIAL iNSTRUCTIONS __________________________ ril_ ~ Ready For Inspection: D Monday 0 A.M. D P.M. •'.. .... . . .... D Tuesday D Wednesday D Thursday . ... : ...... ~·· _,. . . ..... ~--··~-·-___ ..,. ____ -....... ... ......... ..._..,_ ---·~ ...... ,-~ ----·. ~·--·······. · · QI:itp of Qt~rlsbab REQUEST FOR INSPECTION RECORD INSPECTOR-----,~~~~-.-. ___ PERMIT NO. OWNER _________ __,_ __ ~--4---...-c:v---~----------,,--- ADDRESS ___ ~-...:&-1\-_,..._ ___ __.~_,_-~--H--'-=-~~-=JF~~~~~-~Z~J_ REQUESTEDBY ___ ~i::i..~--------- BUILDING. D FOUNDATION D FOOTING D SLAB D REINFORCING STEEL D MASONRY D GROUT· GUNITE D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D' FRAME D EXTERIOR LATH D INSULATION -~ INTERIOR LAT D FINAL RDRYWALL~"'::1 l , ..:;J PLUMBING. ti UNDERGROUND PLUM.BING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN 0 GAS TEST D WATER HEATER D SOLAR WATER D FINAL .. ELECTRICAL 0 TEMPORARY SERVICE D UFFER GROUND D ELECTRIC UNDERGROUND tJ ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE ISCELLAN EOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN D GRADING D DRIVEWAY D FINAL SPECIAL INSTRUCTIONS ____________ ~-------------- Ready For Inspection: D Monday D A.M. D P.M. D Wednesday D Thursday D Friday OWNER __ -::-::.-::::=-==-----::r~....L--::.c:.ij'-----::'6-_!!.~~::::=~~µ~~:::e:;.==12:~~-u--:::7"" ADDRESS _ _:3£,::,f':~~_:;z::..~(-,..J.~~~:::"=::~~'.:Z..!;Z'.:......C.~~.,L-.µ~~C-l.~'.'....s::i~~~2......i.:=..i!:-O ·REQUESTED B D FOUNDATION D FOOTING D SLAB D REINFORCING STEEL D MASONRY D GROUT -GUNITE D FLOOR AN P,J~IN D TEMPORARY SERVICE ~~ D EXTERIOR ~LA:-:T'.':-'.H~~-=,,i-~,?--------=t-=--~,:::r:.__ D INSULATION D INTERIOR LATH OR DRYWALL D FINAL PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING 0 TUB OR SHQWER PAN D GAS TEST 0 WATER HEATER D SOLARWATER O FINAL , Ryady For Inspection: \b A.M. D P.M. D Tuesday MI SC ELLAN EOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN 0 GRADING D DRIVEWAY D FINAL D Wednesday D Friday f 1 4 of etarl~bab R~QUEST FOR IN,SPECTION~ECORD INSPECTOR }'Yu.A...)',\ ~NO ---- TIME:---=------/2 -·3. ------,-----DATE: _ owNER -ln~_,~-o-..r.1.>-.... :-,,"#~-;;;;::-;l/"''5"""-;-;--,--------"-'f':;--:--=y,.j1"-t,P-t.-:A-~~.:J..t14~~ ADDRESS __ """""?-v};.,-.--:if--=:---=~-'---------,~F'f~~:-:;:;;;"'-:;;;-----= BUILDING ~. FOUNDATION D FOOTING /°!., REINFORCING STEEL D MASONRY D GROUT· GUNITE D FLOOR AND CEILING SUB FRAME 0 SHEATHING D ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION 0 INTERIOR LATH OR DRYWALL D FINAL PLUMBING .. 0 UNDERGROUND PLUMBING D SEWER AND PL/CO 0 TOP ou:r PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D $OLARWATER D FINAL ELECTRICAL 0 TEMPORARY SERVICE :# ')i-uFFER GROUND Ao~ ~ To'ELECTRIC UNDERGRO"G~'l D ROUGH ELECTRIC 0 DRIVEWAY D FINAL SPECIAL INSTRUCTIONS_~--------------~---------- Ready For Inspection: D Monday 0 A.M. D P.M. D Tuesday D Wednesday D Thursday . ~ ' ' ·l . . . , :. -· <n'.:(tp ~f <ltarlsbab REQUEST FOR INSPECTION RECORD · 0/ ;, ~ l/ _ 1: / TIME:~___,...~- INSPECTOR __ 7110< __ -'-----'--. ___ PERMIT NO.· l> 6 ,... .:, µ DATE: // -/3" OWNER -----------,--.,....---...--'-----,f-+---:.--:t------r.=hr--~-:.=77..<2..'> ADDRESS ___ ~,----------'~~-;;..J.--¥i-J~~~~~__:::i~~=:-:-..::...._--,,,C-,~G=- REQUESTED BY -~--=-=.1---------- BUILDING D REINFORCING STEEL D MASONRY ·(i) ~ D GROUT -GUNITE D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH _OR DRYWALL D FINAL PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN · D GAS TEST D WATER HEATER D SOLAR WATER D FINAL ELECTRICA D TEMPORARY SERVICE 0 UFFER GROUND . t;J EL:ECTRIC UNDERGROUND D ?aUGH ELECTRIC \t;E~~f:}~< :>Fl~~~r ..,~ ~ D SIGN 0 GRADING 0 DRIVEWAY D FINAL SPECIAL INSTRUCTIONS __________________________ _ Ready For Inspection: O Monday D A.M. D P.M . D Tuesday D Wednesday D Friday / ' OWNER..........,,4~dit~df!l~~~.-L-~~~~~~~~;;;::t~~~~~~~L---:::a,L.-7'- ADDRESS-P~...-::;,------,~---,-+l--.#-:--~Gl!!..."""1!!....J,,,,L~~¥=,~.-~..p-.1o!:1.a...~~~!..._-=..!......L.-"tf!f" REQUEST D TEMPORARY SERVICE 0 MASONRY ..., .J' • D UFFER GROUND c::::?"' _ _;_--jf-,'71"---'-=-ELECTRIC UNDERGROUND D ROUGH ELECTRIC D GROUT· GUNITE D FLOOR AND CEILING SUB FRAME 0 SHEATHING O ROOF D SHEAR D FRAME 0 EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL o. FINAL PLUMBING D UNDERGROUND PL~MBING 0 SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL ~Inspection: D Monday ~~P.M. D Tuesday 0 POOL BONDING 0 ELECTRIC SERVICE D FINAL ~ _,A.,c2-o V.At'.E AC>i0/7',n,,(.f.1"'¢... r'IT /A>t:.O·.DtlwlV..S Pr- D Wednesday D Thursday . .. ' Qtitp of Qtarlsbabi?~ REQUEST FOR INSPECTION RECORD BUILDING · D FOUNDATION FOOTING 0 REINFORCING~ST-E~_E_L_?:::1./4---''----""---t--r.--~ 0 MASONRY ~ , , 0 GROUT -GUNITE /4-f:5: .' ~ D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D FRAME ELECTRICAL D TEMPORARY SERVICE ·. CJ UFFER GROUND 0 ELECTRIC UNDERGROUND C ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE D FINAL 0 EXTERIOR LATH D INSULATION 0 INTERIOR LATH OR DRYWALL ca .e.0 10~~ xiv fT ~- 1 N ;)-/f--f ;rr-· D FINAL PLUMBING 0 UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING 0 TUB OR SHOWER PAN D GAS TEST 0 WATER HEATER 0 SOLAR WATER D FINAL .~C 00D AlrsnMS D OLAl}lfE 7 f t o·PAT10I 'jlA ~ D POOL D SPA ( D SIGN D GRADING D DRIVEWAY D FINAL. SPECIAL INSTRUCTIONS ______ ~------~---~------------ Ready For Inspection: D Monday 0 A.M. 0 P.M. .. D Wednesday D Thursday D Friday Highland Testing Labor.atory, Inc. 1832 tommercenter Circle. Suite A San-Bernatdiiio. CA 92408 714/884-6839 Hig~Testing Laboratory, Inc. 68-703 Perez Rd. Suite IO Cathedral City. CA 92234 619/328-2311 Irvine Testing Laboratory, Inc. 15 Mason. Irvine, CA 92718 7 l 4/951-8686 213/630-8032 REPORT OF CONCRETE TESTS Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 9 I 302 818/888-4994 RECEIVED S£P 2 8 1987 CARDON MEADOWS PROJECT: ·ADDRESS: RESEARCH CENTER PLAZA· RUTHERFORD & PAStAL, CARLSBAD PROJ. NO.: 7B1+'3 DATE: 0'3/ 17 /87 CONTRACTOR: ARCHITECT~ ENGINEER: LOCATION IN STRUCTURE: CONCRETE SUPPLIER: MIXNO.: SLUMP-IN.: MIXING TIME-MINS.: Cr,':JL M~~T C51 7Cl,,J()t.i, 6.5 105 SPECIMENS MADE BY: H. PROO FIELD 1.0. LABI.D. 30068 .. , AGE-DAYS I DATE TESTED 08/E~1+/B7 NOM. SIZE-IN. 6XH:'. ACTUAL AREA 2B.40· CRUSH LOAD-LBS '"1::s3oo COMP. STR.-psi ~:'.5El0 H/0 CORR. FACTOR CORR. STR.-psi SP~C. 'STA. -psi ;,:;:~5(>() Bldg. Pmt. # 86-32411 PLANT NO.: OCE(.:iNS I DE: TICKET NO.: 50~5L;c:5 TYPE OF.CEMENT: P011T ADMIXTURE: L-iRDA79 CONCRETETEMP: N/{.:l AIRTEMP: N/A WATER ADDED: 20 DATE MADE: OE:}/ 17 / 87 DATE RECEIVED AT LAB: OEU 19/87 ·• 30069 30070 28 (). 0 0 0':3/ 1~·/87 6XiE'. HOLD i:'.8. 43 10980<) . ~5 0 () 3t:l60 0 0 ~o~ "'~ \j'"' COPIES: 3 u=i,.; req 1 .. \E'S'C ed) DISTRI BUT!ON: CARDO~ ~~~DOWS DEVELOPMENT CO. (2> CON!:3THUC"T'ION LnBORJ'.:1TORIEB. INC. Respectfully Submitted, · CI TY CJF Cf.:lRLSE<AD RECEIVED sE.P 2 8 1987' .. CARDON MEADOWS ANTHONY F. BELFAST, P.E. C 40333 12( CONFORMS D DOES NOT CONFORM i) .. 0 0 -, Highland Testing Laboratory, Inc. 1832.,Commerc;,enter Circle. Suite A San Bernardino. CA 92408 714/884-~839 Highland Te~g Laboratory, Inc. 68-703 Pere~d.. Suite IO Cathedriil City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 PROJECT: ADDRESS: CONTRACTOR: RESEARCH CENTER PLAZA RUTHERFORD & PASCAL~ CARLSBAD PROJ. NO.: 7849 DATE: 11/12/87 ARCHIT!;CT: BUILDING PERMIT NO. 86-324-2 ENGINEER: LOCATION IN STRUCTURE: PANEL N-5 . CONCRETE SUPPLIER: CMT PLANT NO.: 70 TICKET NO.: 548685 · MIXNO.: C517CW04 TYPE OF CEMENT: II ADMIXTURE: WRD(.'.:i79 SLUMP-IN.: 5 CONCRETE TEMP: N/A AIRTEMP: N/A MIXING TIME-MINS.: N/A SPECIMENS MAOE BY· J WOOLF DATE MADE· . FIELD I.D. LABI.D. 31351 31352 AGE-DAYS 7 28 DATE TESTED 10/21/87 11/11/87 NOM. SIZE-IN. 6X12 6X12 ACTUAL AREA 28.53 28.51 CRUSH LOAD-LBS 68200 109500 COMP. STR.-,psi 2390 3840 H/b. CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 3000 DISTRIBUTION: CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD WATER ADDED: 15 10/14/87 DATE RECEIVED AT LAB· t O / 1 i::: IP.7 31353 0 0 0 HOLD 0 0 0 0 0 0 COPIES: 3 CAs requested) ~~~ubb'l~el::t,ABORATORIES, INC. ANTHONY F. BELFAST, P.E. C 40333 KcoNFORMs . D DOES NOT CONFORM 0 () 0 REGIS"FERED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED Pll!:1Nf'6AeJ;e CONCRETE -WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY JOB ADDRESS SOURCE OR MFGR, CONSTRUCTION LABORATORIES 6455 NANCY RIDGE DRIVE. SUITE 200 SAN DIEGO, CA 92121 (619) 587-0250 ~ 0 STRUCT. STEEL ASSEMBLY 0 REINFORCED GYPSUM 0 GLUE-LAM. FABRICATION D OTHER 0 PILE DRIVING 10-11 JOB NO. r. INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHl::RWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA- TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIGNATURE OF REGISTERED I /OU7h7' DATE 0/ REPOfT ~ REGISTER NUMBER . REGISTERED INSPECTOR'S WEEKLY REPORT. CONSTRUCTION LABORA1'0RIES . 6455 NANCY RIDGI: DRiVE; SUI.TE 200· COVERING WORK PERFORMED ·o REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY TRE SPECIAL INSPECTOR OF O REINFORCED MASONRY STRUCT. STEEL ASSEMBLY 0 REINFORQEDGYPSUM D PILE DRIVING · •• SAN DIEGO, CA 9212r . (619) 587·0250 CJ GLUE~l,.AM. FABRICATION 0 OTHER FOR WEEK ENDING'~~ S , JOB-f':JO. _ INSP'N. ·oATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS:. P.ROGRE~S, REMARKS, ETC, lnclupes information about -amounts of material placed or work performed; numper, type, and identify-numbers of test samples taken; structural connections (welds 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 COMPLY WITH THE APPROVED PLANS SPECIFICA- TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. REGISTER'NUMBER · 1,9~· '· ·/,. ·~ \ REGIS:rERED INSPECTOR'S WEEKLY REPORT COVERINGWORK PERFORMED O REINFORCED CONCRETE WRICH RE<;IUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY SOURCE OR MFGR. CONSTRUCTIOIQ LABORATORIES 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA 92121 (619) 587·0250 TRUCT. STEEL ASSEMBL 1i-p O GLUE-LAM. FABRICATION 0 R INFORCED GYPSUM -:f TT" 0 OTHER 0 PILE DRIVING INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amounts ·of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds 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 COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. REGISTERED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL tJ PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY CONSTR. MATL (TYPE, GRADE, ETC.) . . . ~A-L /.,.&--r-t/"P . ./-7~~..S CONSTRUCTION LABORATORIES 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA 92121 .,,-/ 619) 587·0250 :zz:_784 · Oi(STRUCT. STEEL ASSEMBLY O GLUE-LAM. FABRICATION 0 REINFORCED GYPSUM O OTHER 0 PILE DRIVING CONTRACT NO. INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds 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 TH IS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE A~ENCY REQUIREMENTS. ~4 ,;-s~z: :J;, 9 7 ' DATE OF REPORT REGISTER NUMBER REGISTERED IN.SPECTOR'S WEEKLY REPORT CONSTRUCTION J,.:ABG,AATORI ES 6455,NANCY RIDGE DRIVE, SUITE 200 .SAN DIEGO, CA92121 · -zi: (619) 587-0250 . 71: +-1 COVERING WORK PERFOAMED tJ REINFORCl;D CONCRETE STRUCT. STEEL'. ASSEMBI,. v· 0 GLUE·L.~M. FABRICATION D OTHER· WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE O REINFORCED GYPSUM BY THE SPECIAL INSPECTOR OF O REINFORCl;D MASONRY O PILE DRIVI.NG -. · ' JOB ADDRESS . ?f'7 __ , _ --.,r-. _ ~ 2_ .. :. z.:z..34~~,,. e-.,·s1~ . .s-~~ · · DESIGN.STRENGTH GENERAL CONTRACTOR . ' · . . ~...eP~Ai"" -44~.P~.S CONTR. DOING REPORTED WORK-· .. ~.NA£. '~,#'~ LAB RECEIVING.&'Tl;:S.TING (:,9NSTR .. M_A1'L S_AMPLES CONTRACT NO; INSP ..... DAl'E LOCATIONS OF WORK INSPECTED, TEST SAMPL.ES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS,,REMARKS, ETC. Includes information about-amounts of material placed or work perforni!;ld; number, type, an'd·ldentl(y numbers•of'te-st samples.taken; structural connections (w~lds made, h.t. .bolts torqµed)-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 COMPLY WITH THE APPROVED PLANSSPl;CIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS .. ·REGISTER.ED INSPECTOR'S WEEKLY REPORT . ', ,COVERING.WORK PERFORMED D REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE ·BYTHE SPECIAL INSPECTOR OF O REINFORCED MASONRY _'11-..:L SOURCE OR MFGR. CONSTRUCTIO~ ~BORATORIES 6455 NANCY Rll::)GE DRIVE:'SUITE;200 . SAN DIE<'.30, CA92'121 . (619) 587-0250 ·. 74 0 STRUCT. STEEL ASSEMBLY 0 REINFORCED GYPSUM ~DfoLU~-l.AM. 'FABRICATiON MOTHER . 0 PILE.DRIVING. . FORWEEK .. . ENDING ' .. -.. iM·. INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED,.JOB PROBLEMS;P-ROGRESS, REMARKS, ETC .. Includes infor~ation.about-amounts of material placed or work performed; number, .type, and·identify n·umbers of testsample,s taken; structural connections (welds made, h.t. bolts torqued) checked; etc: CERTIFICATION QF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE 'REPORTED WORK, UNLESS OTHERWISE NOTED! HAVE. FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA- TIONS, & APPLICABLE SECTIONS OFTHE AGENCY REQUIREMENTS. REGISTERED 1.NSPECTOR'S WEEKLY REPORT ,.. CONSTRUCTION LABO~ATORIES .. 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA-92121 COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF . tJ REINFORCED MASONRY STRUCT. STEEL ASSEMBLY 0 REINFORCED GYPSUM 0 PILE DRIVING (619) 587,0250 0 GLUE-LAM. FABRICATION 0 OTHER f.ORWEE~, _,- ENDING _£._./,,6c': ,::::> # JOB NO. INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds 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 COMPLY WITH THE APPROVED PLANS SPECIFICA· TIQNS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIGNA ///36~7 " DATE efF RE REGISTER NUMBER ,s8 REGISTERED INSPECTOR'S WEEKLY· REf)ORT .. CONSiRl.,ICTIOft,l;,l:.ABORATORiES· 6455 'NANCY.RIDGE DRIVE, 'SUITE-200 : SAN·•DIEGO, PA,9212-1 · . .::£_. , 61'9).587-0250 . 'ff::;l'!~A'. . . ... . L ~ ~ . . - . COVERING WORK PERFORMED O REINFORCED CONCRET!:: WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE -BYTHE SPECIAL INSPECTOR OF O REINFORCED MASONRY !Ji'!( STRUGT. STEEL ASSEMBLY . . d GLtiE-1.:.-6.M. FliBRiCATtON 0 REINFORCED-GYF1Sl:JM 0~ OTHER . ' 0 PILE DRIVING . DESIGN STBENGTH . SOUR9E .J"1 ~~ . · ~.,;e:-CA7h'.s~a C0NTR.A:CTNO. ·' INSP'N. DATE .LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK-REJECTED, JOB PROBLEM_S, PROGRE$S,REMARKS, ETC. Includes information about· amounts of material placed or work perf'ormed; 'nu.mber, type, and·iden!ify;nuriibers of-test,·sampJes taken;. structural·connect)ons (welds made, h.t. bolts torquep) checked; etc. · · · · · ·· . . . ,,6x:z;e.,y-..57t1Ar ~ ~ ~~"~V-:~-~ ~. ' ·-'· , . . -. W-6.~~ . 0,,,i,,' ~~ r~t!?&.C: . ~a?~ r ~3 .· 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 SE_CTIONS OF THE AGENCY REQDIREMENTS. -,: -)' ~- .. REGISTERED INSPECTOR'S WEEKLY REPORT CONSTRUCTION ~B<>R~TQR!E§' 6455 NANCY RIDGE DRIVE,.SUITE 200, . . · SAN DIEGO,.CA 92.1.21 . -~"-£ . . (619) 5~7702~ r---------~-------~---.... ---· -----ialllll! 1~4---\. COVERING WORK PERFORMED D REINFORCED CONCRETE. g STRUCT, STEEL ASSEMBL y d. GLUE-LAM. FABRICATION WHICH RE;QUIRED APPROVAL O PRE-STRESSED CONCRETE O REINFORCED GYPSl)M O OTHER BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY D PILE DRIVING .. " -. ~ , DESCRIBEMArL.(MIXDf!:SIGN,REBARGRADE&MFGR.) e::=;:::::» GENERALCONTRACTOR . _,.~ . , . /: ~ . ' A~r--~--------I,. -_j --' ' C4e.Po..V /Y~Ot:VS .. ' .. >. .. . . INSP'N. DATE CONTR. DOING REPORTED WORK . . ,0-,,p·--u ~)..,h/t:::_ .. LAB RECEIVING &'TESTING·CONSTR. MArL SAMPlES · ,, . ,,-: · . CONTRACT NO: ,. ' '·. LocAT10Ns oF woRK 1NsPEcTED, TEST sAMPLEs TAKEN, woRK Fi EJECTED; JoB 'PR@BLEMs, PRb0R1:ss, REMARKS; 1:;rc: · ·. · Includes information about· amounts of, mate'rial placed or work performed; number, type; an'd ide~tify nu'rnbers of test'samples taken; .. structural connections (welds made, h.t. bolts torqued) checked; etc. ' -· . · .. ' . . Oo~N' oH -,;u_4-#~-----~ ~ o.,,,C· PA-¥4-G.. p(,,,,f C,,, ~e--..r::.a ,,,y,o;r .• .. ~.h'4': tt:-'!"~ 7/',,e. et;/~ k/~ -a,~d.,c:;:, ~~4 _, ~~~ ~.,9,,,y"-4€, ~e-~;y_s -)Va/#~ /YZ'../'H.'!5' ... w:£'.bC../. · ~4/~~ ~.~/k:/~ .. wz/~::?>,, 3.51/..S-~~ s:z/s5~ ~-~d"~¢~3. I _z;:.,-~ ~ :._..~ a:/~~~-~/;,,--#/ ~.S6'7k,,/ . . ., . hl"/.P 7'"::.,~ ~ ,e,,-/_,,,G:,.,&,£. K/~,,,;,e~ t:f'/Y'. -?'7"~ .. . . I ~~# ~~./,Vh,,?~ _,,;&::>~~.f CERTIFICATIONOFCOMPLIANCE $ ~~-. ( ,u··. I HEREBY CERTIFY THAT I HAVE INSPECT.ED ALL OF THE ABOVE fa ': :} . REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND :__::.:'.:· :::::l~-~-~-~-~A~-~-~ .... ~. ~C.::..~aEGi-~ r"'\,~-~~r--.~~~~~-~~::..._-,--~ THISWORKTOCOMPLYWITHTHEAPPROVED PLANSSPECIFICA· c -4? ~-.., ;:_;~RE:OF_°'. =~~~_-,~=~.--To.;:.-·. __ ._ .. 'HONS,&APPLICABLESECTIONSOFTHEAGENCYREQUIREMENTS. d/~/C/ / ,:;;,,,,VL . , ·. :Di\T-E"OF REPo'RT. . .. REGISf.ER NUMBER REGISTERED INSPECTOR'S WEl:KLY AEPORT ,. CONSTRUCTION LABORATORIES 6455· NANCY RIDGE D.RIVE, SUITE 200 . SAN DIEG.0, CA 92121 . COVERING WORK PERfORMED REINFORCED CONCRETE WHICH REQl:JIREO APPROVAL O PRE-STRESSED CONCRETE BYTHE SPECIAL INSPEC:rbR OF O REINFORCl;D MASONRY . 0 STRUCT. STEEL ASSEMBLY []' REINFORCED GYPSUM 0 PILE DRIVING (61 ~) 58'7--0250 , I;'.! Gl..'.U~-LAM . .FA8°RICATI0N .. 0 OTHER !NSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBL;EMS,PRO~RE;SS,.REMARK$, ETC. Includes information about· amounts of material.placed-or work.perforiTled; number, type, ano·identify nuinb.ers of test samples t~ken; structural connections (welds made, h.t bolts torqued) che.cked; etc. · CERTIFICATION OF COMPLIANCE. I HE.REBY CERTIFY THAT I HAV,E INSPECTED ALL OF THE AaovE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIF'.ICA· TIONS, & APPLICABLE S~CTIONS OF THE AGENCY REQUIREMENTS. . . '& A(J, . 14 .. · . . . .· .. ~,;._ ,_:·.bl)_. ~-SIGNATUREQFREISTERl;DINSPE,CTOR: e:a-22 .8'-12,~ r2 · !)ATE OF REPORT REGISTER NUi:IBER 19 .. "\' -~, REGISTERED INSPECTOR'S WEEKLY REPORT CONSTRUCTION LABORATORIES 6455 NANCY RIDGE DRIVE, SUITE 200 'SAN DIEGO, CA 92121 ,,,J (619) 587-0250 /~e' I . -:f ;d-- COVERING-WORK PERFORMED -0 REINFORCED CONCRETE 0 STRUCT. STEEL ·ASSEMBLY 0 REINFORCED GYPSUM 0 ,GLUE-LAM. FABRICATION MOTHER WHICH REQUIRED APF'ROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY 0 PILE DRIVING IM ·INSP'N. DATE SOURCE OR MFGR. ' . . FOR WEEK· ENDING LOCATIONS Of WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. ·Includes information about -amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. ',,. , . . -~ ~ CERTIFICATION OF COMPLIANCE ·;· ). I HEREBY CE;RTIFY THAT i HAVE INSPECTED ALL OF THE ABOVE .. :.. . _.. ~.,, 1 .,., · -~ ;_:·;. . -· REPO.RTE-0 WORK, UNLESS OTHERWISE NOTED I HAVE ·FOUND . . ..... . ._ •. J,· THIS-WORK TO COM PL y WITH THE APPROVED PLANS SPECIFICA-' ;: . 'SIGNAT RE OF REGISTERED INSPE OR .• ·; ·,·!· ~IONS,&_ AP~Ll~ABLE SE~TIONS 0F THE AGENCY REQUIR~M_ENTS. -_;_ ·: :1·-. · .. : /0 ~. ·.g "'r ·. · .' · uJ ;2. ~ . : : ·:'· ·:/> _>·{:,f , .. · · ·: ·: ... -.. • .-.... ,. ',;,, .-, • , . · • ... :; ·., ·· . DATEOF EPORT · ·REGISTERNUMBER · • · -". ,,; : . /•_, :·~.::"-:, .. ' ·_,/"t,:; · --. L1::<i;c: ; . '·,.:.:: ·/~;.::,,:~~-~'. . .,,,:.,~~,:.-:· %; , ,,c ···; .,;.: "'~· .• ,".;,·:;~--f\,:, ,.,: ·., , .. _ .. ,4; ' ,: '.~~ ~ ~ : - IRVINE-(714) 951-8686 SAN BERNARDINO-(714) 884·8828 ,~~'!~- Irvine~ · ~ ,;n<>ering, Inc. Highland Soils Engineering, Inc. I eotechnical Con ants, Inc. Highland Geotechnical Consultants, Inc. SAN DIEGO-(619) 587·0 50 CALABASAS-(818) 888-4994 FIELD MEMO San Diego Soils Engineerin , Inc. Coastal Valley Soils Engineering, Inc. San Diego Geotechnical Con tants, Inc. Coastal Valley Geotechnical Consultants, Inc. CLIENT t!Arc~tJ).I NUJ;t>t41S LJt;t/, t:J.S--3 Z(.).r-Job# 06~ -ao -~o Date 7-9-k-7 Proj-ect Location: e,e~ ?OT , &e:.rTract No. Grading Permit No: Lot No. Subject: tibVA/6, R~e-..v 6?/??4, .2.. ' '2.Z-3'-I "i<u+t-t,v~cl tt,t,. OAA.t...~ 11 A-"D ; CA-. 7 ~t.tl£LJ 4K 5:11r~ (A/HJ 7o /z;1'&~/l-f fp4P,..v4,. /c£t:/./C1'<.) ,ro,<_ Jf,t-/J(,, < '17 2-, IMo&t=f42 CZ?'1Z'lfa"4 £J:e,ft/AP,,, H ,,(J,oZZ?J..wS ~ di$ 5if,(Nlt.4 ~) Wl40t' ff s=tll<-~LS e1re'<>.J:,,zL2 . 4Ja~ A-;PR-U;e.S , 12 « h&£. • IJ~ $8'.l /,1/ A-t:£C/,e p ,,fHe:-8 ~1 I 71rf e'£c&,,1,,.,,, .S::-01£ iZf_/,2e-r RA-1£12 JV?'/ /¥; 1911k I AL'<2 I >~~ a&£c?,evttCJ 412.lt/ f.lffLJ . ,--/:td. 4. K.. • -----· By: l dwtff?a ,/(vkM~#/ 2-0 ;;_-s. ENGINEERING·FiLE • WHITE FIELD FILE • YELLOW JOB SUPERINTENDENT • PINK .. : 0 IRVINE SOILS. ENGi NEE.RING; I-NC. - / -(714) 951-8686 ,ef SAN· DI EGO SOl·LS e:NG.INEE'Rl·NG I.NC. . . ' . . ·, ' (.714.) 26.8-8266 ,. D HlGHLAND GEOTE.CH N.JCAL CONSUL TAN.TS, " (714) 884-8828 , . INC:·. : .. ,,,,,,,, . : .,,, V{f *7' ,fr? ·:7v·.1 -o-v# ;::;;.:,,--~~"'7 ·3 ---;,..::,·:·, --"7:.7 -·7·..J -Job Date -1 C/~F'"t.?"IV' ,/' r:, ' #' .. 7 r-~,1.,_?.J / -~ . ' .. .. -·.Project _Location: J-d'f' q {4-i,4 ~e: -::c: 4 ':? i ,-r?,qo ~.........:.. ..... ·C--1..,. ""1'-.//'.> -· l ~ ... , T .. ~-G:radtng-.:permit No: · ~~51S'.'"Jl~G-i't ·: C:::e:f'..;t1'fj~ ~4jf:..,t .. .. : of., ·I n·spection-: ·S.~·.mmary ,~~ '1tlf~·-,. 0 e6r-f.f()i/~r-;; "F(t'~ . -err-: p--f", ... F-. ,._ .. I t tv 1 07"'°/i ? ~-:,/ J--r;,v Pr'J' _., ~;,r-_,/' ':::l"> 1!,vo / JV ',:::--:::,,. ?r. l r.,,. l~ .,,. .J-""' .··1 ' . *!J Ji. ,e. ,-+l" iJT { ;,:•;v _,,. t::"~p;:.,_ --efv1 J...0.f fY!;...., · . I ~ t, ·<:tf'r-'; --, :::.-.., ~ f1=7--rMe ~ ·~ l i-:J "" ........ -~ . . I . ' -f''YE 13 u It-: ia rA ,;,. .. (~,4'0 i?/(.t.,-;<f(l"t,;ff'( :)Jl.., ·;;.: ;;;;, . I if1-~ -.... ·-_.. l'V '('fi -l(V f}· t::: (;~f~1tvt:-E-t_.,.,f.,..~ ~ ,t tr?'.",..;, \ -:'-1~;\1 ' ,..~ fi:.: ) i?if.~~·, _"> t..t'1''¥ 1--r-H · ii'\ ... l'7 ""'·-·· ' -r· 19 . :_f',; ·' ._ r-J.. "",.,,,-5.-:,·1 t-·--p ·,,..,-;' -~~,4D--',~ l,tt-Y f .:i~~/-~. \ ~::.th f ..... l l-tl . '{-t-r<"~,_t, _~-,'-~~-, -f ....... ~ ' ) .. --... , / ·. . ' {1lfe H,f1,,~ ·A,,,, ~6!-~Ft I i-~,:,::t _;:.., .-i-0-, -2tfJ1'1'f1:?t,·~1 :,:> ' . .. ~-4i\J j' .. .. ·l/_1-. ,;, > •. . .. .. ,. ,. . .. . · R.ecoa:n.mendation·: A~~?ttr-~ , .. ,. . . ' . . , . --- ., " .. . , -· \\\\ .. . . '" i' ~},: • . .. . .. :sy:,\t0t~·v1 ·_;, __ C L., _,..., ~~--' '~' ... Ci:s& -:;::;-, _ . .., 1 ,_,.'-,Q __ ,_,· 'I' -.,:-~JI ' . . ''}\'i\ ' . ' ' . .. ; ' . ' ll {I 'ii i ' I ' i· Highland Testing Laboratory, Inc. 1832 Commerccnter Circle. Suite A San Bernatdino. CA 92408 714/884-6839 . High~Testing Laboratory, Inc. 68-703 Perez Rd.. Sui1e IO Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS Construction LaBoratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 .619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 PROJECT: RESEARCH CENTE:R PLAZf":-1 · PROJ. NO.: 7cV+':3 ADDRESS: RUTHERFORD 8, PASCAL, CARLSB(.:m DATE: 0'3/ 17 /87 Bldg. Pmt. # 86-3241 I CONTRACTOR: ARCHiTECT: ENGINEER: LQCATION IN STRUCTURE: CONCRETE SUPPLIER: MIXNO.: C(.~L MAT C517CW04 SLUMP-IN.: 6. 5 MIXINGTIME-MINS.: 105 SPl;:CIMENS MADE BY: H. PROO FiELD 1.0. 1-.ABI.D. AGE-DAYS DATE TESTED NOM. SIZE-IN. ACTUAL AREA CRUSH LOAO--LBS COMP. STR.-psi H/0 CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 30068 / 08/2/+/87 6X12 21::ln L~() 7~:33()() ~!58Ci PLANT NO.: OCE/.'.:JNS I DE TICKET NO.: TYPE OF CEMENT: PCJHT CONCRETETEMP: N/A ADMIXTURE: ~·iRDA79 AIRTEMP: N/,:::1 WATERADDED: 20 DATE: MADE: 08/ 17 ii:37 DATE RECEIVED AT LAB: 08 i 1 '3 / a 7 3(H)69 2B 09i 1'1,/87 6X12 i::'.8. 43 30070 0 HOLD 109800 rE_ 3860 ~\':, ,--0~ ···"~' · \_,'V COPIES: 3 u:is 0 0 0 req1 .. test12d) (1 0 0 DISTRIBUTION: CA-RD,_)i" Ar.:i-fDOirJS DEVELOPMENT CO. (2) CONSTRUCTION LABORATORIES. INC. Respectfully Submitted, · CITY 0~ CARLSBAD _ANTHONY F. BELFAST, P.E. C 40333 1:2( CON FORMS D DOES NOT CONFORM (.) 0 0 Highl~ting Laboratory, Inc. 1832 C ,1me,.:enter Circle. Suite A San BunarJino. CA 92408 7 i ..i ·ss..i-os.N Highland Testing Laboratory, Inc. 68-703 Perez Rd .. Suite IO Cathedral City. CA 92234 619 328-2322 Irvine Testing Laboratory, Irie. 15 Mason. Irvine.. CA92718 714/951-8686 213/630-8032 REPORT dF CONCRETE TESTS Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 PROJECT: ADDRESS: RESEARCH CENTER PLAZA RUTHE~FORt ~ PASCAL, CARLSBAD PROJ. NO.: 7849 DATE: 08/31 /87 CONTRACTOR: ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: CONCRETE SUPPLIER: MIX NO.: C5 j_ 7Ct._i(li., SLUMP-IN.: 5 MIXING TIME-MINS.: 7 SPECIMENS MADE BY: f·L PROO FIELD I.D. -~-~-.... ,.,-.... -........ , __ ,,,,_~~ --.,,,~. .I.ABI.D, 3()()55 '. AGE-DAYS 7 DATE TESTED 08/,=:?Li./87 NOM. SIZE-IN. 6X12. ACTUAL AREA 28. ,,.(l CRUSH LOAD-LBS 77l.OO COMP. STR.-psi 2710 H/0 CORR. FACTOR CORR. STR.-psl SPEC. STA. -psi DISTRIBUTION: · PLANT NO.: TYPE OF CEMENT: CONCRETE TEMP: DATE MADE: OE)/:!. 7 /F:37 ~ ... _ .... _,,, 0 0 (J (I,. BUILDING PERMIT NO. 86-324II CCE:ANS I DE: TICKET NO.: 50557 L~ PORT l\i/r::1 ADMIXTURE: WHDi:.i7':3 AIRTEMP: N/A WATER ADDED: 7 DATE RECEIVED AT LAB: OEJ/ 19/87 0 !) (l 0 0 (l 0 0 .. ·-.. ·o COPIES: 3 (i'.'..\s req Ut:-Z•::;i; ec:i) CARDON.MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD ANl0 HON'l F. DELFAST,. P. E. C 40333 D CONFORMS D DOES NOT CONFORM .. 0 0 Hi~hla6d:Test'ing Laboratory, Inc. 1832 C, 1111.:..1~·erll.::r Cirde. Suite A San lkrnardino. CA lJ2 .. HJ[-; 714 884·6839 Highland Testing Laboratory. Inc. 68·7<l3 P'erez Rd .. Suite 10 Cathedral City. CA 92234 6l9·328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvi.ne. CA92718 714/951-8686 213/63()-!-032 .... _ .... Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. tA 92121 619/587-0250 Coastal Valley Construction Laboratory 238.75 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 PROJECT: ADDRESS: RSSEARCH CENTER PLAZA R~THE~FORD & PASCAL, CARLSBAO PROJ. NO.: 7.fj,~-9 DATE: 0l:1/31/B7 CONTRACTOR: ARC.H ITECT: ENGINEER: BUILDING PERMIT NO. 86-324II \._ LOGATION IN STRUCTURE: PA:'lEL -83 &~ f32 CONCRETE SUPPLIER: CAL MA";" MIX NO.: C51 7Cl,,JO~~ SLUMP-IN.: €.:,. 5 MIXING TIME-MINS.: 1. 05 SPECIMENS MADE BY: H. PROO FIELD I.D. ..... ._"',t .. --..·~ex13··1:o:, ·-·---····3<~>0fiB -7 AGE-DAYS DATE TESTED 08/2Li./87 NOM. SIZE-IN. 6X1i:":: ACTUAL AREA 28.40 CRUSH LOAD-LBS 733()() COMP. STR.-psi 2580 H/0 CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi E:500 · DISTRIBUTION: ! ' J ,, PLANT NO.: llCEf=if\lS I DE TICKET NO.: 505ii-i25 n'PE OF CEMENT: PORT CONCRETE TEMP: N/1'.:i ADMIXTURE: l,rnDf.Yl':::l AIR TEMP: N/ A WATER ADDED: 20 9ATE MADE: 08 / 17/137 . DATERECEIVEDATLAB: 08/19/87 f I . ,. .: I I ' -' ... I ' I ~ 0 (_) 0 0 0 0 0 0 O~-0 0 0 COPIES: 3 (As req•..tested) C1-1RuiJ,\i r,ic:.=tDG\·~S DE'-JELOPl1lENT CO. (i~) C'J;::1:'.l!~Ttlf?lr',Gls" T .. 'Ji'Jtt L.,ABORATOR I ES, I NC• nespec u y uum1 eu, CITY -or-CARI-.SBAD ANTHONY~-BELFAST, P.E. C 40333 D CONFORMS D ooes· NOT CONFORM ·o ,·· (l 0 Highland Testing Laboratory, Inc. 1832 Commerccntcr Circle. Suite A San Bernar®10. CA 92408 714/884~ Highland Testing Laboratory, Inc. 68-703 Perez Rd. Suite 10 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8()32 REPORT OF CONCRETE TESTS Constructfon Lab'otatories 6455 Nancy Ridge Drive. Suite 200· San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Ca1abasas. CA 91302 8 I 8/888-4994 PROJECT: ADDRESS: RESEARCH CENTER PLAZ1'.=! RUTHERFORD & PASCAL, CARLSBAD PffOJ. NO.: 784':3 DATE: 09/ :J. 7 /87 BJdg. Pmt. # 86-3241 I CONTRACTOR: ARCHIT-ECT: ENGINEER: LOCATION IN STRUCTURE: PANEL N5 CONCRETE -SUPPLIER: -MIXNO.: SLUMP-IN.: MIXING TIME-!IAINS.: c,:;L MA"f C~'i 1 7CH0it 7 SPECIMENS MADE BY: H. PROO FIELD 1.0. LABI.O. 30065 AGE-DAYS 7 DATE TESTED O.S/24/87 NOM. SIZE-IN. 6X12 ACTUAL AREA i2B. 40 CRUSH. LOAD-LBS 77100 COMP. STR.-psi 2710 H/0 CORR. FACTOR CORR. STR.-psa. SPEC. STR. -psi 2500 DISTRIBUTION: PLANT NO.: · OC.;EANS I DE TICKET NO.: TYPE OF CEMENT: POFH ADMIXTURE: CONCRETE TEMP: N/ r:::i AIRTEMP: WATER ADDED: !·.:iu!:.':i;::, /..:~ i,mDA7':3 N/1'.:l DATE MADE: 08/ ;l. 7 /87 DATE RECEIVED AT LAB: 1)8 i 1 9 / B 7 3<)()t.716 30067 2E~ () 0 0 09/ 1 .l;./iJ7 f,X 12 HOLD E~ ,9" 1.1. 2:: 8'370(1 o(f..~C:J; 0 0 3160 0 0 ,.. ~v. _t, \J,_ COPIES: 3 U::ts ,..-·ea u~st t"?ci) CAF<CCJi.,1 MEJ'.'.:WUHB DEVEL.OFWiEi-...;T CO. ( ~~) CITY OF CARLSBAD ANTHONY F. BELFAST, P.E. C 40333 ~ONFORMS D DOES NOT CONFORM 0 () 0 I .I I· I 1' I ·::_ • -~ ;..>->::-::--: • ..,,, ':: ~: .,;, .. IRVINE -(714) 95.1 ·8686 lrvi~ls..En~ring, Inc. . -~r.vminreotechnical-Cons~nts, Inc.. __.,..;,-·~·_; .-. -:;:.:.,_~ -<~::.; ' SAN BERNARDI (71"4) 884-8828 ,, Highl~n9 Soils.Engineering, ln_c. . Highland Geotechnical Consultants, Inc. FIELD • / SAN DIEGO -(61-9) 587-~50 M EMO / · San Diego Soil_s Engineering, Inc. · / San Diego Geot~chnical C_g.osultants, Inc. CALABASAS-(818) 888-4994 Coastal Valley Soils Engineering, Inc. Co_a.stal Valley Geotechnical Consultants, Inc. ---. ----- -·. -_ tJS-· 7..?or-_;.-- Job# 00;3,-0¢ -4,o---Date 7-9 t7 . y -ProJ~ct L~~~_t_ion: ....i....t?:-,<;>f ...... e~--,,_t=-=oL-z---.L.z: ____ -=--e't~~......,E_T __ Tract No~-'-------,- . G-ra·d-i:ng. Permit No: Lot No. ____ _ s·u bject.: Fo1:>r (A/(,, /'£//,I_E~ .2.. :· d:;§?Livtt:2 . 4t'-I .> ~ . - • -Ii /¥06 C ·;tr z.. •· j { to J -. . 01$ '££/?<lt,O . J ./,?,d[fp > At2v11?a H1Ak, ,,,. _ tvlt;Tl( _ ,f ~nk _TY-eLS _ /,,,r./ ti. /j&,, ) I i / l l By: __ ,fk_0k!t'--· . .:;..;~-'-',-....... 12"---.,._,;k:,_. _,.,1z __ "-'-',H'--'',,pt __ '/_~_,_~ ...... z __ -+-j-----'--------------- . / ,, ·.:·-P·oo·R·· .. QUALITY . · . . · · O'RIGINAL S t . • . ' .. . . . , :~~ . · . .I,. rt;; E I~ ,-. I I 1-111 1,111.J 1, L · ..... 1,c 'UL· · · ,-.. · 1 · · ~ 1 · · _ 1 · imher Frndv.r;:t! Inr,p~tion, lTlc. hereby ,~tine$ that d\e pt:Q<fuc~ ldenti:- GOLD SEAL Standard of. Excellence-. -: • ContintJOWI rritxfhg ··tif liqui~ lo fktui<l adhe$Jve. Ad~vcs' co,nply with ASTM D 2559-.s~. • Mero~ cross-section ave~ IIioisture oont.ent. 1.2% maii.rru.ttn. a P!:oof J~ T¢mi~n io~. • Cetttfled Tet\$ii>n graded lumber to AITC ~ ~fication. . • Lumber 100% in~al by a ~,wfpt," ~ 4r ._~ lr'•On . fied below and on atfached .sheets NosJ.._of l oare niatked ~ith the Official Mark of'l'lrnbet Product$ Insptetion, Inc. (I'P) and wece manofacnµ-ed ... ... J0!3 .l.OCA1lON: _...Q.,~;t 1 shad L. QA --·~ '. , ¥. • ....,;...__ __ . . l ;;.,;, • I ~roM"'"R. c<tt t. 1602. "TE .. 9~t 7-aJ:~ ~--w. 5363' CUo i:, ORD.-• .,, rfO,: =-· ____ Dn. : --c-~·vn. ~ (1V.1 ---~- ORDER SPECWICATJONS: fb._.,r 2400 ---..• -, -,. --;-~-"'.:-~'.-. -l. -~-... ~~-~ -------..;...,......~--~ ! ' .. ·. · .. •• '1',,t • --z:D3~ ~: ,, ~ . ,, ' ~au.ire ~--""L,,J..,K-~ VI • • ~ •: • '\ ~, ~ ~_;__,_ t"imbtt l'r~· ~~ -~ ', : ;··i • ' , .. I. I r ) ~ ... 1,' ~ ! ....... :t.l . ...,.~. ,•:.~~i .... 41. •; ' 0m 1L2 aLa a ______._. Po~ Or*-1' · . ··. · . '* ; ... ~, .. · ··.·· -· ~-........ ·:: --~~-· ·.,;:_:'>. ,\ ~-- Timber Productt lntJtt!clioot Inc., an /\PP ·· ·, .,o wt~CE · AGENCY NER #275 (su~r~diJ1g lCBO AA.r;of; or , ted. 946). · herehy <ae.ttifle.s U1at s.11d comr,any at lt.f $aid pf~-~ I' ~-~-j;btr Prtxtucf.1 t~pection, Inc. to tt~ the TP Mruk. fi,: ~Qi ~ ' ; whkh comply wit!1 ai;,pllc;,He provls1oru of .~id Sbi,'Kt,vd, ·that ffie 3dequaey . of the q1,1aUty control system iu ~.ffect at :wd pl;ult · 1; ~Uy i~ted and ·. verified by the. Jmpection Burea~ ~f TP :m~. ~~t in, t:he ~~t n( TP, - $aid comp-i.-my ~ C<1pi\.bf e of complying with applicable mtmdaam10M, and te:sting ptovi~Otl$ of ~aid Code, .St.andan:f, and-Rept>r't ~ ~ of product$ rnanufa.cturtd ~t wd plant. TP guaran~ that saM ma.tu.d'lll:.turer is quattfioo to produce a r.todud m~ting ANSI A190.1-1~ and th.it Its plant i~ daily irui,ected and )~rmed by TP ~t,m -~~. M&Wl!~!mri:hWKWWW!P.t':*~m.~t'.f,1.,w~·.'~'t!Fr!ffbkX!Ul2MiYitlw1-iftt1Ebl!'!~ ... !1~.,nMutJRltlM'mi6fffNwia.A iia .. • ' • 1 • • , :. • ' • ', ~ ._ I , I , 1 • I ., : TP GOl,,0 $·EAL CF.RI'Jr-JCAT~ Fun_.. I\ '11 n 1 fl·· · · (~ ;, tt..., I , .. JLHAI.. dlVIJ L.EMON GROYS CA· 9.2045 ORAWlNi:iS BY cusroMeR lNO 2 NO"i LAM COMS 24F.cNDS NrJN e IO MARK ;JTY ·\HOTH OEPtH LH-1:JTH .CAN't . t~ .3 j } 0 2 ~t.-~V B~O ·1· S•1/8 2-4 44 0 V4 881 1 s--1.,s 24 44 0 V4 aaz 1 5 .. 1,a 24' 44 0 V4 SHIP OATS: 87~0tT-16 M8F SlZE MSF.· ZX4 2X6 18.6 ·' 2X8 30,.3 2X10 2X12 2X14 ZX16 OTHR TOT. FIN •. HOURS MI·NI i:>.O OTHeR 7-S.1 TOTAL 7$.1 ............ ._ ............ - lCTAL 3~ · 4 8 ?64 L • ,-, . .,, , .. ~ o '::J u n , ..., n u I d n \J ,._, n A.1·u 1 ~ .,. . .. ' ·,·· ... , I : . . . . ,.·;· ' .. ' .. !• .,-. •.· . -·: .. ~ ,-.: . . .. ,. :,·· . .. , . .. ·'i' . •, .. · ... 1 I, I I I roa JO~SITE DOUG .FtR CAMBER RAOlUS CANT R BOARO l A1 ,, , ELEV R FEET NVMBI 1""1/2 2000* 714 80 1-"'1 /2 2000ft 714 81 1•112 iooo• 714 82 OK PER LZ T T "' ' ·"""' • 7 Y' -,,..... ,, .. -• J ll L ' ~ ' ,., ·' · • ·• · -• • . :.JUL 22 '88 15: 20 J Fr F. rnr::. :i ri !Ml j:lf r: t· e v·111 .=; F lG"l·l·=· . JtN,U 1">1 I \JI\ .a.11,• '-"' '1.-1 \,., ,.,_ • -r'H~E I 0 ,2-JUL .. 88 RESEARCH. CTA S •H-5 36 3-2 .. R ~-1 S7-SEP•17 160'2 ~-, SEAR Ctt CTR Pl.AZA . "ilA't -2 23a R UT He R F= 0 R ·0 RO 619-.583•9561 CARI.SBAO . ·cA LAM fN-A r 1:0 8fAMS & P~OOUCT sr-oct .. 16 6540 FEDERAL St.VO l,.cMON GROVE CA 92045 F08 JOBSIT& DRAWINGS av CUSTOME~ .INO 2 N0'-1 \.AM co~o 24 F EN::>S tlONf OOUG Fl~ IO MARK ;it y WIOTM'O!:PTH LENGTH CANt L CAMBER RAOIUS CANT R BOARO T1 EL~V L ff ; EL!V. R ieeer N\JMI l 87i 1 6•"$/4 16.· 112 20 0 1 600• 299 12 V4 3 873" 1 6•3/4 27 44 0 6 C .. 1/411 6144 1 Q11 13 v~ l a14 1 6-3/4 21 26 0 1-1/4 8()0• 494 74 v, l 87S 1 6 ... 3/'4 ' . 2 s-112 38 0 1 . 1()00• 6 874 1, 3 876 1 6•3/4 16'"' 1 / '2 20 C 1 600* 291 16 V 4· 3 a?, 1 6•!/4 ·:34•1/2 44 0 6 NONE 6 1368 11 0•114 va :, era 1 6 ... 3/4 31-1/2 3g ,, 1-3/4 1200* 1080 '78 Y4 3 879 1 S-118 24 44 0 1-1,2 2000ffr 114 79 V4 LAMINATeo eeA~S !.PRODUCT 6S40,·,::eoeRAL 9LVO L!M.O·N 1,,-Rov·e. CA •· 92045 87-0Cf•16 ·ORAWtNGS BY CIJSTOMtR FOB JOBSITE lNO 2 NOM LA~ COf~S 2/i,: e~rns N-ON~ DOUG ~IR to MARK Q'TY W!OtH OEPf"f Lf;Ni'.:U~ CA-NTL CA.M8!R RAOIVS t:ANT R 80AR0 tAG H.ev L 0 • ELIV A Feer NVMBE ? B63 1 6--3/4 Z4 50 O· 10 1 ~900• 4 4 1081 63 0•1/2 V! . > 864 . 1 6~3/4 2,.-112 .so 0 1 -112 ,1600• 1 O· 11 ~ 9 64 . 86S 1 6,.3/4 24 2e 0 1•1/2 · 800• 607 65 Y4 866 1 t,-3/4 25-1/2 'so 0 10 1-1/2 1600• 1149 66 867 1 ~111!3/4 31-1/2 le 0 1-3/4 1 ~OO• 1080 67 V4 868 1 6-3/4 34 ... 112 44 0 6 NONE 6 1368 68 0-1/4 vs 869 1 6-3/4 16•1/i 20 0 1 6001t 299 69 V4 670 1· 6•3/4 25 ... 112 38 0 6 1 1600• 874. 70. 811 1 Q""J/4 ,s-112 33 0 1 1_600• ~ 874 71 . : . . . . . F' . ·;-, 12, 1' ~ (• -. r' M .JC: ' PAGE 6 OF 10 M4NU~ACTU~I~, o~oe~ 22 .. JUL-88 '·.' R~SeARCH CT~ PLAZ• i2J2 AUTHERFO~O RO CAIH.SdAO ¢A LAMINATED e!AMS i pqooucT 6S40 FEO~RAL !LVO LEMON GROVE CA 9204S O·RAWlNGS SY CUSTOMS~ INO CO MARK ! 846- 94 7 ! 848' , 849 ? 850 l 852 l 853 854 2 NOM LAM COM3 24F ~NOS QTY WlOTH O!PTH 1 s • 1 1 e ·2 '-.: 1 1 ~ 32 0 1 5•1/8 l2-f/2 32 -0 1 s~1,a 13-112 20 o 1 5-1/8.19 1 5•1/8 21 1 S-1/3 l1 1 S•l/8 18 32 · 28 0 0 0 0 NONE CMJT L !:L!V t. V4 . V4 V4 V4 V4 V4 \/4 R!SEA~CH CTR S.-H-53032-RG-1 -~l•SiP ... 11 f 602 .. ~AY 619 .. $93-9561 sr-ocr-16 FOB JO!SIT! DOUG FIR CAMSIR RAOIUS CANT R 8QAR0 TA NU~9 46 ,, I: ELEV R Peer 1-7/8 800• 488 1-7/8 1 2 800• 600" It 4 600.,. 488 41 1 a4 4 a 184 49 342 ,o 455 51 455 S2 1!4 53 342 54 JUL·Jl~n'... 2·2~ ·si3'Ys.: 1,::i .J R-i=--ilJC;.:i111111ner., F;.rn11s . ~AN~FlCTUR!NG. ORO!R ~eseARCH CTR PLAZA 2232 ~UTH~RFO~O ~O ClAH.SSAO CA 2 ,•JUL .. ·88 lAM?NATeo .!~AM$ g P~OOUCT 6540 IREOERAL 8LVO LEMON GROVE CA 92045· ORAW!NGS SY cusToMeR INO· 2 N-OM LAM co~a 24~ eNOS fHSEARCH CTR S""H--S3632•RG""1 -~1 .. SEP-1? 1 602 RAY 6't9•583•9561 87•0CT•16 F=OB JO!SIT! DOUG FIR !O MARK ~TY ~fOTH oePTH LeNGTH CANr L CANSER ~AOZUS CANT R BOA~O TA~ 2 8 S S 1 S • 1 / 8 · 21 3 2 ·O 2 8S6 l 857 l 860 861 0 1 6-3/4 21~1,2 72 0 1 6-3/4 21•1/2 50 0 1 ,~J,4 2i-1,a 2e o 1 6•3/4 22-112 50 · 0 1 6•3/4 Z4 so . t' 28 0 EL!:Y l. " ' Et..~V R FeeT NUM8! Y4 . V4 1 2 vi V4 10 4 4 va Y4 · 1-7/d 800~ 4S5 .!5 1•.1/8 6001\ 1-1/4 2000* 10 soo~ 1-1/4 2000* 1 iooo• 1 o 0-1,2 1-112. 800* 455 $6 1847 57 1014 58 '569 59 1014 .60 1081 61 601 62 I: •: : .. ))EFT . CODE. 00 l ... •'I• ., . .. -:' . :: : ( ~~: ..... ... ,,. Highlanl Tesfing Laboratory, Inc. 1832 Commercenter Circle. Suite A San Bernardhio. CA 9!4(')8 ',ii, 714/884--':>~ <Y Highland Testing Laboratory, Inc. 68-703 Perez Rd.. Suite 10 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason, Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 · San Diego. CA 92121 o' 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd.. Suite 104 Calabasas. CA 91302 818/888-4994 PROJECT: RESEARCH CENTER PLAZA PROJ. NO.: 7 84"3 DATE: 11/12/87 ADDRESS: RUT.HERFORD & PASCAL, CARLSBAD CONTRACTOR: BUILDING PERMIT NO. 86-324-2 ARCHITECT: ENGINEER: LOCATION INSTRUCTURE: PANEL# M4 CONCRETE SUPPLIER: CMT PLANT NO.: 70 TICKET NO.: 548958 MIXNO.: C517CW04 TYPE OF CEMENT: II ADMIXTURE: WRDA79 SLUMP-IN.: 5.5 CONCRETE TEMP: N/A AIRTEMP: i\1/A 11/!IXING TIME-MINS.: 36 WATER ADDED: 15 SPECIMENS MADE BY: J'. ~.JOOLF DATE MADE: 10/14/'67 DATE RECEIVED AT LAB: 10/15/87 FIELDI.D. LABI.D. 31354 31355 31356 AGE-DAYS 7 28 0 0 0 DATE TESTED 10/21/87 11/11/87 NOM. SIZE-IN. 6X12 6X12 HOLD ACTUAL AREA 28.53 28.51 CRUSH LOAD-'LBS 64300 110400· 0 0 0 COMP. STR.-psi 2250 3870 0 0 () H/D CORR. FACTOR CORR. STR . .;_psi SPEC. STR. -psi 3000 CO~E~ 3 (As requested) DISTRIBUTION: CARDON MEADOWS DEVE:LOPMENT CO. (2) ~w.,liJ~ltfs1.l,@\\tett;A BO RAT OR I ES, I NC • CITY OF CARLSBAD coNfORNlS ~ 7~--V A7Y F. BELFAST. P.E. C 40333 ~ON FORMS D DOES NOT CONFORM 0 0 0 ·REGISTERED INSPECTOR'S WEEKLY REPORT .•. COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL tJ PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY CONSTRUCTION LABORATORIES . 6455 NANCY RIDG'E DRIVE, SUITE 260 SAN DIEGO, CA 92121 -# 619) 587-0250 -7c_ ~ STRUCT. STEEL ASSEMBLY O GLUE-LAM. FABRICATION 0 REINFORCED GYPSUM , 0 OTHE:R 0 PILE DRIVING CONTRACT NO. INSP'N. DATE ·.LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes Information about -amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED.ALL OF THE ABOVE REPORT-ED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA- TIONS, & APPLICABLI;: SECTIONS OF THE AGENCY REQUIREMENTS. -· ----..... 'REGISTERED.INSPECTOR'S WEEK.LY REPORT CONSTRUCTION LABORATORIES . 6455 NANCY RIDGE DRIVE, SUITE too SAN DIEGO, CA 92121 .zt: (619) 587-0250+ 4-\ COVERING WORK PERFORMED O REINFORCED CONCRETE )SI STRUCT. STEEL ASSEMBLY, WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE O REINFORCED GYPSUM 0 GLUE·LAM.-FABRICATION 0 OJHER BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY O PILE DRIVING JOB ADDRESS ,,; 77 _ , _ _ __. ~ . __1!!3~ 2: ,• z. :Z..3¥-~.,e~,. ?"4,1(2,?S/.:;r~ OWNE~ROJECT NAME ~ · • 77 . ·~~# c...-6~ ~nt.:zA .. CONTR. DOING REPORTED WORK . ,/-::;7;v.,E! ~/.N'~- LAB RECEIVING & TESTING CONSTR. MA1'L SAMPLES . CONTRACT NO. INSP'N. DATE LOCATIONS OFWORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. CERTIFICATION OF COM.PLIANCE I HEREBY CERTIFY THAT I HAVE INSPECT.ED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORKTOCOMPLYWiTH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. 19 ·REGISTERED INSPECTOR'S WEEKLY REPORT · COVERING-WORK PERFQRMED O REINFORCED CONCRETE WHICH REQUIRED-APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY .571(()S CONSTRUCTION LABORATORIES • 6455 NANCY RIDGE DRIVE;>SUll'E 21iJO ' SAN DIEGO, CA 92121 (619)-587-0250 --::{ 0 STRUCT. STEEL ASSEMBLY O ,0LUE-LAM. FABRICATION 0 REINFORCED GYPSUM .' MOTHER . [] PILE DRIVING '-Et_ /M FOR WEEK ENDING we . INSP'N. DATE LOCATIONS O_F WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds 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 WORKTOCOMPLYWITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. 10 ~-£--r w::z.s-r DATEOFEPORT REGISTER NUMBER REGISTERED l~SPECTOR'S WEl=KLY REPORT COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIALINSPECTOR OF O REINFORCED MASONRY CONSTRUCTION LABORATORIES 6455 NANCY RIDGE DRIVE, SUITE-206"' SAN DIEGO, CA 92121 (619) 587-0250 STRUCT. STEEL ASSEMBLY O GLUE-LAM. FABRICATION 0 REINFORCED GYPSUM .' 0 OTHER 0 PILE DRIVING FOR WEEK ENDING ~...6c":--:5': 10& JOB NO. GENERA_L CONTRACTOR .. · _.. ~ ~ ~~c...V · ../V/~p"'t:c/S ~~ GONTRACT NO. INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amount's of m11terial placed or work perform~d; number, type, and identify numbers of test samples taken; structural connections (welds 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 N9TED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIGNA //Po~z· .' DATE efF RE .REGIS:rERED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL·INSPECTOR OF O REINFORCED'MASONRY SOURCE OR MFGR. CONSTRUCTION LABO~ATORll;S 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA 92121 (619) 587-0250 TRUCT. STEEL ASSEMBLY , (' 0 GLUE-LAM. FABRICATION 0 R INFORCED GYPSUM ".5"f+o O OTHER . 0 PILE DRIVING INSP'N, DATE LOGATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. "Includes information about· amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds made, h.i. 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 TG COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. _.l,-REijlSTERED INSPECTOR'S WEEKLY REPORT , COVERING WORK PERFORMED 0 REINFORCED CONCRETE WHICH REQUIRED APPROVAL 0 PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF 0 REINFORCED MASONRY CONSTRUCTION LABORATORIES 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA92121 7~~9 (619) 587-0250 ~STRUCT. STEEL ASSEMBLY 0 GLUE-LAM. FABRICATION D REINFORCED GYPSUM . 0 OTHER tJ PILE DRIVING JOB ADDRESS ~-,& 2:?~.J"" / cf;. 7 ·1 FORWEEK 1s&; NO. ENDING ~...6c';" 5 z Z3t:. .-..., ,-.J~ ,,e:r,,ea , ,_ OWNER OR _l:B_OJECT NAME ~ R~A.4 -, ~2RMIT NO. • L I JOBNO. , -/c::::'~.S-..:="',d-'~H' --..-:-..e ---!/7. CON~L (TYPE, GRADE, ETC:) _ • ~ ARCHl.z ~,o-s..n.-4.v ---· ;,_~.#>~A!: //'f'~ -/'_,,,l,L? ~~ .s ~-~,,-.. 'J ·~ DESIGN STRENGTH J ~EORM~ ENb ~ 'd A ,,rp ~ ~e;,?'t>,V -"'~N.s ~.;e:,?s:-~,, -st:J~ .. DESCRIBE d_. (MIX'DESIGN, R~RADE & MFGR.) ~-;:.-e_ GENERAL CONTRACTOR / 2Jek ,-:;,;:;.. C ....... /. ..,,,,,-,_ ---~~CA/ ~.6;¢..oi:::,.t:c/.S L!E' 7tJ/ r? Jl'~?,/7/dd' ~C? CONTR.~G REPOR~K -• J..,. ~ ~/,Iv~ U/4,/ -----LA,v~ ~,($' ~ c;?r; -04?!} '7°AB RECEIVING & TESTING CONSTR. MATL SAMPLES CON.TRACT NO. INSP'N. LOCATIONS OFWORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. DATE Includes information about -amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. //A/)/2' 97' /""~;;e?~~/7-~ -., .,,. ~ -----. . -~ CJr &~~ /4i'/7 '-~Pr /-,, , ,, ~~ ~/;::;::;' ~..S-/.F~ ---::;;;:::?' -,,,c ~,-;;, -1/A/~,,,;::p 4---r-7 ~ /1/2 .P-:77..+ .,,G /V ,.!::;7 --'~ ?~~ Jc,// _.4;,y'..,t::7 ~-s-c;:, U77o/' ,/.:;, ... ./_r7 ,,qJ.,,C :/~~ t{,/,< ON ~~c-;-z. -4 ~cf./ -/ ,r,T'/C::_ , 0 ~ ,L. ~.?-'/ ..s-/ ;C>,,-./ ~.#~ ~ -:n:, ~~ S"""o~ ~.,,c:7 cJ>.r-_,Z:7~ --6-G £/ ~£7 ~£ /i/ o/Z.%¥ p.,v .re? o.,,.C::- P.#N ~c:::.... LE:5 0vV' -.:er~-~--/, ~c ~£?' _,.,. -"--/'.'.S';.-o.,./ t:o-4.."'" ~?--~ -:-TO .z::::,CG-,'~ . L/ ,AG...?;;r;J..-/c_ ~/9. - -------~ - ~"CY¢'~r)l 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 SPEC I FICA--~SIGNA :rERED 11118PECTOR TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. REGISTER NUMBER - . i~-~~- IRVINE-(714)951-8686 __ . . . lrvioa.Soil$.En~ring, Inc. alll!lll!II• ~!n3ebtE!Cl'loical Con~nts, Inc. / SAN -DIEGO -(619) 587-d-250 F-IE LO M E-M. Q · San Diego Soils EngineeriOO, Inc. · -' · · · r · Sa·n Die-go Geotechnical.C~81'.iltants, Inc. . . .....:..--- ••• J':'' .. -.!;--';. ... -;;, -' SAN BERNARDI. (714) 884-8828 ' Highland Soils Engineering, Inc. Highland Geotechnical Consultants, Irie. CALABASAS -(818) 888·4994 Coastal Valley Soils Engineering, Inc. Co_e,stal Valley Geotechnical Consultants, Inc. · · t:JS-· 3£2a'r-~ -Job# 003> -66 -Goo.--Date 7-.9 Er 7 . --"".,,.. · Project Locati·Q,ri: __ e,'""""~--~----" _. t'-=o-L-r __ o/_--'--/;""""'"W-«: ....... E ....... -T __ Tract No~_;_, ___ _ G:rad:lng 'p;rrili.t ·No:: . Lot No. ____ _ Subject.: 'lfrxt:lt!/0 /'£u,;1E~ : t" /f;,~tJ'?, H 2-•· ! .. ~ l,}£eV-I 1 /.?dlfP IE(AJt. - .f_ I i / ; ., ,r By :_.,..,,.,/-4_11_·'Wt"-'-~-'---~'---~~.;._V._;'Z_...M.~--=-',1A_/'-"'$~'--'Z.___ __ J'--t---------------- z .o !t~:s, Highland Testing Laboratory; Inc. 1832 CommercenterCircle. Suite A San Bernardino. CA 92408 714/884-6831/ Highland Testing Laboratory, Inc. 68-703 Perez Rd. Suite l 0 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS PROJECT: ADDRESS: RESEARCH CENTER PLAZA RUTHERFORD & PASCAL, CARLSBAD CONTRACTOR: ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL# N-2 CONCRETE SUPPLIER: CMT PLANT NO.: NIA MIXNO.: C517CW04 TYPE OF CEMENT: I/II SLUMP-IN.: N/A CONCRETE TEMP: N/A MIXING TIME-MINS.: N/A Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 PROJ~ NO.: 7849 DATE: 11/12/87 BUILDING PERMIT NO. 86-324-2 TICKET NO;: 00653CL ADMIXTURE: WRDA79 AIRTEMP: N/A WATER ADDED: NIA SPECIMENS MADE BY: CONTRACTOR DATE MADE: 10/09/87 DATE RECEIVED AT LAB: 10/10/87 FIELD 1.0. LABI.D. 31372 AGE'--DAYS 28 (l 0 0 0 0 DATE TESTED. 11/06/87 NOM. SIZE-IN. 6X-12 ACTUi\LAREA 28.44 CRUSH LOAD-LBS 97800 0 0 0 0 0 COMP. STR.-psi 3440 0 0 0 0 0 H/0 CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 2000 COPIES: 3 (As requested) DISTRIBUTION: CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD ANTHONY F. BELFAST, P.E. C 40333 / ~ONFORMS. D DOESNOTCONFORM Highland Testing Laboratory, Inc. 1832 Commercenter Circle. Suite A San Bernardino. CA 92408 714/884-6839 Highland Te~g Laboratory, Inc. 68-703 Pere~d. Suite 10 Cathe<;lral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 REPORT dF CONCRETE TESTS PROJECT: ADDRESS: RESEARCH CENTER PLAZA RUTHERFORD & PASCAL, CARLSBAD PROJ. NO.: 7849 DATE: 11/12/87 CONTRACTOR: ARCHITECT: BUILDING PERMIT NO. 86-324-2 ENGINEER: LOCATION IN STRUCTURE: PANEL N-5 CONCRETE SUPPLIER: CMT PLANT NO.: 10 TICKET NO.: !:548685 MIXNO.: C517CW04 TYPE OF CEMENT: II ADMIXTURE: WRD(."179 -SLUMP....IN;: 5 CONCRETE TEMP: NIA AIRTEMP: 1\1/A MIXING TIME-MINS.: N/A WATER ADDED: 15 SPECIMENS MADE BY• J WOOLF DATE MADE· 1 "/14/87 . (J . 1() /j5 /P,7 DATE RECEIVED AT LAB· FIELDI.D. LABI.D. 31351 31352 31353 AGE-DAYS 7 28 0 0 0 DATE'TESTED 10/21/87 11/11/87 NOM. SIZE-IN. 6X12· 6X12 HOLD ACTUAL AREA 28.53 28.51 CRl,ISH LOAD-LBS 68200 1095CiO · 0 0 0 COMP. ·STR.-psi 2390 3840 0 0 () HID CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 3000 COPIES: 3 (As reouested) DISTRIBUTION: CARDON M~ADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD ANTHONY F. BELFAST, P.E. C 40333 D DOES NOT CONFORM 0 0 0 Highland Testing Laboratory, Inc. 1832 Commercenter Circle. Suite A San Bernardil10. CA 92408 714/884·-~,.:, v' Highland Testing Laboratory, Inc. 68-703 Perez Rd.. Suite 10 Cathedral City. <;:A 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS PROJECT: RESEARCH CENTER PLAZA ADDRESS: RUTHERFORD & PASCAL, CARLSBAD CONTRACTOR: ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL# M4 CONCRETE SUPPLIER: CMT PLANT NO.:. MIXNO.: CS-17CW04 TYPE OF CEMENT: SLUMP-IN.: 5.5 CONCRETE TEMP: MIXING TIME-MINS.: 36 70 I I N/A Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 · San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd.. Suite 104 Calabasas. CA 91302 818/888-4994 PROJ. NO.: 7849 DATE: 11/12/87 BUILDING PERMIT NO. 86-324-2 TICKET NO.: 548958 ADMIXTURE: WRDA79 AIR TEMP: 1\1/A WATER ADDED: 15 SPECIMENS MADE BY: J". WOOLF DATE MADE: 10/14/87 DATE RECEIVED AT LAB: 10/15/87 FIELD 1.D .. LABI.D. 31354 31355 AGE:...DAYS 7 28 DATE TESTED 10/21/B7 11/11/87 NOM. SIZE-IN. 6X12 6X12 ACTUAL AREA 28.5:3 28.51 CRUSH LOAD-LBS 64300 110400 COMP. STR.-psi 2250 3870 H/D CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 3000 DISTRIBUTION: CARDO~ MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD coNfORMS· 31356 () 0 0 HOLD 0 0 0 t) 0 0 COPIES: 3 (As requested)· A7Y F. BELFAST, P.E. C 40333 ~ON FORMS D DOES NOT CONFORM 0 0 0 Highland Testing Laboratory, Inc. 1832 Commercenter Circle. Suite A San Bernai;<.lino. CA 92408 714/884,-0'839 d''. Highland Testing Laboratory, Inc. 68-703 Perez Rel'. S41te l 0 . Cathedral City, CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 REPORT OF CONCRETE TESTS PROJECT: ADDRESS: RESEARCH CENTER PLAZA RUTHERFORD & PASCAL, CARLSBAD PROJ. NO.: DATE: 7849 11/12/87 CONTRACTOR: ARCHITECT: BUILDING PERMIT NO. 86-324-2 ENGINEER: LOCATION IN STRUCTURE: PANEL# S-10 CONCRETE SUPPLIER: CMT PLANT NO.: 70 TICKET NO.: 54'3513 MIXNO.: C517CW04 TYPE OF CEMENT: II ADMIXTURE: lrJRDA79 SLUMP-IN.: 6 CONCRETE TEMP: N/A AIR TEMP: NIA MIXING Tll\,1E-MINS.: 39 SPECIMENS MADE BY· . -. J WOOLF DATE MADE· FIELDI.D. LABI.D. 31357 31358 AGE-DAYS 7 28 DATE TESTED 10/21/87 11/11/87 NO,-ii. SIZE-IN. 6X12 6X12 ACTUAL AREA 28.53 28.51 C RUSH LOAD-LBS 64700 109400 COMP. STR.-psi 2270 3840 H/D CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 3000 DISTRIBUTION: CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD COI\IFORMS WATER ADDED: 10 10/14/87 DATE RECEIVED AT LAB· 1()/iC:-/P,7 31359 0 () 0 HOLD 0 0 0 0 0 0 COPIES: 3 (As.rear.tested) ANTHONY F. BELFAST, P.E. C 40333 ~ONFORMS D DOES NOT CONFORM 0 0 0 Highland Testing Laboratory, Inc. .1832 Commercenter Circle. Suite A San Bernardino. CA 92408 714/884-6839 Highland Testing Laboratory, Inc. 68-703 Perez Rd. Suite 10 (athedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS PROJECT: ADDRESS: CONTRACTOR: RESEARCH CENTER PLAZA RUTHERFORD 8.· PASCAL, CARLSBAD ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL N-5 CONCRETE _SUPPLIER: CMT MIX NO.: C51 7CW04 SLUMP-IN.: 5 MIXING TIME-MINS.: N/A PLANT NO.: 70 TYPE OF CEMENT: I I CONCRETE TEMP: J\1/A Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 PROJ. NO.: 7849 DATE: 10/22/87 BUILDING PERMIT NO. 86-324-2 TICKET NO.: 548685 ADMIXTURE: WRDA79 AIRTEMP: N/A WATER ADDED: 15 SPECIMENS MADE BY: J. WOOLF DATE MADE: 1 O / 14 / $ 7 DATE RECEIVED AT LAB: 10/ 15/ 87 FIELD I.D. LABI.D. 31351 AGE-DAYS 7 0 0 0 0 0 DATE TESTED 10/21/87 NOM. SIZE-IN. 6X12 ACTUAL AREA 28.53 CRUSH LOAD-LBS 68200 0 0 0 Ci 0 COMP. STR.-psi -2390 ·o 0 0 0 0 H/D CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 3(H)() COPIES: 3 (As requested) DISTRIBUTION: CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD ANTHONY F. BELFAST, P.E. C 40333 D CONFORMS D DOES NOT CONFORM Highland Testing Laboratory, Inc. 1832 Commercenter Circle. Suite A San Bernardino. CA 92408 714/884-6839 Highland Testing Laboratory, Inc. 68-703 Perez Rd.. Suite 10 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine, CA 92718 714/951-8686 2 I 3/630-8032 REPORT OF CONCRETE TESTS .P!,OJECT~ ADDRESS: RESEARCH CENTER PLAZA. RUTHERFORD & PASCAL, CARLSBAD CONTRACTOR: ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL# M4 CONCRETE SUPPLIER: CMT PLANT NO.: 70 MIXNO.: C517CW04 TYPE OF CEMENT: II SLUMP-IN.: 5.5 CONCRETE TEMP: NIA MIXING TIME-MiNS.: 36 Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd.. Suite 104 Calabasas. CA 91302 818/888-4994 PROJ. NO.: 7849 DATE: 10/22/87 BUILDING PERMIT NO. 86-324-2 TICKET NO.: 548958 ADMIXTURE: WRDA7'3 AIRTEMP: NIA WATER ADDED: 15 SPECIMENS MADE BY: J. WOOLF DATE MADE: 10/14/87 DATE RECEIVED AT LAB: 10115187 FIELD I.D. LABI.D. 31354 AGE-DAYS 7 0 0 0 0 0 DATE TESTED 10/21/87 NOM. SIZE-IN. 6X12 ACTUAL AREA 28.53 CRUSH LOAD---LBS 64300 0 0 0 0 (I COMP. STR.-psi 2250 0 0 0 0 0 H/D CORR. FACTOR CORR. STR.-psi SPEC. STA. -psi 3000 COPIES: 3 (As requested) DISTRIBUTION: CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD ANTHONY F. BELFAST, P.E. C 40333 . 0 CONF08MS D DOES NOT CONFORM Highland Testing Laboratory, Inc. 1832 Commercenter Circle. Suite A San Bernardino. CA 92408 714/884-6839 Highland Testing Laboratory, Inc. 68-703 Perez Rd. Suite I 0 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS P~QJECT:· RESEARCH GENTER PLAZA ADDRESS: RUTHERFORD & PASCAL, CARLSBAD .CONTRACTOR: ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL# S-10 CONCRETE SUPPLIER: MIXNO.: SLUMP-IN.: MIXING TIME-MINS.: CMT C517CW04 6 PLANT NO.: 70 TYPE OF CEMENT: I I CONCRETE TEMP: N/A Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 PROJ. NO.: 7849 DATE: 10/2i:2/87 BUILDING PERMIT NO. 86-324-2 TICKET NO.: 549513 ADMIXTURE: WRDA79 AIRTEMP: NIA WATER ADDED: 1 (I SPECIMENS MADE BY: -J. WOOLF DATE MADE: 10/ 14/87 DATE RECEIVED AT LAB: H>/ 15/87 FIELD I.D. LABI.D. 31357 AGE-DAYS 7 0 DATE TESTED 10/21/87 NOM. SIZE-IN. 6X12 ACTUAL AREA 28.53 CRUSH LOAD-LBS 6L~700 0 COMP. STR.-psi 2270 (I H/D CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 3000 DISTRIBUTION: CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD 0 0 0 0 0 0 (' _, 0 0 0 0 0 COPIES: 3 (As requested) ANTHONY F. BELFAST, P.E. C 40333 D CONFORMS D DOES NOT CONFORM . REGISTERED INSPECTOR'S WEEKLY REPORT COVERIN<, WORK PERFORMED PU!!ll~f'61'18E8 CONCRETE WHICH REQUIRED APPROVAL D PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF D REINFORCED MASONRY , JOB ADDRESS SOURCE OR MFGR. CON$1'RUCTIQN LABOR"TOBIES 6455 NANCY RIDGE DRIVE, SUITE 200 SANDIEGO,.CA92121 ' (619) 5.87-0250 . -7,1/.-:_-. D STRUCT. STEEL ASSEMBLY D REINFORCED GYPSU}.1 ,d GL\JE·LAM: FABRICATION i:;J OTHER · D PILE DRIVING . 'FOR WEEK ENDIN~' 10-17 JOB NO. , INSP'N. PATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK-REJECTED, JOB PROBLEMS,· PROGRESS, REMARKS; ETC. Includes information about· amounts of mate.rial placed or work performed; number, type, and iden'tify,nu11Jqers of test samples taken; structural connections (welds made, h.t. ,bolts torqued) checked; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNl-ESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA- TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. \• ' ~ ~-~·;t'~ \, ,r,. "l~,.&/'~~.-}::~.,._,.-·~ ,n:--,~:,.,-~ ll 1; + ~ '"\ ;; .,.,_. ...... - FINAL BUILDING INSPECTION --·~~----,-:.~-~---~ -... ,.~·· -!'"' PLAN CHECK NUMBER: DATE: _ --.---PROJECT NAME: _____ C_D_r'_d_h_1_fi_Vi_e_a_d~o_1.11_s_D_e_v __ ~~---'--e-----'---'------- ADDRESS: 2232-2234-2236 R.utherford Rd,, PROJECT NO.: ________ ·UNIT NUMBER: -~---~--PHASE NO.: -------~ TYPE OF UNIT: _,__ ____ S_h-'-e_l_f _B_' t_cl~g'--#_2 __ NUMBER OF UNITS: CONTACT PERSON-· ____ fu_ii_k_e_t_te_1_n~p_$ ______ -,-------,-,----,,---,----~~-'-"'---~ CONTACT TELEPHONE: ___ 58_7_-_()_0_7_3 __________ ~----------____,,. all dept INSPECTE°A,1~/ /J , , BY: -~~~ INSPECTED !3Y: ___ ~------ INSPECTED BY: , . -DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: APPROVED DISAPPROVED '-. ~~ APPROVED . DISAPPROVED -,---c-~- APPROV.ED ----,-DISAPPROVED -i--,-'--'-- , ,.1'" COMMENTS: --------------------~--~---,-'-,,---~--~ \ Rev. 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Pl11,nn'ing GOLD: Fire . . ,,_ ,,:,,...,, / • I ; "I I j .. '--. .' ... , ' -'... . .~. FINAL BUILDING INSPECTION " .... ,..,.,,PV,:N C_tlECK NUMBER: --PROJECT NAME: _____ C_o_r_d_f_n_t.11_,E_~_d_'Q_W_t._' _0_:1_v __________________ _ ADDRESS: ______ a_2_.3_2_ ... _2_2_3_;_-_2_2_3G __ fl_Ftu_ti_1"'_/:l,r_i_o_r_d_F_{o_·1_. ------------'-~ PROJECT NO.: _______ UNIT NUMBER: _______ PHASE NO.: --------,-- TYPE OF UNIT: ____ S_~h_e_f_l _f3~~f_d_,,,9'---iJ2 __ NUMBER OF UNITS: -~.;:;.~--· -- CONTACTPERSON~·----~~_1f_k_o_}f_~_iilp'._,_~_· --------------~------- CONTACTTELEPHONE:. ___ 5_3_'1 .. _0_0_7_3 _________ ~--------~--- ~rCTE~ INSPECTED BY: _________ _ INSPECTED BY: _________ _ DATE L7 ,,-:-/, . ./""' INSPECTED: 7-f 7 -rt ,; , APPROVED ......,,,,L.-/'::___ DISAPPROVED --- DATE INSPECTED: DATE INSPECTED: -l} ; ,I APPROVED __ _ DISAPPROVED __ _ APPROVED DISAPPROVED __ _ -----. ,-----COMMENTS: __ --_-_--_· ·_·_· -----------------------_-_---_---_··_· _---_--_--__ --_---_-_~--_-_---_-_··_---------·--- Y,, Rev. 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire ~..-: i· .. · ·--- ·. PLAN CHECK NUMBER: FINAL BUILDING INSPECTION '. DATE: -" . ~~· ' ' .~· PROJECT NAME: _____ C_,:,_r_o_·t_n_~._!c._:.G1_d_o_'1_~_s_D_Fl_V __________________ _ 2232-2231, ... 2236 rtuthot"ford Rd,. ADDRESS: ----------------------------------- PROJECT NO.: ________ UNIT NUMBER: ________ PHASE NO.: _______ _ TYPE OF UNIT: _____ S_h_kii_U_' _!3_1_d-=!3_~_2 __ NUMBER OF UNITS: CONTACTPERSON~· ____ :_H_k_~_·_f~_o_._n~p-~ ______________________ _ CONTACTTELEPHONE·~ __ 5_:.l7_-_0_0_7_3 _____________________ _ an <lept INSPECTED DATE / BY: INSPECTED:, APPROVED DISAPPROVED ~t<;PECTED ~ DATE ~ INSPECTED: · APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS:---------------------------------- ;-: ·' ''!, ...... r' Rev. 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire \ . FINAL BUILDING INSPECTION · "PLAN Cl1ECK NUMBER: 86-324-3_ DATE: 7-20-~ ,. PROJECT NAME: _____ C_a_r_d_h_,_n_ui_e_a_d_o_w_s_D_e_v_~---------~---~~··--·-' - ADDRESS: ______ 22_3_2_-_2_2_34_-_2_2_3_6_f1_~_u_th_e_r_ti_o_rd_R_d_. ---~-----~-----,- PROJECT NO.: ________ ~NIT NUMBER: ~------PHASE NO.: TYPE OF UNIT: Shell Bldg #2 NUMBER OF UNITS: CONTACT PERSON~: ____ rA_i_k_e_H_e_m~p_e ___ ~~--------------~--- CONTACT TELEPHONE.·~ __ 5_3-'-7_-_0_07_3 ___ ~-----------+---~-----'---'--,- all dept INSPECTED ~ ~~TiECTED: JUL. 2 1 198P BY: INSPECTED. DATE BY: INSPECTED: INSPECTED DATE BY: INSPECTED: QQfta Real Motlictpaf Water District COMMENTS: . Engineering Department . (619) 438-3367 ,.,. / APPROVED APPROVED APPROVED .;, / DISAPPROVED DISAPPROVED DISAPPROVED · ·cosrA REAL MUNICIPAL WATER ·o,sTRlCT ·Rev. 1/86 1 WHITE: Suspense BLUE: W;ter District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire --~ - " . \ ,:--j,,,-,,, •• ,,wi>.;j:'-':.~·i:,,":"'."':" ,,,, '-, .• ',¼'"•~<'.'·. ,:·,-:'.-;:._,,,_,, .• :,~, ,, -•.. " , ,._ .•. L .. ,,,-::J. -,.-,,,.,·., ,,, .. ,-.~ .-,--~--~l ~ , l'-w'-~-f•\.r"~.c-4*~·,~..:\:A.f,,;.~,, ... ~a"'l¾\\.';r~ .. lf~k~),...~~~:;1.if..'i,•('~"t&--'1~~"1..-.'i.jt ,~ .• ¥.,.P;;,~{~,,%,,r·~~,. .• n.-r; /':Jr:5..--.~t,',r, iv,i.:,.:.,{;1 .:t~;> .. /.-~~~--;-\~~~ "\--=. ;:·,,~<:~,/~~\.:_, :·~ ~~1 --, .~,; •• ,-··; • • I.;:. ' ' • ~ : · . . .. " . , . . FINAL BUILDING. INSPECTION ~. . . · . PLAN CHECK NUMBER: _-~· 8_6_.,.._3_2_ti-_~-------,-~---~-DATE: \ '~ PROJECT NAME: ____ c-'-_a:_,.._d_l_n_f.,_1e_e_d_o_w_s_D_e_v~-----------~"'-'-~~-- ADDREss: --~--2-'--2_3--f,~~2-_ i-'-a_4-_2,,__3_6_R_. U_t-'h_er_f,_o_r<:i_f_td_, __ ~"--~----'~--~.:..,_~ PR9JECT NO.: -'--~--'-------UNIT NUMBER: --~----PHASE NO.: ______ _ . TYPE· OF UN!T: ____ S_h_e_l_f _B_l_d=g_#2 __ NUMBER OF UN.ITS:' CONTACT PERSON~: ____ f.f_d_k_e~_H_e_m~@ __ · ___________________ ---,---'--,_ CONT-ACT TELEPHONE:, ___ 5_3_7_..-0_Q-'--7_3------------'--~~~---'-----'---'----- aU dept .INSPECfED BY:---------- .. INSPECTED BY:------.--~---~ IN$P~CJED BY: ___ ~-'-'-__, _ __, __ DATE INSPECTED: ·DATE INSPEQT:ED, APPROVED __ _ DISAPPROVED ---'-~- APPROVED .-~~ DISAPPRQVED ~-e-'--- COMMENTS: ~---~----'-----'--'------------~----,-----,----,-'--- Rev. 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire REG·ISTERED INSPECTOR~S WEEKLY REPORT COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL D PRE-STRESSED CONCRETE BYTHESPECIAL INSPECT.OR OF D REINFORCED MASONRY SOURCE OR MFGR. 0 STRl,JCT. STEEL ASSl;:M'BL Y 0 REINFORCED GYf'SUM D PILE DRIVING · n 9LlJE-LAM. FABR.iCAT_ION JB'QTHER . . FOR WEEK '!=NDING iNSP'N: DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK.REJECTED, JO$ PROBLEMS, PROG_RESS, REMARKS, ETC.'. Includes information about· amounts of material placed or work performed; number, type, a,nd identify·numbers·gf'test samples-taken; structural connections (welds made, h.t. bolts torqued)·checked; ete:. CERTIFICATION OF COMPLIAl'IICE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE . REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THiSWORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA· . TI0NS, & APPLICABLE SECTIONS OF THE AGENC¥ REQUIREMENTS. _1~:, I I , . .,,. • IRVINE-(714r951·8686 lrvine..Soils.Er.ig~ring, Inc. lr.vin'tn3eotechnical Consu~nts, ln9. . / _SAN DIEG0-(619)587-d,250. FI ELD. M EM Q , I' · · San Diego Soils Engineeril}Q, Inc. _ · _ _ . -· San Diego Geotechnical C_g.!)sCiltants, Inc. . .. . .. --- • -~- .. -.ft". . . . -dfE,. SAN BERNARDl~(T1'4) 8'84·8828 ,, . Highland Soils-Engineering, Inc. · Highland·Geotechnical.Consultants, l~c. CALABASAS -(818) 888·4994 Coastal Valley-Soils Engineering, ln.c: · Co_.i_stal Valley Geotechnical Consultants, Inc . --· . . . . . /._, Proj-ect Location: --~~'f"-"".e"--·.' --Le.,.=oc.c;_z~:,'--'-, .-"-,..#.-1'=,~"'"""'c.=---.z--T·ract No~:dfil-1'::.._·: ----,.-~--,- Grading 'penTlit No: Lo-t No. ___ ~--'- } . '",, . w/ 7 ;:~ Ii:rC _ 5:7'&:~ .· OIH&i/20 . _ .. , . :;lt;ip.VI fr:,,P /41A Jt , " _...,,! • .,,. . . ,,,:.,~ ':" ,, . . . ..:. ''1.:· ~· . I l ,, l ENGINEERING FILE• WHITE FIHD·FILE.e}l;LLOW JOB-SUPERINTENDENT• PINK ' \ -REGISTERED 11\tSPECTOR'S WEEKLY REPORT CONSTRUCTION LAEmlfl;o."!:u ES 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA 92121 COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY STRUCT. STEEL ASS EMBLY 0 REINFORCED GYPSUM 0 PILE DRIVING (619) 587-0250 0 GLUE-LAM. FABRICATION .' 0 OTHER 'FOR WEEK ENDING ::z::7~ 5 JOB NO, INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTEQ, JOB PROBLEMS, PROGRESS, REMARKS, ETC, Includes information about -amounts of material placed or work performed; number, type, and i_dentify numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNL!::SS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA- TIONS, & APPL,.ICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIGNA ///4~~7 ;, DATEiiJ'F RE REGISTER NUMBER 196'_ .REGIS=J"ERED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL· INSPECTOR OF O REINFORCED. MASONRY SOURCE OR MFGR. . .,, ~ CONSTRUCTION LABORA1.0RIES 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA 92121 (619) 587 ·0250 TRUCT. STEEL ASSEMBLY · f' 0 GLUE·LAM. FABRICA:ION 0 R INFORCED GYPSUM ?ftC O OTHER 0 PILE DRIVING INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JbB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amount$' of materiatplaced or work performed; number, type, and identify numbers of test samples taken; structural connections (welds 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 COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. DATE OF REPORT REGISTERED INSPECTOR tJ ---2-11= REGISTER NUMBER REGISTERE.D INSPECTOR'S WE.EKLY REPORT COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY SOURCE OR .MFGR. CONSTRUCTION LA-00.RATORIES 6455 NANCY RIDGE'DRIVE, SUITE 200 SAN DIEGO, CA 92121 (619) 587·0250 0 STRUCT. STEEL ASSEMBLY 0 REINFORCED GYPSUM". ' O.PILE DRIVING 0 9LUE-LAM. FP,.BRICATION .' JB'OTHER , FOR WEEK . ENDING INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amounts of material placed or work performed; number, type, and Identify numbers of test samples taken; structural connections (welds 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 COMPLY WITH THE APPROVED PLANS SPEC I FICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. SIG NAT E OF REGISTERED INSPECT Z,3 -~f-89 ·vJ~s-- DATE OFRORT REGISTER NUMBER ·REGISTERED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL lJ PRE-STRESSED CONCRETE BY THE "SPECIAL INSPECTOR OF O REINFORCED MASONRY . . ~ · CONSTRUCTION LABORA'TORIES · 6455 NANCY RIDG.E DRIVE, SUITE 200 . SAN DIEGO, CA 92121 -# 619) 587-0250 -7c ~ STRUCT. STEEL ASSEMBLY O GLUE-LAM. FABRICATION 0 REINFORCED GYPSUM . 0 OTH~R G PILE DRIVING /96' CONTRACT NO. INSP'N, DATE LOCATIONS OF WORK INSPECTED,.TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBL~MS, PROGRESS, REMARKS, ETC. Includes information about· amounts of material placed or work performed; number, type, and ic;lentify numbers of test samples taken; structural connections (welds made, h.t. bolts tmqued) checked; etc. CERTIFICATION OF COMPLIANGE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE Ai;:!OVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND TH IS WORK TO COMPLY WITH THE APPROVED PLANS SPEC I FICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. .,--------·-....,___ '.j • _a/GNATURE:"OF AEGJSIEREE> NSPECTOR / / . 9:-<>.:;.t M Z:: / DATE OF REPORT REGISTER NUMBER · REGISTERED INSPECTOR'S WEEKLY REPORT . . CONST.RUCTION L.ABORATORIES . 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA 92121 ,rfr (619) 587-0250 -:+-4-\ COVERING WORK PERFORMED O REINFORCED CONCRETE )!,l STRUCT. STEEL ASSEMBLY. 0 GLUE·LAM.·FABRICATION D OTHER WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE O REINFORCED GYPSUM. BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY O PILE DRIVING FOR WEEK A_ •OL7 ENDING fit/~ Z 9 /Tf?,, 19 JOB NO. CONTR. DOING REPORTED WORK .,/-'.;'N' A!! ~.,,,.,,.,,~. LAB RECEIVING & TESTING CONSTR. MATL SAMPLES CONTRACT NO. INSP'N. DATE LOCATIQNS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about· amounts of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPEC'TED 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. ·REGISTERED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED O REINFORCED CONCRETE WHICH REQUIRED APPROVAL O PRE-STRESSED CONCRETE BY THE SPECIAL INSPECTOR OF O REINFORCED MASONRY SOURCE OR MFGR. . CONSTRUCTION CABORATORIES · 6455 NANCY RIDGE DRIVE, SUITE 200 SAN DIEGO, CA 92121 (619) 587-0250 -:{ [] STRUCT. STEEL ASSEMBLY O ,GLUE-LAM. FABRICATION 0 REINFORCED GYPSUM .' iJ! OTHER . 0 PILE DRIVING /M ,FOR WEEK ENDING W<!. INSP'N. DATE LOCATIONS O_F WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Includes information about -amounts of material placed or work perfor,med; number, type, and identify numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. · ~lo 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, & APf:'LICABLE SECTIONS OF THE AGENCY REQUIREMENTS. 10 ~-£--r w:i.s-r DATEOFEPORT REGISTER NUMBER Highia'nd Testing Laboratory, Inc. 1832 C0mmercenter Circle. Suite A San Berna,;dino, CA 92408 714/8Jf6839 Highland Testing Laboratory, Inc. 68-703 Perez Rd. Suite 10 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 Construction Laboratories 6455 Nanc.y Ridge {)rive. Suite 200 -San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas, CA 91302 818/888-4994 REPORT OF CONCRETE TESTS PROJECT: ADDRESS: RESEARCH CENTER PLAZA RUTHERFORD & PASCAL, CARLSBAD PROJ. NO.: DATE: 7849 11/12/87 CONTRACTOR: ARCHITECT: BUILDING PERMIT NO. 86-324-2 ENGINEER: LOCATION IN STRUCTURE: PANEL# S-10 CONCRETE SUPPLIER: CMT PLANT NO.: 70 TICKET NO.: 549513 MIXNO.: C517CW04 TYPE OF CEMENT: II ADMIXTURE: WRDA79 SLUMP-IN.: b CONCRETE TEMP: NIA AIRTEMP: N/A MIXING TIME-MINS.: 39 SPECIMENS MADE BY· . -J WOOLF DATE MADE· FIELD I.D. LABI.D. 31357 3135$ AGE-DAYS 7 28 ·DATE TESTED 10/21/87 11/11/87 NOM. SIZE-IN. 6X12 6X12 ACTUAL AREA 28.53 28. !51 CRUSH LOAD-LBS 64700 109400 COMP. STR.-psi 2270 3840 H/D CORR. FACTOR CORR. STR.-psi SPEC. STR. '-psi 3000 DISTRIBUTION: CARDON MEADOWS DEVELOPMENT OD. (2) CITY OF CARLSBAD CONFORMS WATER ADDED: 10 10/14/87 1()/1c:;/P.7 . . DATE RECEIVED AT LAB· 31359 0 (l 0 HOLD 0 0 0 0 (l 0 . COPIES: 3 <As reouested) ANTHONY F. BELFAST, P.E. C 40333 ~ONFORMS D DOES NOT CONFORM 0 0 0 • If! 1_!lighland Tt:sting Laboratory, Inc. 1832 G:ommercenter Circ;le. Suite A San Bernardino. CA 92408 714/884-6831/ Highland Testing Laboratory, Inc. 68-703 Perez Rd.. Suite I 0 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS PROJECT: RESEARCH CENTER PLAZA ADORES~ RUTHERFORD & PASCAL, CARLSBAD CONTRACTOR: ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL# N-2 CONCRETE SUPPLIER: CMT PLANT NO.: MIXNO.:· C517CW04 TYPE OF CEMENT: SLUMP....IN.: NIA CONCRETE TEMP: MIXING TIME-MINS.: N/A NIA I/II N/A Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd.. Suite 104 Calabasas. CA 91302 818/888-4994 RECEIVF.D NOV 2 3 1987 GARDON MEADOW~ PROJ. NO.: 7849 DATE: 11 / 12/87 BUILDING PERMIT NO. 86-324-2 TICKET NO.: 00653CL ADMIXTURE: WRDA79 AIRTEMP: NIA WATER ADDED: NIA SPECIMENS MADE BY: CONTRACTOR DATE MADE: 10/(19/87 DATE RECEIVED AT LAB: 10/10/87 FIELDI.D. LABI.D. 31372 AGE-DAYS 28 0 0 0 0 0 DATE TESTED 11/06/87 NOM. SIZE-IN. 6X12 ACTUAL AREA 28.44 CRUSH LOAD-LBS 97800 0 0 0 0 0 COMP. STR.-psi 3440 0 0 0 0 0 H/0 CORR. FACTOR CORR. STR.-psi -- SPEC. STR. -psi 1=:000 COPIES: 3 (As reqllested) DISTRIBUTION: - CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD ANTHONY F. BELFAST, P.E. C 40333 / ~ONFORMS D DOES NOT CONFORM Highland 1:esting Laboratory, Inc. 1832 "Commercenter Circie. Suite A San Bernardino. CA 92408 714/884-6839 Highland Testing Laboratory, Inc. 68-703 Perez RlL Suite 10 Cathedral City. (A 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. lrvine. CA 92718 714/951-8686 213/630-8032 REPO~T OF CONCRETE TESTS Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory · 23875 Ventura Blvd. Suite 104 Calabasas.. CA 91302 818/888-4994 PROJECT: RESEARCH CENTER PLAZA PROJ. NO.: 7Bii,9 DATE: Ol::"l/ 31 /87 ADORES& RUTHERFORD & PASCAL, CARLSBAD CONTRACTOR: BUILDING PERMIT NO. 86-324II ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL 83 &· f.12 CONCRETE SUPPLIER: Cf-~L· MAT MIX NO.: C51 7Cl.,\l()L1, SLUMP-IN.: 6 .. 5 MIXING TIME--MINS.: i 05 SPECIMENS MADE BY: H.. PROO FIELD I.D. LABI.D. 300GB AGE-DAYS. 7 DATE TESTED 08/2-Li,/87 NOM. SIZE-IN. 6¼12 ACTUAL AREA 28 .. 40 CRUSH LOAD-LBS 7,33()() COMP. STR.-psi 2580 H/D CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi E:500 DISTRIBUTION: .PLANT NO.: OCEr=ii\iS I DE TICKET NO.: 5054·i~5 n'PE OF CEMENT: PORT ADMIXTURE: l,mDf.Y7':~ CONCRETETEMP: N/A AIRTEMP: l\1/A WATER ADDED: 20 DATE MADE: 08/ 17 /B7 DATE BECEIV.ED.AT LAB: 08/ 1 '9/ 87 0 0 0 0 0 0 0 0 Q,-0 0 0 , COPIES: 3 (As reqt.testecl) CARDON MEADOWS DEVELOPMENT CO. (2) t'..(.JNSTt~u,crrl:iOl\!ttL qBQHATORIES./ II\IC. nespec ,ul y Su mt ea,· CITY OF CARLSBAD ANTHONY F. BELFAST, P.E. C 40333 ·o .. ,.- 0 0 0 CONFORMS D Does NoT coNFO_RM i-::: .\ , 7 ·..-: n R ~ r-,... RECEIVED, t;r-P ; 10~n SEP 4 1987 ,. t (' Ii pr,f'l~.t ~ ':r,: ,\ .-.()IA/~ ~ Highland Testing.Laboratory, Inc. 1832 "ccimmercenter Circle. Suite A San Bernardino. CA 92408 714/884-6839 Highland Testing Laboratory, inc. 68-703 Perez Rd. Suite 10 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS PROJECT: RESEARCH CENTER PLAZA ADDRESS: RUTHERFORD & PASCAL, CARLSBAD CONTRACTOR: ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL N-5 CONCRETE SUPPLIER: CMT MIX NO.: C51 7CW04 SLUMP-IN.: 5 MIXING TIME-MINS.: N/A PLANT NO.: 70 TYPE OF CEMENT: I I CONCRETE T~MP: N/A Construction Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 RJ'.=('W::l"CD NOV 2 1987 CAHUVl't Mt:AUUWS PROJ. NO.: 7849 DATE: 10/22/87 BUILDING PERMIT NO. 86-324-2 TICKET NO.: 5486B5 ADMIXTURE: WRDA7'3 AIRTEMP: N/A WATER ADDED: l 5 SPECIMENSMADEBY: J. WOOLF DATEMADE: 10/14/B7 DATE RECEIVED AT LAB: 10/ 15/ 87 FIELDI.D. LABI.D. 31351 AGE-DAYS 7 0 0 0 0 0 DATE TESTED 10/21/87 NOM. SIZE-IN. 6X12 ACTUAL AREA 28.53 CRUSH LOAD-LBS 68200 0 0 0 () 0 COMP. STR.-psi 2390 0 0 0 0 0 H/D CORR. FACTOR CORR. STR.-psi SPEC. STR. -psi 3000 COPIES: 3 ( As requested ) DISTRIBUTION: CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD CrQ~!~Y:s~'lttEki~BORATORIES, INC. ANTHONY F. BELFAST, P.E. C 40333 D CONFORMS D DOES NOT CONFORM High~landTii!sting Laboratory, Inc. 1832 l'. .11nertcnter Circle. Suite A San nar&itm. CA 92408 714/884··6839 Highland Testing Laboratory, Inc. 68-703 Perez Rd .. Suite 10 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine, CA92718 ' 714/951-8686 213/630-8032 REPORT OF CONCRETE TESTS Cont,tructio,n Laboratories 6455 Nancy Ridge Drive. Suite 200 San Diego. CA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd. Suite 104 Calabasas. CA 91302 818/888-4994 PROJECT: ADDRESS: RESEf~RCH CENTER Pi...f.'.:!ZA RUTHERFORD & PASCAL, CARLSBAD PROJ. NO.: 784-9 DATE: 08/.31 /87 CONTRACTOR: BUILDING PERMIT NO. 86-324II ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL N5 CONCRETE SUPPLIER: C1'.:!L M(-H ·MIX NO.: C5 j, 7Cl,JOL1- SLUMP-IN.: 5 MIXING TIME-MrNS.: 7 SPECIMENS MADE BY: H. PROO FIELD I.D. LABI.O. 30065 AGE-DAYS 7 DATE TESTED ()8/t~~i.1,/87 NOM. SIZE-IN. 6X12 ACTUAL AREA· 28. iH) CRUSH LOAD-LBS 77100 COMP. STR.-"psi i:::710 H/0 CORR. -FACTOR CORR. STR.-psi SPEC. STR. -psi f.:500 DISTRIBUTION:. PLANT NO.: OCEr=!NS I DE: TICKET NO.: TYPE OF CEMENT: POHT CONCRETE.TEMP: l\i/rl ADMIXTURE: AIR TEMP: WATER ADDED: 50557L1- L•Jfm(.'iJ9 NIA 7 DATE MADE: 08/ 17 /87 DATE RECEIVED AT LAB: 08/ 1 '::U B7 0 i) 0 0 0 0 0 0 o_-0 (l 0 COPIES: 3 (1::is requested) CARDON MEADOWS DEVELOPMENT CO. (2) CITY OF CARLSBAD ANTHONY F. BELFAST, P.E. C 40333 :o CONFORMS D DOES NOT CONFORM ·o \. .. :• 0 0 Highlan<!-T.,esting Laboratory, Inc. 1832 c,Jiii11~"!tenter Circle. ·Suite A San Bt:rnardirr.o. CA 92408 7-14/884-6839 Highland Testing Laboratory, Inc. 68-703 Perez Rd. Suite 10 Cathedral City. CA 92234 619/328-2322 Irvine Testing Laboratory, Inc. 15 Mason. Irvine. CA 92718 714/951 ~8686 2 !J/630-8032 REPORT OF CONCR~TE TESTS ConstructiQn Laboratories 6455 Nancy Ridge Drive, Suite 200 San Diego. tA 92121 619/587-0250 Coastal Valley Construction Laboratory 23875 Ventura Blvd, Suite 104 Calabasas. CA 91302 818/888-4994 PROJECT: ADDRESS: RESEARCH CENTER PLAZA RUTHERFORD & PASCAL, CARLSBAD PROJ. NO.: 7E:Vt-9 DATE: Ol::1/:31/87 CONTRACTOR: BUILDING PERMIT NO. 86-324II ARCHITECT: ENGINEER: LOCATION IN STRUCTURE: PANEL 83 8.· S•::, ' '- CONCRETE SUPPLIER: CAL MAT PLANT NO.: ocr;::r~N$IDE TICKET NO.: 5(>5Li-i:':.::5 MIXNO'.: C517Cl,Kl4 n·PE OF CEMENT-: POFH ADMIXTURE: l,JF:Df.~\79 SLUMP-IN.: 6 .. ·5 CONCRETE,l'EMP: N/1'.:J AIR TEMP: N/A MIXING TIME-MINS.: i05 WATER ADDED: 2() SPEPIMENS MADE BY: H. PROO DATE MADE: 08/17/f.17 DATE RECEIVED AT LAB: 08/1 ~=:J/87 FIELD I.D. ) LAB 1.0. 300&8 --- AGE-DAYS 7 0 0 0 0 ·o DATE TESTED· 08/2L1./87 NOM. SIZE;....IN. 6X12 .. -·· ACTUAL AREA 28.40 CRUSH LOAD-LBS 7,-:-~3()() Q 0 0 0 0 COMP. STR.-psi 2580 n -. --·~ (l 0 0 0 H/D CORR. FACTOR CORR. STR.-psi ·SPEC. STA. -psi f:500 COPIES: 3 (As requested) DISTRIBUTION: CA RDf.JN MEADOl.-JS DE'.JEL.O PMENT CD" ( i:2) CITY t.JF CARLSBAD COJ\1!3T l~t,1,c1s· I,f)l'ltt L_F-!BC) RATOR I ES., I NC. Respectt:u y uum1 eo, ANTHONY F. BELFAST, P.E. C 40333 D CONFORMS D DOES NOT CONFORM .. POOR .. · .QUALITY· . ·· . . · · O·RIGINAL S t . • . . .. 1, __ ,l,:..E I•, J u L 1 LIL ::, :., .• '-"-\ l ,. . l , I k f· , l I I'_ .. l fJ l I iJ' I I L • ~' ~-Ii 11 :.-_ • , r H 'J -'--' I ' imber Plndl-!<;:~ In.i;p~tion, Inc, hereby ~ertifies that d\e prQ4uc~ ldertti:-'' . , .. : .......... ~. __ ·, --. . .. ·.. . -' . . . . .· ,, . . ~-~ . ' .. ,:,,··,: ·A.-;~-~·~--.~-~--~·~·\.:·::-/;.:·~-. :<.:·_. GOLD SEAL Standard of Excellence-· • C9ntinuous nilrl~ ··or llqui~ to liquid adhe$1ve. Ad~ve$ comply with ASTM D 2559-82_. • Mem~ croS!-&ection a~ -moistlu'e oont.ent. 12% rnanmutn. a Proof I<>*d T~~n io~. • CmiRed Ten$ii>n graded lwnber to AITC 302 ~fJCation. . • Lumber 100% ~ by a tr.Ider ~ ~ tJ-.,. '('CV\. fied below ai1d on atta.ched .sheets NosJ,..,of 1.oare nfatk~ with tJ1e · Official Mark of Tirnhu Products Inspection, Inc. fl'P) and were manuractµred JOB NAME; Research Ctr ... ._. JOS LOCATION: Carlsbad" CA _ ' · · -........-.... d • J 1 ..... •."i:;.)', , ... 1602 ' 9-17-1!7 ... ,,,.., ..... 5363? CU.STOMEll ORDER no.:=-·--...: DA'fE: --MFQR. ORD!R NOJ----=--~- OROER SPECIFICATION& ~ -"" 2 40 0 .. ~~--------·~-.---....... ...,-r------........... -. . .. , .•• ,.. ; '. 't"t'. . I, I ~ _ 82. ~lul~ .aeams/t._nustri,,a.1 " ·, ... ,,r ·'' w _ ,.·~.''. r, .~ ... •,,:• ·~·"..·f·' ., ~ .. ,, EK.terior . . ,:7- ~ · ..... . ~ ·,· '., . ~~-<ddk'r -_/ \ ' ' • ~ ' t, ' nttt.9¢ In~pe~t.o:(._;___ t"imbtt ~ ~~ -~ ·,; '°'=' • • • • .. '·' ,, ,.~ ... 11,',' ! '• ··~. :t.l. ~··· ,• .. ,:IJl,~~-.-..t. • ~ Om 1L22/88_ -......,Portiand. ~--· : .• -~~-----'7. __ :/t~_;_.·_···.··i~; ~:. : Timber Produ(b ln~~tioot h,c., an APP ., . , ~D ~CE AGENCY NER #275 fsu~rsedin,Z lCBO M50f; or. , ted.: 94>. · hereby ~ertlfles that said company at ltf said pl~·~-r i~~ ~her . Product.1 f n.;pection, Inc. to u~ the TP Mam. fb: ~9" . . i ' ; · whi(h l'.:omply with applicable provJs.lom of.~id S~, ·that e ~ . of the qvallty contr-ol system in effect at ~d pl<\ot'li ~ irui,t,:t~ an4 : . verlft~ by the Jrupectfon Bureau of TP and.~ in, the ~nt o( TP, $aid company is cap.wf e of complying with applicable mtn~ina. and te:sting prO'Visi0tl$ or .$aid Code, Standard, and· Reix,>rt 41 ~ Qf product, manufactured ~t wd _plant. TP guarantm tbat t!aid manuffitturer is qualtfioo to produce a Ptodoct meetii~g ANSI Al90.1-1~ and tfm Its plant i$ daily impe,cted and yermed by 1'P ~9n -~t,lll. WQ(EWMAJS!Df;.!l!l'lmiffiiJ,M!'!,.!.'tl\lIB!fl<Hliil!ithi/Mi,i,,_iitfWWWttmn~rf~tsiMRMM.ia:P iiz• . . ' .... , . t , • _ • • J ~ ._ I • / • • , 0 •I,._: TP GOLD SEAL CF.ltTlFICA'l'E NO.·· n 11 R 1 fl· · · · .. · l)~lt'._t I t:Jt:.HAL i3l'v'D L.&MON GROVE CA 9.2045 • f .. OR.o\WlN..-;S BY cusroMeR lNO 2 NO~ LAM COM9 24 F ~NOS NrJNE ID MA.~K :;2TY WlOTH OEPfH L~N:JtH CANr ~t.ev .3 830 .1 .s-1,s 24 44 0 V4 1 881 1 5•1/5 24 44 0 V4 5 882 1 5•1/8 ~4· 44 0 V4 00.0% OF J03 SHXP 04T5: 87•0CT-16 IZE X6M ~$M )(4 (6 (8 (10 (12 M8F SIZE 2X4 2X6 ,xs ZX10 2X12 2X14 ZX16 OTH~ Mf!F .. 1 S.6 · · 30" 3 TOT. FIN. HOURS MINI ~.o OTHe~ 7-S.1 TOTAL 73 .. 1 ............................ 1CT4L ·~f 48'?64 • t~ L •· "'t .. , ,.~ C? ':l U M I ""1 n U I ~ rt \J a., l"f 6.1 LI I f"' ·'· • l •• ,'• •• ,1 ' ' .·,-:, ' ,:, ,, . . . . . ~ : ·! • • • f : • •• ~ 1~\: .'· • .-· •• t "· ...... .. . ', ·.··. . ,.. ·•·· .· .. ·: . ' : . ··:' . 0 0 0 ,, r • •' .":~ :_ ,• • • ' • '• • •:,, I • ,f;i;':: ..•• ;"!,:. :! ' . . . . ·: . ... . . ,, '• ... , I .i L .. I l -~ F08 JOBSITE DOUG FlR CAMSER RAOlUS CANT~ BOARD iA 1 II , ELEV R FEET NUMB! 1 ... 1 / 2 lOOO• 714 80 1 "'1 /2 2000~ 714 81 1 .. 1,2 2000• 714 $2 OK PER LZ T T .,. , • .M\ • ,: v-,... ........ , • -• ,~.J_ J l.lL,:JUL 22' ·' BEf 'i's': 20 J R-F° ItlC. ~ l·J t~I /HE('• ~ tn 1'1:5 F' 1r-1,·1 :-· A NU I" >\ I ~, f\ .a. t1 ., V'""' 1J i-I'\. • -·,..1-1~E 1 0 • i ~2~JUL .. S8 RESEARCH C.TA S-H-S3632•R~-1 S7•SEP-17 1602 ftiSEA~Ctt CTR PLAZA RAY . 223a fWTHERFORl'.J RO 619-58]•9561 CARI.SBAO . 'CA 1.A~tNAr'!O SEAMS & P~OOUCT sr-ocr-16 6,40 FEDERAL 3LVO i..SMON GRdVE CA 92045 F08 J_OBS ire ORA.WINGS SY CUSTOME~ INO 2 N0"1 I.AM CO~G 24F EN:>S HONf OOUG ,1~ IO Mi\RK :iTY WIOTl'i'O!:PTH LENGTH CANT L CAM8fR RAOIUS CANT R BOA~D l1 EL~\I L II I ELEV. R ,eeer tfU~ l 87i 1 6•'5/4 16."' 112 20 0 1 600• 299 12 V4 873 1 6•3/4 2? 44 0 6 c-1 // •• 6144 6 1 Q11 7! V! 174 1 6-3/4 21 26 0 1-1/4 800• 494 74 V4 3 .. 87S 1 64', 3/'4 25-1 / 2 38 0 1 ' 1600* 6 874 15 . " 3 876 1 6•3/4 16"'1/2 20 C 1 600* 299 16 V4 3 a77 1 t•l/4 34•1/2 44 0 6 NONE 6 1368 11 0•1/4 V8 3 &78 1 6--3/4 31-112 3! r) 1-3/4 1200* 1080 78 V4 3 ·879 1 S-1/8 24 44 0 1-1/2 2000ft 114 19 V4 LANINAT!O 8EA~S i PRODUCT 87-0Cf•16 ~S40 ~eoeRAL ,Lvo ,, '1. ' . L!MON GROVe CA 92045 P08 JOBSITE ORAWtN~$ BY CVSTOMt:R lNO ·. 2 NOM LAM co~~a 2JtF ENOS NON~ DOUG ~IR !O MARK QTY WIOtH OEPTH t..fN~fH CANT L CAMBER RAOIVS GANT R &OARO 'fAG1 ~1..ev L ., ,, ELEV~ Feer NUMB er ? $63 1 6•3/4 24 50 0 10 1 2000• 4 4 1081 63 0•112 v~ . ? 864 1 6•3/4 2, ... 112 so 0 1-112 1600• 10 11 ~ 9 64 865 1 6•3/4 24 ~e 0 1•1/2 $00• 601 65 Y4 866 1 6-3/4 25-1/2 so 0 10 1-1/2 1600• 1149 66 867 1 ~-3/4 31-1/2 ~8 a 1-3/4 1 aoo• 1080 61 V4 868 1 6-3/4 l4•1 / 2 44 0 6 NONE 6 1368 68 0-1/4 V8 869 1 6-3/4 16•1 /2 20 0 1 oOO• 299 69 V4 &70 1 6•3/4 25·1/2 38 0 6 1 f 600-874 70. 811 1 6•314 ,s-112 33 0 1 1600* 6 874 11 . . . ,, •:! . : .. ' . . .. ,· ... ' . :'•., .. . ... ... •' .·· .. ,• .. . ·. • : ·. i . ' . . ' '' ·~ I ~~-._ l' I ' f _j JIJL_JDE. 22·-,8:~f 15:i:::: 1 F: r· rnc:.A1-11trnT6t• eEAMs I\ ,._. M4NU~ACTU~ING ORCE~ 22--JUL-~8 RcS~ARCH CTR PLAZl 2232 RUTHERFORO RO CAALS~AO (4 LANINATEO $!AMS l P~OOUCT 6540 FEO!~Al 9LVO U:MON GROVE CA 9·,045 ORAWINGS &Y CUStOME~ IN-0 ro MARK ~ 846 ! 941 ? 84.8 ' 949 ? $SO l B51 l 8.52 ! 853 ! 854 2 NDM LAM COM3 24F ENDS 32 0 1 s-11a 22-112 32 0 t s~1,a 13-112 20 o 1 s~1,a 13~1,2 20 o 1 5-1/8.1! 28 0 1 5•1/8 21 32 0 1 s-1, a a1 3? 0 · 28 0 MONE CMJT L El:V L v4 V4 V4 V4 Y4 V4 1/4 PAGE 6 OF 10 R!SEA~CH CTR S-H-S3~32--RG ... 1 1!7•$iP ... 1'7 ·1602 ruy 619 .. !83-9S61 87•0CT-16 F08 JO!SIT~ OOIJG FI~ CAMS~R RADIUS CANT R $QAR0 TA NU~SI 46 #t ~ ELEV R fleer 1·7/8 800• 488 800• 1~_1/4* 4!0 1-7/8 1 2 600* 600• 4 4 600.,. 488 41 184 4 8 ' 184 49 342 !O 455 S1 342 54 JUL. .,L 2·,,,~,go~i_'f::1·::i T Fr-r:--11·11-: Ci11ItHdH BHll!S F' · :::: i~,;;e e::: . JU c:. ,_, -·· • -· ·-, -• , PAGE 7 0~ 10 MANUFACTURING a~OE~ I\.,· . 22•JUL .. 88 RESEARCH CTR S•H .. S3632•RG ... 1 ,1-seP-11 1 602 ·RcSeARCH CTR PLAZA RAY 223, ~UTHe~FO~O ~o 6 '1 9-5 8 3 • 9 S 61 CA~l.$8.40 C:A LAMtNATeo .8~AMS i P~OO!JCT 81•0CT•16 6540 ~fOERAL 8LVD LEHON GROVE CA 92045· F=OS JO!SIT! CRAWlNGS av CUSTOMeA INO 2 NOM LAM COMB 24f! eNDS UON~ DOUG FtR IO MAR.K ~TY ~ton~ 9ePTH L':NGlH CANr L CAMSER ra ozus CAtH R BOARO TA1 eL!:V t. " ,. El.EV R Feet NVMS, 2 ass 1 s-11a·21 32 0 1-7/o BOOitP 455 .5 5 Y4 2 856 1 S•1/3 21 J2 0 1 .. 1,e 6001\ 4$5 56 . V4 l 857 1 6-3/4 28·-1 /l 72 0 12 .2 .. 1/8 1600• 12 1847 57 V! ) 8S8 1 6•3/4 22•1/'2 50 0 1-1/4 2000* 10 1014 58 . , 8S9 1 , .. J,4 22-1,a 28 Q 1-1,2 800tt: 569 S9 .. V4 ) 860 1 6•3/4 22•1/2 so 0 10 1--1/4 2000* 1014 .60 • 861 1 6•314 24 so ,0 4 4 1 ~ooo, 10 1081 61 0-1,z va • 862. 1 6'*3/4 24 28 0 1-112 8()0• 601 62 ' Y4 ····-····-··------..... -·-····---..... _________ ,__ __ _ ' :·' >. ~. , .... ---'-----'""----'~' 'Y~_Q...d ~_i:)J\_f:?--~ ___ .-·,_,,: (} PAGES, INCLUDlllG THIS COVE'.H. IBI'"I'ER; .,.:.,/]rft/?f{;H!:i!.if~;!t{.~-: .. ¥QP.~··1~F~'P1' RECEIVE 2\LL THE Pi-\GES, Pl.EASE CALL BACK AS scx::t-(_As ~--,-.. :rJ ·1--·.,, .... "--'·q.1 •.. ross;rBLE· ·,···(619} 457-0650 ,.-~1ii~JlliliJil inY'.?t:!'iitit eM1 s 1:,~ t<«s <kt_~ e.(J1cv ;r, •· ,:. ·: ... ·-·· r· ··! . ·.· \'• ; ,· :. ~ ._: !'; : -~; ,! :\.!·,·.?'··.-: :.;q;JFi • '•• • I ·~ : , .... ~': .· :-../; ·-:··--.-· .: ',i , . • r .... ' . . I -.. . . . . ·. r'· . . . ".l '.\ .· ... r,:;:,-.:·l '., ,, I ·J: ,, :: .. ' :: : ',, DEPT . CODE. 001 :. ; ::. :' .. -:: .. · ... L'""• ,,, SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY June 29, 1987 Cardon Meadows Development 9339 Genessee Avenue, Suite 250 San Die.go, California 92121 Att.ention: Mr. Jerry McC1enny SUBJECT: REVIEW OF SLAB RECOMMENDATIONS Lot 9, Ph~se I, CRC Carlsbad, California Job No. 30038-00 Log No. 7-1787 Reference·: "Foundation Investigation", by San Diego Soils Engineering, July 18, 1~86; Job No. 30038-00; Log No. 6-6042 Gentlemen: This will confirm our telephone conversation of this date with regard to the ground floor s_labs o.f the· subject structures. Slabs may be of a 4-inch actual thickness as designed by the Structural Engineer, reinforced with a minimum of 6 X 6-10/10 welded wire mesh. I trus-t that this ~nswers your concerns. Should you have further questions please contact the unqersigned. Very truiy yours, SAN INC. MJM/pb ·6455 NANCY RIDGE DRIVE• SUITE ~00 • SAN DIEGO, CALIFORNIA 92121 • (619) 587-0250 The Falick/Klein Partnership, Inc. Architecture Interior Architecture Engineering June 6, 1986 Houston Tampa · Mr. Glen Addanek Eschil Corporation 9320 Chesapeake Drive Suite 122 ~an Diego, California 92123 5847 San Felipe, Suite 1900 Houston, Texas 77051-3005 713-782-9000 Re: THE ONE GREENPARK OFFICE BUILDING CARLSBAD, CALIFORNIA, LOCATED AT FARADAY A VENUE AND PRIESTLY DRIVE IN THE. CARLSBAD RESEARCH CENTEl3, Mr. Addanek: According to our phone conversation on 2. June 1986, concerning the plumbing fixture count required for the above referenced project, the City of Carlsbad has not adopted Appendix "C" (minimum plumbing facilities) of the 1982 Uniform Plumbing Code. _Therefore, as a design guide we are using Appendix "D" of the ICBO Plumbing Code. The type of occupancy is "Public Buildings: Offices". The occupancy will be based on the next usable area of the larger of the three floors. This yields 150 occupants and requires six (6) fixtures to be split equally between male and female. The male t.oilet will have two (2) water closets and one (1) urinal, the female toilet will have three (3) water closets. Two (2) lavatories will be provided in each of the toilet facilities. If you have any questions, please do not hesitate to contact our office. Unless notified of exceptions taken, the above shall be assumed correct and complete. Respectfully submitted, f-!Nf!!!I AW Sr~ Project Designer RWM/dr/1-5 cc: Mr. Jim Bosler Mr. Tony Mata RECEIVED JUN 101986 CITY OF CARLSBAD Building Department I) I ' P. Kevin Lyons, S.E. RichardH. Warren, S.E. .June 26, 1987 Bob Schmidt LYONS, WARREN & ASSOCIATES, INC. 10731 Treena Street, Suite 201 San Diego, California 92131-1071 Cardon Meadows Development Corporation 9339 Genesee Avenue, Suite 250 San Diego, CA. 92121 Re: Research Center Plaza Dear Bob: Th~s is i.'n regard to your ques·tion con~erning the use of a 4" structural slab instead of the 5 11• slab called out in the plans for all three buildings of this project. We believe that a 5" slab is required for loading that may be present in a building with light industrial use. For example, if small forklifts are to be used in the structure we recommend the placement of a 5" slab. Since;· per your instruction, the slab will never see this kind of loading, then Lyons, Warren & Associates does no.t oppose the use of a· 4" floor slab. According to the new recommendations made by the soil engineer, the slab should be reinforced with 6x6-10/10 W.W.N. at the centerline of the slab. If you have any questions please.do not hesitate to call. Very truly yours, Bruce Cosart Lyons, Warren 8c Associates, Inc. BC/mm Consulting Structural Engineers (619) 518-8380 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 Dl\TE: 'D€CE/YJBe£, JS, Jq6? ~ii=~~~~ JURISDICTION: C17'/ f),::: {liRL6f3A-IJ '[jPLAN CHECKER PLAN CHECK -NO: &-2zf SET: /<1::\/ I QFILE COPY []UPS QDESIGNER PROJECT ADDREss = 1--z¾z Rvmee@m ~D PROJECT NAME : _____ ij=-Qli-"--l;..;,a~~IM=..a..5;:;__ ..... io-'------'"'5"""tl.,..~"""-;....L~..:s.-__..S._ ... """"I..__J '--_~_,:;,_-,.,./2.._ D The plans transmitted herewith have been corrected where nece·ssary and substantially comply with the .jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes wh~n minor defici~n- cies identified-,-----------------,,.--,,----are resolved and checked by building department statf~ 0 -Tl;le plans transmitted herewith have significant deficiencies identified on the .enclosed check list and should be corrected and resubmitted for a complete recheck. 0 D The check list transmitted herewith is for your information. The plan!:? are being held at Esgil Corp. until corrected p 1 ans are s_ubmi tted for recheck. The ~pplicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. 0 The applicant's copy of the check list has been sent to: 11· Esgil st_aff did not advise the applicant contact person__t.l::l-at----- plan check has been completed. O Esgil staff did advise applicant that the plan check has been completed. Person contacted: ------------- Date contacted: -~-----=---Telephone# -------- RE MARKS: ----------'-------'--'---------------- Enclosures: ----------- Date 1 n~/5-frJ ·Prepared bys Cr. irlll::111 ltllld:L VALUATION AND PLAN CHECK FEE o Bldg. Dept. O Esgil PLAN CHECK NO. th-3Z4-. fey, . BUILDING ADDRESS-------------------------...;._-- APPLICANT/CONTACT ___________ PHO.NE NO. _______ _ BUILDING OCCUPANCY DESIGNER PHONE ------ TYPE OF CONSTRUCTION CONTRACTOR PHONE ----- - BUILDING PORTION BUILDING AREA 'VALJJATION VALUE MULTIPLIER /?al/Sll)N -m flA-t.1'5 tlct J/J/ C/ (I I ~ ~z.71 .. . . . . Air Conditionin~ •- Commercial @ Residential . ta Res. or Comm. Fire Snr inkl ers @ Total-Value Building Permit fee $ _JJ_/4 -----------------------1·r-''--'------ p lan Check f ee_$ _____ --,-______________ ~$_]_,_,_3,c..,,:....:3=1_,__ __ COMMENTS...,:---------------------------- SHEET I OF I 12/87 :··.·· \ ESGIL CORPORATION 9320 CHESAPEAKE DR., SUlTE. 208 SA~ DIEGO, CA 92123 (619) 560-1468 JURISDICTION: PLAN CHECK NO: &._ .. 2t.i_ /J,~ . PROJEC'r ADDRESS: _---'t"'""'z"-:"""'~;;...,-:-~ ..... ~=.;..,-hf--=.~;;.;=,;~~zJ __ · ,._· ___ :e __ u_._· .._:·. __ _ PROJECT . NAME: __ ....u.ji~~-<Y'-~~:;.;.· .=.d.w:..· ---"a~J.,l::.:.{,,£.::l,,,;.tA-0:.::00,:..___,:/]_--1.¾4",=-·· •.:,,.q-----.-- ·. a . The plans transmitted herewith have been corrected where -• necessary and substantially comply·with. the . .jurisdiction's bui ldirtg -codes. · · The plans transmitted· herewith will substantially·· comply 0 with the jurisdictiQn's building code$ when minQr deficien- cies identified . are resolved and checked by building department staff~ ·o The-plans transmitted herewith have significant deficiencies identified on the .enclosed check list and should be corrected D D and resubmitted for a complete recheck. · ·., The check list transniitted'herewith is for-your information. The plans are being held at E$gil Corp. u·ntil corrected plans. are submitted for recheck. Th.'e applicant 1· s copy of tne check li$t -is enclosed for the . jurisdiction to return to the applicant contact person. O ·The applicant's .copy of the .check list -hc;ts been s.~Pt to: gj Esgil staff did not advise the applicant contact person that pla~ check has been completed. O Esgil staff did advise. applicant that· the plan check has been-completed. Person contacted: ------------ bate.contacted: Telephone# ---,-.,........------------------ RE MARKS: 1 ) 2'ite6 s-e . q. t3, ,4 I z.g_ 5uaufl tp,eb~e; S2,nre In .-> · . ·I J' l · I · ody I. Se.f d reu,~cl p&tn t By: 1 /)~411 !L:;f_ Enclosures: ___ ..___ ___ _ ESGitVfORPORATIOV t.~d' tn /ovl- ESGIL CORPORATION 9320-CHESAPEAKg DR., SUlTE 208 SAN Dl'EGO, CA 92123 (619) 560-1468 DAT~: -·--------S-ili~1-L_a_~q_1~1_qt~?-~---______ _ JURISDICTION: -~ o\ U,J.J1l:ftv\ _ APPLICANT ... _JURISDICTION JPLAN CHEC OFILE COPY QUPS_ ODESIGNER 0. (I --' PLAN cHECK No: .2-c;--~-z4 R1.v1::,ro,\A . PROJECT ADPRESS: ________ ............ __,, ______ _ PROJECT NAME: __ -C_0~J ........ A-W-~·J;~·~t_l-4~CCU~-=~~Ch...,_~C=~-d-+d...-~~---- D D The plans transmitted. herewith have been corrected where neces?ary 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-,-,.--=-----,----.,,__----_,,...,,-----are resolved and checked bY: building department staff. The plans transmitted herewith have significant deficiencies identified on the .enclosed check list and should be corrected and re~;ubmitted for a complete recheck. D The check ·1ist transmitted herewith is for your information. The plans are being held at Esgil Corp. until correct~d _plans ·are submitted for recheck. · D The applicant's copy of the che9k list is enclosed for the jurisdiction to return to the applicant contact person.. 0The applicant's-copy of the _check list has_been sent to: fj ·Esgil ~taff did not advise the c:tpplicant contact person tl\at plan check has been completed. O Esgil staff did advise applicant that.the plan check has -be·en completed._ Per.son contacted: ------------ Date contacted: Telephone# · REMARKS: Cktc,Mc~l:_k.........,._ -. 4 .... ,i_s_(_cv_b_~...,.......,. I 1 ~ ~ t;'' 1w--r,1,_'1M.i-_'J:_1 J--,--/J-- 't\,1wic,,, -··~- Enclosures: ----------- C• LETTE·R OF TRAN·SMITT AL ,.. PROJECT: ~erlZ? ~II (name, address) ' . ce11~RcH1TEcr·s &~zrA 2 PROJECT NO: C/ ' ~A? iµ-1/47 ·7 10: r C~L-- flAJfl ~;CZ ,~ t;(;~ ;otif-. 12ev If enclosures are not as -noted, please inform us immediately. ATTN: L ~r ~ .J WE TRANSMIT: If checked below, please: ( ) Acknowledge receipt of enclosures. _( ) Return enclosures to us. (.~ ( ) under separate cover via ____________________ _ (. ) in accordance with your request FOR YOUR: ---,..----------------------- (~ ( ) distribution to parties ) information ( ) review & comment ( ) r.ecord ( ) use . ( )-------~~------~~---------THE FO.LLOWI~ (~rawings ( ) Specifications ( ) Change Order COPIES D.._TE REV. NO. ) Shop Drawing Prints ) Samples ( ) Shop Drawing Reproducibles· ) Product Literature (~~ DESCRIPTION ,.._CTION CODE AC:TION A. Action indicated on item transmitted D. For si'gn,;tur, and forwarding a~ noted below under REMARKS CODE B. No acti'on rt>quired E. See REMARKS below C. For signature. and return to ·this office , REMARKS ~~~ ~ad / ., COPIES TO: 1'0052 MESA RIDGE COURT, SUITE 180 (with enclosures) • D 0 --O- D D BY: SAN DIEGO,. CA. ·92121 • 619-457-5158 .,1 •• ;:- ' . Ju:risdictioh wc.~13iJP ~·-Prepared_ by i .· . _ (;"IJ~'{ A,v~e'L-:.:· _ -· .. YALUATION ·AND PLAN CHECK .FEE o Bldg. Dept •. CJ Esgil PLAN CHECK NO. BU-ILDING ADDRESS __ ...;Z:;.;;t...;;.3.::;,&--:..Kc~vJ"-· 11,_c::=-/l..~~__._,...P _____________ _ APPLICANT/CONTACT _______ _ PHONE NO. _________ _ BUILDING OCCUPANCY 8,-z_ . DESIGNER PHONE ·------TYPE OF CONSTRUCTION ____ ...,....._ CO~TRACTOR PHONE ----- BUILDING PORTION R.A/1~ /ClN 1, Air Conditionint!r Commercial Residential Res. or Comm. Fi"re · S-or_inklers .. .Total Value -Fee Adjusted T.o Reflect BUILDING AREA -VALUATION VALUE MULTIPLIER - ;.J.,,.J /) I 1./ ~ ~'1-7t.. K 3 /-llZ.-7 .. @ .. ca .. @ - D Eriergy Regul.ations (Fee X l.l) OHandicapped Regulations (Fee x 1.065) /7 q . IL Building Permit Fee. $ __________________________ -"1.,$_. _ _..;f'/~/_FJ~-- J P ,l~m Che ck I: ee_$ ________________ ---,-___, _______________ $ ____ Z._'2.._3_,_'j.._6 __ -_· __ C O-M MEN Ts·._:-------....-------------------------------- 8/4/82 :: ___ ,__ , ...... -.,, '.. ~"-· ""#. .• --..,, •\t• ........... - .. r . .. · · 3 ttfS ESGIL CORPORATIONpy_ 2s .'1:3 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: ·JURISDICTION: .:ruive l'i , l C/£!>1 PLAN CHECK NO: PROJECT ADDRESS : ;2-z.=4 "Ru1tt9'.?i::-c.e.D ~b PROJECT NAME: _ ___.:f?F~~------r?L=-...µ;i......·-<-r~N:@e.=1--=,__,_Pi~LA""-'-ti+=-a------ 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 w~en minor deficien- cies identified-,----,,-------....,....,,.....,,.....--are resolved and checked ·by building department staff.· D The plans transmitted herewith have sig-nifi.cant deficiencies identified on the .enclosed check list and should be corrected and resubmitted for a complete recheck. n The check list transmitted herewith is for your information. fAPJ The plans are being held at Esgi1 Corp. until corrected 2i.ans are $Ubmitted for recheck. ~-.. i .. M+"-"''-.... - D The applicant's copy of the check 1ist is enclosed for the jurisdiction to return to the applicant contact person. II The applicant's copy of the check ~ist has been -sent to: lh/1.,;,a.A-Satod }IJD5.-Z.. 111~5/l 'l<IDtoE ~a.LT ..;JJe,'o $w DJ&;-:,Q ,0tt.,e,N:'lu1rJ t:Jz/l:J O Esgil staff did not advise the applicant contact person that plan· check h:a,:s ~een completed. 11'1) Esgil staff did been completed. has adv;is_e applicant that the plan check Person contacted:~-~~~:::....·---fi......,..G:E;~·~-------/'l I Date contacted: h ~')') i iY._:;? Telephone # 45'7-S15'e -------+--"------------'-----------------=---=--=---- REMARKS: -------------------------------- By: A: ~6,~£ . ESGJL CORPORATI Enclosure$: ----------- c/.z f 3// ,,- :- ·.· .·· JURISDICTION: Cro2L$:fiA-P Date 4d'i::2a1 PROJECT ADDRESS: U."3 '-Rt.m½L~~Q TO: ~i:::LA St:XfQcl ,~:z_ rnee . !21P«< er )I, 'BA PLAN CORRECTION SHEET Plan: Check No. __ _..e,c.-.;;. __ ,;_:2!,..4_..,1<,..el""'/'--'.L..-=·=----- Oate plans received by the jurisdiction ___ _ Date plans· received by plan· check~r ,>~ .! ~-,s-t.·i Date i~itial plan check completed k-,~~S"'l B)". C:,Aie.u Prtutd:!L FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbin~ Code, Unirorm Mechanical Code, National Electrical Code a~d state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. Yau may have other corrections based en laws and ordinances enforced by th~ Planning Department, Engineering Department or other departments. · The items Qb,aled below need clarification, . modification or change. All a~ealed items-have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. :,o:, (c), of th·e Uniform Building Code,· the approval' of the plans does not permlt the violation of any state, county or city law. A. P_LANS l. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been ~eturned to you by the_Jurisdiction, to: E¾o!L L.a.ePl':1','1A7"1 o,,\ '3::irn Ct±f:'Sf-l:€~~!::'e Dk!. !f2AE. S/\rJ Dtl=bo, lAUh~'£~1A-G)2f23 f'H ';wy)'4'-6 2. To facilitate rechecking, please-identify, next .to each circled item, the sheet or the plans upon which each cortecticn.on . this sheet has been made and return this checl< sheet with the revised plans. :z., - ~- lo ', fi<n\/,nt==' ('_t:>ll'l)/ (,;,N.\5 J-r.L !3LD6 ..:3 ~ ,., TRJt.S. [Fri/.:, s H1:ll.u Rt~l'rltir.J ··D~ 5,4¥.. J 1r,<l-Y">-f1' ·w,n "iPtl ,J Q..::,10-171 '5 'Sl-k\LlLO -~e: "1.X ;;,.,-{"'-D~ ~1-1-ou.l l<i:.D\JL\:-:""L} L,L) b\ feE:\Jl:i~ TllU!:.':> i::,RA:\.l)\f1Jl,, ~) LftLLULAi'lll ~ <;. • -[/') I 'v<:" CV / i:;.1;... Y'\ MAX' ALL~·L1.al'rf~L~ 6'il Q:::1:vT\ril\l -<:a;: A"f"f AC ,~.:o ~rt-1:i::::-rs C.~I', .,,,,!:<, ,,,,..14 n, ,1L1(,211~ <,.., l'/\!)(-\-1./~ K ~ I j .A-I? I P'f. I' A-I J.n, :1' 11\l r &!ill'.~ H"!d f./,/J'T)AY..- A-r' I ,111C ~tl"0:!:r~ s-12> ,\fKDt.io~ ~-z..4 HAUF. n.-v<r ~\ f'2E\J \ D.1:.L '1 1a:.\JlBO~ UvoT IN AiQ~\)e:Q S1::-r) -~O"l"E'. \>l.lJ1r\4 DE"i"AlL< 1-+AVF. f2~e:tJ \ln1r-.i=n. '· ., .. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560· J 4-68 DATE: 6el're>11~ -z~, 1'1.l!h . D APPL~gt\~; ,, <"SJJURI: I rmv D PLAN CHECKER QFILE COPY QUPS JURISDICTION: CAltL6~ PLAN CHECK NO: f!6 -9 2.4 .::0:: 0 DESIGNER PROJECT ADDRESS: PROJECT NAME: .D D D D .0 0 .o The plans transmitted herewith have been corrected where necessary and substantially comp.ly with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codei when minor deficien- cies identified ________________ are resolved and checked by building department staff. The plans .transmitted herewith have si.gnific·ant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is fm::-your-information. .The pians are being held at.Edgil Corp. u~til corrected plans are submitted ·for recheck. · _The applicant's copy of the ch~ck list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's· ~opy of the·check .list has been sent to: L tJWEJJ c,Jl£/efitr2A:,J ¾ MIJELA jex·rarJ }t)IJ!r2 nJt£1lft RJk,€ £.T. fr1e6 5/W' ()IEE.rd • Cltt.JS>l?IILI/I q2,i%,,) Esgil staff did not advise th~ applicant contact person that plan check has·been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacteg: Date contacted: Telephone # 457<$l.51!. ------- REMARKS: ----------------------'---------------- By: dA:?/;,feJf' Enclosures: __________ _ ESGIL CORPORATION i /ff" v1-1,,j' 9~ 2..f (Lo, "'' )ocJ/) I \ . . , ESGIL ·CORPORATION 9320 CHESAPEAKE J,)R., SUITE 208 SAN DIEGO, CA 92 I 23 (619) 56.0· 1468 DATE: OAPPLICANT ~~r11usoicTroN> D PLAN CHECKER 0 FILE COPY OUPS JURISDICTION: PL:AN CHECK NO: 0 DESIGN~R PROJECT ADDRESS: £c.n1-t1::12i:c-tZO 12.D . . PROJECT NAME: 3 !:itrle.L.t-121-0'-!> D D D D 0 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 _________________ are resolved and checked by building department staff. The plans transmitted herewith have significant:~eficiencie~ identified on the enclosed check list and should be corrected and resubmi·tted for a complete recheck. The check list transmitted herewith is the jurisdiction's copy for your informatio.n. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of th~ qheck list is enclosed for the jurisdiction to return ·to the applicant contact person. The appiicant's copy of the check list has been sent to: L. 6u;l\;.,.l GH2.\~WlA'N _A-Qu..\. % Al\Y.o~LA ~Xlan) ta:>52. l"Yle'~?.t R\Doe, u -# IB.o ~AN "Dlet.o~ LA1..\f0~11hA °12.1'2.\ -(APPLtCA¥f: -ro PtC..¥-:-qP L..J::sT\ 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: Date· contacted: ------------,--Telephone # 451-':51~& REMARKS:PAGE NUMBERS ARE NOT IN SEQUENCE AS PAGES HAVING NO ITEMS NEEDING CORRECTION WERE DELETED BY: 4{ {2!0vv Zl,,«£ ESGIL C0RP0RATIONj 1/iz.. \ \ PI.Alf CIEC1C II). __ _,fk'e......__-_.;,...,2o;;i4::,..., --...---- JtiRISDicr.IOR: m: L OuJ.!rJ c.1-t~l~l'Yl trtJ ¾ A-1\l&.ElA ':£X1"o~ m:.EPH>RE M>. _____ 4 .... i, ... 1 ___ -... 5 ...... 15_..B ________ _ PRO.IECl: DATA: S'l'ORIES ----,- nPE O.F mnsnmcnu« y'--tJ SPRinKLERS: BS _.._.,(_ ALLOWED AREA ____ ACIUAL AREA -4 7 3~e, MAJ. Date plans received by jurisdiction: Date plans received by Esgil Corporation: "1-z.-ec,, / ,-z.z.-u {:§oLL-~) J Date initial plan check completed: Applicant contact person: 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 regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1982 UBC. The above regulations apply to construction, regardless of the code editions adopted by ordinance at the local level. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance ·with the cited codes and regulations. Per Sec. 303 (c), 1982 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, note on this list (or a copy) where each correction item has been ·addresed i.e., plan sheet. specification, etc. Be sure to enclose the marked up list when you submit the revised plans. List No. 30, General CoDDDercial, Without Energy or Local Ordinance or Policy Supplements. 1 4/23/86 {i:i . Please make all con::.ections on the original ~acings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, california 92123, (619) 560-1468. l · Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by ·the jurisdiction, to: The jurisdiction 1 s building department. B. GENERAL J. Provide the site address and a vicinity /sketch on the Title Sheet. [" Provide the names, addresses and telephone numbers of the owner and the responsible design professional~ on the Title Sheet. } • All sheets of the plans and the first sheet of the calculations are required to be signed by the california licen~ed architect or engineer responsible for the design. Please include the cal:i,fornia license number and the date the plans are signed. ~-Indicate on the Title Sheet whether or not /a grading permit is required for this project. 2 4/23/86 1· Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly id1;mtified as "not included" on the site plan or Title Sheet. f_· ProvidJ a Building Code Data Legend on the Title Sheet. Include the following code info:i;mation for each building proposed: Occupancy Group Description.of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area Justification to exceed allowable area in Table 5-C. Justification to exceed allowable height or stories in Table 5-D. C. Sr.tE .PLAN l· Provide_a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easemep.ts, streets, existing and proposed buildings and structures, location of yards used for allowable increase of building area and ·dimensioned setbacks. Q Provide a statement on the site plan ~ting: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". I ·-· u. Clearly designate on the site plan existing /buil4ings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. 12. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. U3, Clearly dimension building setbacks from /property lines, street centerlines, and from all adjacent buildings and structures on'the site p_lan. J/4. Show and dimension on the site plan all 'building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. ~. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cµt or fill slopes. Y,. Show dimensioned parking layout including any required handicap access spaces. @ Show the location of any designated flood plains., open space easements, or other development restricted areas on the site plan. If M'G'L1L~U! D. LOCilIOR OR PROPER'l'! ~. When two or more buildings are on the same /property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per . Section 504 ( c) • An exception is provided if · the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the building(s) will comply with Section 505, 3 4/23/86 Jh. Buildings over one story and containing /courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). 'llJ. The 'exterior walls less than ____ feet /to a property line or an assumed property line, shall be ____ fire-rated construction. Section 03 (a). 'l/1.. Exterior walls shall have a 30 inch parapet !when less than ____ feet to a property line or an assumed property line. ($ee exception, Section 1709.) 'JP.. The exterior wall shall have protected /openings (3/4 hour) when closer than ___ _ feet to a property line or an assumed property line. Section ___ 03 (b). 7/3. The exterior walls shall have no openings /when closer than ___ feet to a property line or an_ assumed property line. Openings include windows, doors, scuppers, vents, etc. Section ___ 03 (b). 'l)+. Eaves over required windows shall be not l1ess than 30 inches from side and rear property lines. Section 504 (a). 2i. Combustible projections located where /openings are required to be protected shall be heaVY timber or one-hour construction. Section 1710. 7/2· Projections may not extend more than 12 inches into areas where openings are not allowed. Section 1710. 1/1. Handrails are required on each side of 7 stairways. Stairways required to be more than 88 inches wide shall have intermediate handrails. Stairways not over 44 inches w:i.de may have one handrail if ,not open on both sides. Private stairways (1 tenant), 30 inches or less in height, may have one handrail. Handrails shall be 30 inches to 34 inches above nosing of treads and be continuous and, except for private ,s~irways, at least one rail shall extend 6 inches beyond top and bottom,risers. Handrail ends shall be returned or shall terminate in a newel post or safety terminal. Section 3306 (j) . Q The handg;ip portion of all ,handrails shall ¼ not less than 1-1/4 inches nor more ,than 2 :inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 3306 (j) . 'L-,, 4 tJOT Pt~A~t£ 1,9. Openings in the exterior wall below or within 10 feet horizontally of an exterior exit stairway in buildings over two stories shall be protected by a self-closing assembly having a three-fourths-hour rating, unless two separate exterior stairways serve an exterior ex:i.t balcony. Section 3306 (1), t. OORRIDORS lf, Cor+idors, and exterior 'exit balconlies, serving 10 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest proj~ction. Section 3305 (b), 1A1,, When a corridor or exterior exit balcony is accessible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305 (f). 13 4/23/86 112, Corridors serving 30 or,more occupants shall have walls and ceilings of one-hour construction except: a. Corridors greater than 30 feet wide when the occupants or areas served by the corridor have an exit independent from the corridor. b. Exterior sides of exterior exit balconies. Section 3305 (g). 1,3. One-hour fire-rated corridors shall have door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self- closing or be automatic-closing by action of a smoke detector per Section 4306 (b), doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). lf,4, Total area of all openings, except doors, in /any portion of an interior corridor, shall not exceed 25 percent of the area of the corridor wall, of the room which it is separating from the corridor. Such openings shall be protected by fixed, approved 1/4 inch thick wired glass :installed in steel frames. Section 3305 (h), J.s. Duct penetrations of fire-rated corridor / walls and ceilings shall have fire dampers per Section 4306 (j). 1,6. Viewports in 20 minute rated corridor doors cannot exceed 1 inch in diameter and must have 1/4 inch thick glass and metal holder that will not melt at 1700 degrees F. Section 3305 (h). Jf>3, Glazing in shower and tub enclosures shall be / tempered, lami?1ated or approved plastic (including windows within 5 feet of t~b or shower floor). Section 5406 {d) 5. P •. ROOF ~Afire-retardant roof covering is required. Cefee exceptions under Section 3202 (b). ifs. Specify roof pitch. @ Roof pitch is not adequate for roof covering specified. Specify minimum pitch of 1/z '' /f( 1 f", C.Af' -s,-tlaif 12oo~ ?~~ -rAeius ~2. .. -e.. § Specify roof iiiaterial and application. ifs. Specify ICBO, UL or other recognized listing approval number for roof materials not covered in UBC, 1f9· Specify roof slope for drainage or design to support accumulated water. Section 3207 (a). Q Sllow roof drains and overflows. Size drains '-ler Appendix D of UPC. Section 3207 (a). ~llfMI l.bMPL\~N~ w/ kttru..\teo fbL\Ci b4 • ~S" 1-/i. Show the legal basis to allow roof drainage /to flow onto the adjacent property. ~ Draft stop roof/ceiling area, attics, ~ards; overhangs, false front~ and similar to limit area to. 3,000 sq. ft. or 60 LF -(9,000 sq. ft. and 100 LF, if sprinklered). · Section 2516 (f). 113· B-2 and B-4 occupancies with over 50,000 sq. ft. of undivided area and H .occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206, 17fa, Provide skylight details to show compliance /with Section 3401 and 5207 or provide ICBO or other recognized approval listing. , 15 4/23/86 11/,. Provide plastic roof panel details to show /compliance with Section 5206 or provide ICBO or other recognized approval listing. 11k. Show attic ventilation. Minimum vent area is /1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). 1/1 .' Provide a minimum 2211 x 3011 (or 3011 x 3011 if /equipment is in attic) attic access opening. Section 3205 (c). Q. FIRE KX:t.1.NGUISHIHG li8. Fire sprinklers are required for any story or / basement when the floor area exceeds 1,500 sq. ft.and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802 (b). 1j9, Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall. Section 3802 (b). 1flo. Fire sprinklers are required at the top of 7~bbish and linen chutes and in their terminal rooms-. Chutes extending through three or more floors shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). 1/1. Fire sprinklers are required in retail sales rooms where the floor area exceeds 12,000 sq. ft. on any floor or 24,000 sq. ft. on all floors. Section 3802. 12, Provide fire sprinklers ____________ _ ' ' ' Section 506~ 507, 508 or 3802. See also jurisdiction ordinance. @ When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm whicnwill give an audible signal at a constantly attended location. lfl4, Provide class . standpipes per Section / 3807. A first ~tory as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are: required. Section 3806. R. FOOIIDATIOlf lP.5. Provide a copy of the project soil report / prepared by a California licensed. architect or civil engineer. The report shall in~hide foundation design recommendations based on the engineer's findings and sl;lall comply with UBC Section 2905. ~ Specify on the foundation plan or structural ~ecifications sheet t;he soil classification, the soils expansion index and the design bearing capacity of the foundation. u~ 1.cr:,D ~r f\:&_ f~ tb o~ ~,Lt.. £Pf. L?LA'N6 \I\IDC.C.ef~ ~ao ~~ ..-4tf ";>-t°') Provide a letter from the soils engineer onfirming that the foundation plan, grading plan ·and specifications have been reviewed and that it has been determined that the reco11111endations in the soil; report are properly incorporated into the plans.. {When required by the soil report). 16 4/23/86 Q The foundation plan does not comply with the ~llowing soil report recommendation(s) for this project~ 5t+o1L~y1 w4 e-rop/ fu:r122rYI f!E f10!S [ \;ttS -jlf4,Jrf).,, 1.) MIN\fYl\) Y'tl \8 ,, Olt'Pi'tt or: ru..L fooTil\)6S { -ki 11A}:tbW{V t ~Al L \t. -S.!-leer l(.,,) 1e9. Provide notes on the foundation plan listing /the soils. report recommendations for foundation slab and building pad preparation. Q Note oh the foundation plan that: "Prior to ~e contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: 0 ,. 0 the building pad was prepared in accordance with the soils report: the utility trenches have been properly backfilled and compacted, and; the foundation excavations, forming and reinforcement comply with the soils report and approved plan". 1;1. Provide spread footings for concentrated . loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. 1;2. Show height of all foundation walls. Chapter 23. - 1/J3· Show height of retained earth on all foundation walls. Chapter 23. 1J4, Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. l.SS. Note on the plans that wood shall be 6 inches / above finish grade. Section 2516 (c) 7. h96' Note on plans that surface water will drain q~y from buildi,ng and show drainage pattern ;µid key elevations. Section 2905 (f). 1/7-. D:j.mension foundations per Table 29-A. NUMBER Of· THICKNESS Of ·Cl!PTHBELOW l'OUNOATION WALL FLOORS lln<,_I WIOTHOf THICKNESS UNDISTURBED SUPPORTED · FOOTING o, l'OOTIHO GROUND BYTHE • UNIT (lnchH) (lnchH) SURFACE FOUNOATK)HI CONCRETE MASONRY (lncheo) I 6 6 12 6 12 2 g 8 15 7 18 3 IO 10 . 18 8 24 148. Show foundation sills to be pressure treated, / or equal. Section 2516 (c) 3. 1r3. Show foundation bolt size and spacing. Section .2907 (e). 2/0. Specify size, ICBO number and· manufacturer of power driven pins. Show edge and end distance an~ spacing. Section !06 (f). 2.f1. Show size, embedment and location of hold down anchors on foundation plan. Section 2303 (b) 4. 2d2 •. Note on the plans that hold. down anchors must Tbe tied in place prior to foundation inspection. 2/)3. Show adequate footings under all bearing / walls and shear walls. Section 2907 (d). jo4. Show stepped footiµgs for slopes steeper than 1:10. Section 2907 _(c). 205. Show minimum 18 inch clearance from grade to . f bottom of floor joists and 1Dinimum 12 inch clearance to bottom of girders. ·section 2516 (c) 2. 2h6. Show pier size, spacing and depth into / undisturbed soil •. Table 29-A. 2b1. Show minimum under floor access of 18 inches / by.24 inches. Section 2516 (c) 2. 2¢8. Show minimum under floor ventilation equal to /1 sq. ft. for each 150 sq. ft. of under.floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. 21,9. Speci~y that posts embedded in concrete shall be pressure treated per UBC Standard No. 25-12. Section 2516 (c) 1. S. MASORRY 2/0. Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints or show construction to be per attached sheets 30-1 or 30-2. 2j1. Show height and construction details of all /masonry walls. Chapter 24. 2J2. Note that cleanout openings shall be provided / at the bottom of all cells to be grout filled over 41 in a single pour. Cleanout shall be sealed before grouting, after inspection. Section 2414 (a) 8. 2/3. Show floor and roof connections to masonry {walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2212 (j) 3. A. 2¥4. Provide details for damp proofing the /foundation walls, below finish grade, where useable -space exists on the interior side of the walls. Section 1707 (d). 0l-i. Non;; 1rtA:f Qcot: D1?A:JN5. sfln,J, o 5e, (ltf.R-1~--P A,f2p5;> ALL BA0~f1l.Llfo A:I?:l;;::"1-r::5 CWoO\'.iO-lke~eO l\.-1 ~ ~ ~.,.-AvJflv/ ffnM ~"IT-lJCfJt€~ ( ag,_. PA:'21$" 11-so1Lf;,). 17 4/23/86 .... 2f9, Incorporate in the plans or specif~cations the attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". @ Please see additional corrections, or remarks, on the following page. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San'Diego, califomia 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions regarding tjiese plancheck items, please contact &rre~ ld,Ype\,,, at Esgil Corporation. Thank you. Enclosures:. 2. 3. 21 4/23/86 1/d) ,;:t) Cf ,91/>\E:t I DC l:fl]QO\ Of l'bL.JmrJ -~ LIU I:,--2..S L k, HJ w/ 6fuLl At, e1::f\1h S189:f), ~ LJrl.,(..ULfY11t.J(I} ft¼e '2.-1 • l:lo1ilf:i,,Je« Bt:A:ffi SPK: S1:2:e P\f~S f{lQW\ flJ:}Jub -':gE. Oef Ai L 10 'S'$e(' :'S--\1 6) LLl-)~1P~ LOL.A-1101\1 D'f ~" n nt, il:UN ~ ~;J f'IZ.Yl. LALL fAtd;:, ?.J7 \ ~-z.. -s~ s-z.) DDe3. ~ tifParrL tD ~~ ~e-&lJt e.£ \'111:!\D'.;t; OF CAtL fAtf. ~1 . 12i::."'\J1i:i~ «:, ~@10. d) fR®lltJfo r't.M fl?Js: '1?ooi; { f?LDfe>':> v:·z] 2ttov\.-O Sfa1r1 -2; &51'1./' ·. "'bbL~ -tn 41-mW\ \'.3 ~ ~ "f'N,,1:',: 43 o. ~ LJ!rlL'-:. ...l JURISDICTION_~c~A12~i~oulo...<J.:1A::O~------ PLAN CHECK NO._~i~k---~.-!..S:::.z~+ _____ _ DATE. 1-'2-+-:-~&:> BUILDING AREA, HEIGHT ANb STORIES DATA SHEET TYPE OF CONSTRUCTION/ALLOWABLE AREA ANALYSIS Buiiding Designation I 7 :2, Type Construction Shown. V, .I .,_._j \} -I\\ Number of Stories and Height \ I I Basic Allowable Area Q_,.._,.._ Hiooo 9:>o.:..::J Increases For Multi-Stories JJ / /.l f'J/A rJ/A For.Yards Feet On Sides 10 /J. .. x.,.--'" I .d.. ~ \ ~ 3,./4::xi. For Sprinklers X 2. )( 3 x3 Total .Allowable Area 2., ,..,.,.,.... ?,t-~-"' A_,.., ...,,.., Actual Area Total \ti' 0:,,... 14-79-.C> -41 ,;~9-. Area Separation Walls Yes /4 Yes .£0 Yes /4 Yes No Yes No Over Area Yes /No Yes .'No Yes .efo Yes No Yes No Over 'Height Yes /No Yes ~o Yes ~6 Yes No Yes No over Stori,es Yes --"'o Yes "'No Yes ...No Yes No Yes No ... . ~ -. DS486 Jurisdiction LA:YJ,L$0AD Date I ]-1A--,Z& Prepared by1 {;,A'({.4 Jl:NCt,a...,. VALUATION AND PLAN CHECK FEE Cl Eldg. Dept. O Esgil PLAN CHECK NO. &,-~Z-4-: BUILDING ADDRESS ,eLl"t11'~i::'aR.a. t:b- APPL!CAN~/CONTACT ~ :'$?xJ:oJ BUILDING OCCUPANCY e:i--1------------------TYPE OF •CONSTRUCTION v.-J BUILDING PORTION BUILDING AREA ~ )C. i-nu t--i--. fu1L01rJ~ o,jC:: '41(1/) Th :,, 1"1 ,bD '=il'l?.ltJ~U90C. )4141.A rb ll 1,5'> "i't:TrA1- ~UII rJlll.lf -1(,r/1) *" \41 f,6 th "l( 1'1.66 . L..Pn ,r-..,KL~ ,"r1'f.o d )( l,5"-1 ""1rl-1"lltt ~Ill fllu/_ -ti~!'ll, J,-,,M\ I\ Y. \(:\.,..A ~Pit.II.\ tlU~e .. ( 4, ~(),Q., r1\ 'ii.\ 6a ~. Air Conditionin~ Commercial Residential Res. or Comm. Fire Stlrinklers Total Value I I PHONE NO. 45? -5)Sz':. DESIGNER PHONE -------CONTRACTOR PHONE ------ Vl..,LUAT!ON VALUE . MULTIPLIER 'VAL\JPrl1.0.J 'Rt DC,, Ptr Poe. i::i= 1.£D~"LO "2.1...11D :&-:2-7""\b I 940,el) l. \\. ~3 1'!.r. ~., ..... 2.21,o I °?.;--2-"'iD 44f'l 5() G:,11.~3 'llYI-Z'I"t ""71 (')()..-? Cf114-'54-'71~13 on 1l.°jg, 4£" I .. @ •. (cl @ I Fee Adjusted To Reflect 0 Energy Regulations (Pee x 1,1) o·Handicapped Regulations (fee x 1,065) I I l : ' Building Perm it F' ee $---------------.--...:'-----------"$_:$..o.a:::::~~ Plan Check F'ee S $ _;:;,.._ __ ....,.. __ ....;.... ____ _.;.... ________ .:...... ______ _ . * co MMe: N rs: ~Ll1L:,PHJ'7 1.. 16 t;1m1LC\l.e.. --'Tb Sun . ..'D11\.)~ ...-lJ£,e \ZEY}~,-rnvl:f: fiaS =' Zo~ 8/4/82 .. ;. . Cardon Meadows Development Corporation ,July 21, 1988 City of Carlsbad . Building Inspection DepartmeJJ,t 2075 Las Palmas Drive Carlsbad, CA 92009-4859 ATTN: Mer Camero RE: Future Equi.pme~t Screen on Carlsbad Research Plaza Dear Mer: 10.102.RCP As per our discussion on .7/20/88 at Carlsbad Research 'Plaza, the equipment screen w:ill not be installed at the completed Building Shell state of construction. At this time,, we are unsure as to. the sizes and locations of HVAC tJ,nits to .be placed on the roofs of our buildings. Upon leasing these buildings, we will be able to determine the size and locations of the HVAC units. · At that time, we will evaluate if an equipment screen will be necessary to conceal the equipment. If you )lave any questions, please contact me at (619) 587-0073. Cordially, CARDON MEADOWS DEVELOPMENT CORPORATION Mike Hempe Project Manager MH: blh 9339 Genesee Avenue, Suite 250, San Diego, California 92121 (619) 587-0073 Phoenix San Diego Denver -; I PLANNING TYPE·OF PROJECT AND USE: \ \ \ +v·P S k_ \ \ SCHOOL DISTRICT: SAN DIEGUITO. ENCINITAS _ CARLSBAD t1/A. SAN MARCOS __ L SETBACKS: FRONT SIDE· REAR C:>.k:; DISCRETIONARY ACTIONS:_..,.J~/._A_. __________________ _ -:-REDEVELOPMENT PER~! T REQUiRED :_,.)J,....../...,,9 .... ------------------------ · . \ t,) P. 0'-t--QV C,.,\ 6-· ADDITIONAL COMMENTS: \'>P.f<~>J'} $.pf!<..CJ OK TO ISSUE: ~ ~-Jr dir:t:V DATE: ___ _ .. J • ~ ENGINEERING LEGAL DESCRIPTION VERIFIED? /k . APN CHECKED? ~ p. f. f •. = A -~ ! P'ARL-L IEU. QUADRANT; JVM:--'l,1¥!F--E .... E_P_E_R_U_N_IT_:_M_W} __ 19€.c-7fl!JT . /'Jp/1 ~-• /__, /sq; ~oF.s~Fo~CAa..c.!f) f RIGHT-OF-WAY: kt-£ ~ ~TRAFFIC IMPACT FEE .t!E:B l~lff:L: . #S, 7&7:!!l? __ • 17./4 . J,,. / c./-&-c..J-/4tn:. ,;,._ T'-<n-" 1.,.>-1.,:t:LC.Q.,cJ'd.o.... , EASEMENTS:~~·riH(e ~DR:VEWAY: _________ _ IMPROVEMENTS: Fv ~ :fr+m't-' -~ t-~--·---------\ V /~ ,. GRADING COMPLETION CERTIFiED: ---------------------------· DRAINAGE: fWV!f"'dt:7f,,/4id£~, ADDITIONAL COMMENTS: ------------------------ OK TO ISSUE: :;; DA TE·: ---,,....;:_.,;:...------------------------ ----..... --,,. _,,. , .. -. /n/ t I .. < ' l... Q), ;: Q) ·-Q) > .... a, re a:! Cl c2 ,< 3 ;;z O I /} ADDRESS c:t;,3s:i; U'dl/ rxJI 1\I DATE 1 //•7 PLANNING ~ ZONE: v w1 ·. TYPE OF PROJECT AND USE: ___ ~--~--<.J_V-_ ..... P½:::;;...._.....;...9....;...5>~------ SCHOOL DISTRICT: SAN DIEGU;ITO --ENCINITAS -CARLSBAD L SAN MARCOS SETBACKS: FRONT ___ (Oi_~_ SIDE QL,L REAR 0 t (_ - DISCRETIONARY ACTIONS:_--t"µ-t--\ {>r'"--l'T"-:------------------ REDEVELOPMENT PERMIT REQUIRED :+t!-.-\T"'if>r-~ ....... -______________ _ LANDSCAPE PLAN COMMENTS: ~~~,;~S~1f;" ~ pop-vp ..s -to .86:. L-ot-~ C,: ENVIRONMENTAL REQUIRED: l,)\J0 ~,_.__ ______________________ _ COASTAL PERMIT REQUIRED: YES _______ NO~t- ADDITIONAL COMMENTS: f(:\11½ (9 k F"( Cicl{A /k!_&.....,eri_/_C_(_o -e .1) CY½ OK TO ISSUE: &>fU: : . . DATE: \ h l\\ 1b ~· ~1\ I ENGJ;NEERING LEGA.L REQUIREMENTS LEGAL DESCRIPTION VERIFIED?__.,~,-:.·---,--"-APN , CHECKED?_, tJ-&=-:..,...._....__ ______ _ EASEMEN t S : 11,tntQ 4:-&n,.v:d.., . EDU'S: /5.f ~p IMPROVEMENTS: ~ ewJ1~, RIGHT-OF-WAY:_~ ___ .......,_· _____ _ I DRAINAGE: ~ ~ ptffi& JA-~(l, ... Ol ~CK DATE &· INITIALS:' ~ADING: f':'-2,86.17 ~~~;;ctft!t!5/~ ~· J/1:-,c::§ ~ ~'i&.f#a- 1 ~ GRADING COMPLETION CERTIFIED: ____ _ PERMITS REQUIRED . , DRIVEWAY: :21owirJt & W,~ INDUSTRIAL WASTE: /l{t½J:,, FEES REQUIRED PARK-IN-LIEU QUADRANT: f{i& , FEE PER UNIT: t;I/J-TOTAL FEE:__._tJ;-+0 ...... fst __ _ P.F.F.: JJ/ji TRAFFIC IMPACT FEE PER UNIT~_-_-:_--:_-:_-:_ TOTAL FEE: /pt/0/Z -o· lJ -F ACILITIE~ MGMT. FEE :'l!Jit}; # 1f51C BRIDGE & THOROUGHFARE FEE: #.i'!J /S7 SEWER FEE (CONNECTION) l'J-5: ftb Ma, 6£# ,21/2-J/ SEWER LATERAL: 1()/4 ~ .. ~ u Q) .r::. u Ul C Ill ~ ~ ~ O'l +-' O'l O Q) C !... C. a. E "O 0 C U :::, cc -~ ,,;t:: c ADDITIONAL COMMENTS: ------------------------- Q) ~ \ C DK TO ISSUE: /<_,(/'w DATE: t-/ -?-fJ"" f3: 7 --iv.,..___________ ---=---~~~, ------- DPD2:DPD6:10/24/86 ' I Bwt; Tt00 TI f )f, 780 X, 0~or) '1,,$_/D c f397 B>!ci.£ H:rt.o x 6 ~-r_) -l ;u. -c:-If 1qs-J B UO&r. /f-1£££ n F 47. 388 x 6 vwi> Kif to ~ 'tr 28 <f3 612-100€ 1?.3<cfBr-ro@DO ><./iz = G.2-SS - - ..... 2560 ORION WAY CARL$BAD, CA 92008 ~itp of <ttarl~bab FIRE DEPARTMENT PAGE 1 OF _j_ TElEP.ir-l<DNE .(al9}:~9-~1-2121 ;-': APPROVED . X DISAPPROVED PLAN Cti ECK REPORT PLAN CHECK# ,3tJ~ If-( 87-~ ~'-/ PROJECT . lese11:rc l ·c:QNT.f>,,. f.JLA.1...A ADDRESS __.f)."'-"-,;;l-=-3_:;:>._F--"/fli,.,._,~~/_..,.-J._p_-a.e· .e-v----=-h_o__,_r-=0 _ _,_/<'-=J--'-, __ _ ARCHITECT -------~----ADDRESS _j_J_J_<J (r-,e;J,e .SSe<{ At1~PHONE ----- OWNER t!A~OotJ /1GAtJot,Jl /JEii. 0'0(1-!·ADDRESS Sl.l.1TG . .;15°"0 St0, PHONE OCCUPANCY B-!l CONST. V-il . TOTALSQ.FT. IL/. 11)~ ~ .STORIES ~PRINKLERED O TENANT IMP. ------~------------------- APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE ·FOLLOWING CORRECTIONS: . PLANS, 'SP.ECIFICATIONS, AND PER·MITS _. _. 1. Provide one copy of: floor plan(s); site plan; ·sheets ___________________ _ .'-___ · . 2. Provide two $ite plans showing the· location of an existing fire h·ydrants within 200 feet of the project: _· ·_ .3. Provide .specifications for the following: ,---. -----~~-----,-------~----- . 1 4. · Permits are required for the installation of all fir.e protecti.on systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hyarants). Plan mustbe ~pproved by the fire department prior-to installation. .'_._ 5, ,:{: x· ·1 .~1,· __ . . . the busin'='.ss ow!"'er shall complete a. building information letter and rnturn it to the fire department. · FIRE PROTECTION SYSTEMS AND EQUIPMENT The following fire protection system.s ?re·req(Jire~.,, ( , / , ~utomatic fir.e sprinklers (Design Criteria: _ _.,_~"--r-'-.,.,,~A __ _.,_I ~3"--~· --=--'·.:.-'3_J_,_/'.-=':?'-<:>_o_o_,?-) ________ ) .o Ory Chemical, Halon, CO2 (Location: ) , D Stand Pipes (Type: . ) D Fire Alarm (Type/Lo'cation: ) F!.,r~ ExtingtJisher Requirements: ;Kl, One 2A r?ted ABC extinguisher for each gg-r:ro sq. ft. or portion thereof with a trave·I distance to the nearest extinguisher not to exceed 75 feet. of travel. . n An extinguisher with a minimum rating of. ___ to be located: D Other=-----,----------------------~--"'------~- --8. Additional fire hydrant(s) shall be provided ______________________ _ _JS_ 9. . · _Y: 1 o. ... ~11. ' EXITS . Exit doors s.hall be openable from the inside ·without the use· of a key or any special knowledge or effort. A ~ign ·stating;, " This door to remain tmlocked during busines1 tiours" shall be p~d above ·the main exit and doors IJJ& # Un ( I ~ I /V 1 ,ll'f tJ tO(( fl,rhJ J 'f/,J.e (!}..e/1,t'J/J'tJ ff-.>• · . I , /'~ . EXIT signs (6". x ¾,,.letters)· shall b!3 placed over all required ex.ilts and directional signs located as. necessary to clearly indicate the location. of e~it. doo~s. GENERAL · ·. :.;~ 12 .. Storage, dispensing. or use of any flammable or combustible liquids, flammable liquids, flammable gases and . :r . ·hazardous chemicals shall ·comply with Uniform Fire Code. i13: Building(s) not approved for high 15iied cdmbustible stock. Storage in elosely packed piles shall riot exceed 15 feet in height,· 12 feet on pallets qr in racks and 6 feet fodires, plastics and some flammable liquids. If high stock pil- ing is to be done, c6mply with Uniform Fire Code, Article 81. ( -.-14. Additional Requirements. ------~·__,...1 ~-~---~~-------~-----J., t .. Ji. ,. ,I I I __ 15,. Comply.wlthre~~ Plari Examiner · • . . , Date I 7-/.?-8? _ . I Report mailed to architect --'---Met with ,,,.~ ----,.-------"----,-___ Attach to Plan~ h 2560 ORION WAY <ttitp of Carl~bab .PAGE1 OF_/ . CARLSBAD, CA 92008 FIRE DEPARTMENT TELEPHONE (619) 931-2121 • I ~ APPROVED PLAN CHECK REPORT DISAPPROVED PLAN.CHECK# <fJ7,.. g :J etJj # -~ /&SR11rcl · (]pf'l'n'l'i /4';1--vJ ADDRESS --""fi.-""2"'-"/J.,_i--.~...._,,,,,U..;....,rL,=-o:=-'"' ..,_1¾.=...!2""'-"!!'(J:..;;.....-_·---~- ARCHI_TEC, -~------.------ADDRESS '7.gJ9 ~f>/Vesse-e...All(PH()NE -----~ PROJE;CT OWNER ('/ft'(IJot( /\1QAl/o ,,-s,S OGv. (LD:>f'f!, ADDRESS $.,. ,Te ~ S. 0, PHONE OCCUPANCY _ ....... J3..C..,...--'{). __ ._CONST. '(-ti TOTAbSQ. FT. II./. 98l. STORIES . f • ~SPRINKLERED D TENANT.IMP. ~--------------~-----------'-- 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 showin·g the location. of .all e:icJsting fire hydrants within 200 feet of the project. ___ 3. .Provide specifications for the f_oJlowirig~ --,----------------~~----~- --2'.L 4.'. Permits are required for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire department prior to installation. _. _·. 5. · The business owner shall complete a building information letter and return it to the fire department. ~6. .-L7. -FIRE PROTECTION. SYSTEMS AND EQUIPMENT The• following .fire protection systems are require1~L' . /" · 1 ~utomatic fire sprinklers (Design Criteria: -~,v'--ir~~'rl-~t->_~{~ ., 3.........,.3,~/5~(;:)_o~o...,,,)~. _________ ) D Dry Chemical, Halon, CO2 (Location: -.) O Stand Pipes (Type: ~ ) D Fire Alar·m (Type/Location: ) Fire Extinguisher.Requirements: · ~-One 2A rated ABC extinguis~er for each g~ sq. ft. or portion thereof' wit~ a travel d_ istance to the nearest extinguisher not tc;> exceed 75 feet of travel. D An extinguisher with a minimum rating of ___ to be located: D Other: __________ '-------------~------------- -·_ 8; Additional fire hydrant(s) shai'I b.e provided ------....:.......C'---------------'--- 2-; ~- +10.· +11. -¥-12. EXITS Exit door!? shall be openable from the inside without the use of a key or any special knowledge or effort. A sign stating, " This door to remain unl.ocked during business hours" shall be r;>laced above the main exit and doors (>.it;...e,-1 GAT, L, 'I. 1/V 1 9 14:r/ 11"'-r:JI CA rrrtf Tijlt-f tkl{Ma II-. _ EXIT si·gns (6." x ¾" letters)'shall be placed over ail required exilts and directional signs located as necess'ary·to clearly indic~te the location of exit doors. · GENERAL Storage, dispensing or use of any .flammable or combustible liquids, flammable liquids, flammable gases and hazardous che.rnicals shall comply with Uniform Fire Code. · · _x_ 13. · Building(~) not approved for high piled combustible stock. Storage in elosely·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 Unifor,m Fire Cod,e, Article 81. · __ 14. Additional Requirement~. --,---'--~~~-----'--------~--------~----~. l _,,. '-•,: ,j. --15. Corrif ly with re ~-. -~~an Examl~er • . , , Date __ 7_,....~/~j7_-~f/.:.....+-7 __ _ Ronnrt !"'ailed to architect ___ Met witn ', ,,.. 2560 ORION WAY CARLSBAD; ·CA 92008 Citp of (ad~bab FIRE DEPARTMENT PAGE 1 OF _J__ TELEPHONE (619) 931-2121 APPROVED x , ,. DISAPPROVED PLAN CHECK REPORT PLAN CHECK# .. 13'-½ #:£> R7 ... ~2.'-1 PROJECT ;Js"A:~L &AJtPr !IAu+ ADDREss a.J.31,') gri._,,y-./:,,,,.1'] ARCHITECT _____________ ADDR .. E$S '-5t3.3_0, C,,,eN-es~re PHONE------ OWNER f!A/1.t/OJV /tf'lf/JOvJ.S /Jet/ <!_etU). ADDRESS , $v.,n:F £1-,S'cl s,,O .. PHONE 9;:;..1:,. I occuPANCY 8-~-, coNsT. J-N ToTALso.Fr. g't,o 79 $TORIES Jl._SPRINKLERED D-1ENANT IMP. --------------'------------- APPROVAL OF PLANS IS PREDICATE.DON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATiON$, AND PERMITS __ 1. Provide one copy of: floor plan(s); site plan; sheets -----~~------------- . __ 2. Provide two site plans showing the location ?fall ~xisting fi(e hydrant~ within 200 feet of the project. -·-. _ 3.. Provide specifications for the. following: -~. ------~--~------~-----c--- ~ 4.. Permits are required for the installation of all fire protection·systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire departmentp-rior to _installation. _. _ 5. The ·business owner shall complete a building informat.ion letter and return it to the fire department. ,_X.a. _x 7. ___ 8. ~ 9. +10. :__$._ 11. I FIRE PROTECTIO.N SYSTEMS AND EQUIPMENT The following fire protection systems .a·re required:· , · C , 1, ) ~Autbma:tic fire sprinkiers (Design-Criteria: _ __.,,N...,f'-'-!..L:A-"--..,,_J...,3,,_·_---=~-,C..:'3'-J+y._,3;,._o-() __ l>'------~--~> D Dry Chemical, Halon, CO2 (Location: · · • ) D Stand Pipes (Type: ) D Fire Alarm (Type/Location: .· ) Fire Extinguisher Requirements: . . . )51 One ·2A rated ABC extinguisher for each 1 o c> 0 extinguisher not to exceed 75 feet of travel. sq. ft. or portion thereof with a travel distance to the nearest p An exfinguisherwith a minimum ~ating·cif ___ to be located: D Other=-------~--------------------------- Additional fire hydrant(s) shall be provided------------~~------,.---- . , EXITS· Exit doors shall be openable from 'the inside without the use of a key or any special knowledge or effort. A sign statin ~, " This door to remain unlocked during business hours" shall /b~ placed above the main exit and door.s · ~ "-nl.., -z-,;-,. . A-,._, 'NOtCA'l"!'. /1-.',(/.f) 'If. .o 'r-. . , EXIT ~igns (6" x ¾" lette.rs) shall be placed over all required .exilt!;l and directional signs located as necessary to clearly indicate the location ot exit doors. GEN-E·RAL ~ 12. Storage, dispen!;,ing or use of any flammable or combustible liquids, fl1ammable liquids, flammable gases a.rid . haza-rdous chemicals shall comply w,ith Uniform Fire Code. ~ 13. l;luilqing(s) nc;,t approv!=!d for high piled c_ombustible stock. Storage in closely packed piles shall not ·exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet f.or tires, plastics and some flammable-liquids. If high stock pil- 'ing is to be done, comply with Uniform. Fire Cocte, Article 81. · . __ 14. Additional Requirements. ~-----~-~-------------------- I J· ~ - ; ' i: -l ¼• :,:~-~~ ., .. --15. ,; Dat8 __ 7_~_/_5_-~f/,....1~7 __ _ Report mailed to architect ___ Met with ----'~-,---------'---__ Attach to Plans -- - ! 0 ... ~ Cardon Meadows Development . O>rporation Phoenix San Diego . .'J: r August 6, 1986 Mr. Charles Grim RE.L..~i VED AUG 13 '1986 r.ARDON MEADOW~ Assistant Planning Director Carlsbad Planning Department City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92008 Certified Mail #P 008 459 032 File~ 10.102 RCP Re: Research Center Plaza -Lot 9, Carlsbad Research·Center Dear Charlie: This letter is to confirm my understanding of the parking requirement ~hich will be imposed on Research Center ·Plaza by the Planning Department, City of Carlsbad. Denver After numerous attempts on my part· to resolve this matter, I received the •, following criteria via telephone from Chris DeCerbo in your office: Since an exact determination of the· actual user type could not be made at the time of permit on the shell buildings, and since the project incorporated two different types of buildings (R&D type single story and Industrial high cube w/ me:i:zanine), it was proposed that a compromise parking ·ratio of 1 car per 300 square feet would be .acceptable to the City of Carlsbad as a basis for approval. I was led to believe that you had agreed to this criteria and were in agreement. Based on my calculations, with 77,160 square feet of building area, I will need to.provide 257 parking stalls to satisfy this requirement. Originally, I had provided 248 spaces but I feel that with some careful alteration, I can accomodate the additional spaces without any negative impact on the design of the project. I would appreciate your signed acceptance of this parking requirement as you and I have not di~cussed the matter directly. I will, however assume ••• /2 9339 Genesee Avenue, Suite 250, San Diego, California 92121 (619} 587-0073 II ), I Mr. Jerry w. Mcclenny ..... August 6, 1986 Page Two ( •' 1, ' ... r., your acceptance if I have not received notification to the contrary within ten days of your receipt of this letter. ,,.. f .) You_rs truly; CARDON MEADOWS DEVELOPMENT CORPORATION . Agreed: Charles Grim, Asst. Planning Director LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego,· CA (619) 578-8380 .~F -.. i .T } '5:,TTo'R :4'F" 'WAL.\.. ,.; ·-·--··---~ .. -·---.. --;--~ ,, ___ ·. l ' ! . , .t -~~ ·---+ .. l ; --~ ; Jr! __ _ ' • I ' I . . . . ' " . ----:· ~ ' . ' i .! - '·l By :IX-Date cr8C. 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Structural Engineers San-Diego, CA (618) 578-8380 .• :.i:, . _. ··.#'#ti#=tHt####.###i####.####.# ·#PLANE FRAME ANALYSIS# · ,: ·. ##=lt##########=tHt#####ilt:# ; :_·· .i=FAME·. LI 1-tE C . -;-~;#~~ftHt#t######### · ,JO i NT COO RD I HATES · . . ·. ##4####:11:###'###### ., . .Joan X· 1 0 .2 6 y 0 0 : ·'i ., -:3 0 ·12 '•. 4 6 ., ,; ·, 5 3 ' ·. · : #4nHl############ -~ JOINT RESTRAINTS #f~Ul#·###i####### . '~ ., 1 FIXED .. 0 2 FIXED , ·# OF EQUATIONS = 9 :· ... fl:it##'##############i.## ~· MEMBER IDENTI~ICATION . '#####i###############. ' JT .. JT. 1 3 -2 4 3, 4 ,• 7 . ._, . 5 . -. I • ,I ' ' .. ' '_; ' -· . ' 5 2 5 4 TYPE A A 8 C D E i= Lx .0.00 0.00 6.00 3.00 3.00 I J,00 · 3.00 12 6 LY 12.00 12.0€1 ~ .. 00 -6. €H3 -6.00 6.00 6.00 By ~C.. Date 8-BC. Sheet No. 8fl ·c_ Of __ __ Subject _______ Job No._,__ ____ _ ~ #fl:## PLOT . t ####' i ' j .j j .. #t#####.###########1####### MEMBER PROPERTIES AND LOADS ########################### MEMBER PROPERTIES IN INCH UNITS AND ·FRAME OIMEHSIOHS IH FEET E = 2si000 SECTION NO. I A 1 2:3. 1 ·5. 5E: ~ ~ 843 13 '3 3.52 4 .-,-:, . a::.:- -7'--... '·: t -• -~ LYONS, WARREN & ASSQCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 . MEMBER TYPE B -1.,.Et--lGTH= 6 Lx= 6 · .. -.: LY= 0 .. ~. UNIFORM LbADS= ·., DL LL :,. · . 51 . '1- SECTI:C1t,J Ho. 2 . Xl 0 6 I~ 843 A= 13 HlNGEO EHD(S~~-BOTH .FIXED~EMD FORCES: .·MOMENTS: LEFT .. · ·,· DL . 0. 00 . LL 0.0~ · ·, REACT I-C1NS = .' LEFT . ._ DL 1.53 · .' · 'LL,. · · 1 . 2 0 :·: .. -~-~-MBER iYPE C · •• : 1 L:ENGTH= 6. 7 Lx= :3· LY=-6· . ·· ·s1fcr roN No . 3 RIGHT 0.00 0.00 RIGHT 1. 53 1 .. 20 I= 3.52 A= 4.22 . ·· , ·, HINGED END(S)--BOTH J .~ 1 ; ; > ' ·. · ;:MEMBER TYPE D . ·LENGTH=· 6. 7 Li= 3 · .·,: .. , . . Ly=-6 .. ' ·SECTION NO. 3 ' .. ·. ·. I= j_~2 A~-4.22 . ' : . · HIN.GED END(S)--BOTH . ·· ·MEMB.ER T'r'PE E , LENGTH= 6.7 . Lk= 3 Ly=· 6. ·. SE:CTION-N1). 3 . . . I -7 5·~ A. -4 ~~ , -v,· t: -· .it;._.::, · · ·· HINGED EHD<S)--LEFT lifEMBER T'r'PE F LEN~TH= 6. 7 . Lx-= 3 LY= 6 · ..... SECTION NO .. 3 . . . . . ·I= 3.5t A-~ 4.12 ... · HH4GED Et~D(S)...:-RIGHT '#i######- LOt=l['.tl NGS · ' '########. · LOAD· COM·B. 'c'» '1 ' .. · 2 r .. , ---. ., .! j I , Project. :Re:~H Cwj"G;)(. . :8-A:z.~ By· f)c_ Date B-8(_ Sheet No. 84 P Qf __ . . Subject-. _______ Job No. _____ _ JOINT P(X) P(Y) MOMENT 0.00 0. ~30 L'OAO t:OMB I HAT I OH 1 ~ 14.20 0.00 .4 0.00 34.90 ,JO INT· P·< X > P < 'f') MOMENT 0.00 [1_. 00 0.00 LbAO COMBINATION 2 3 14.20 \0.00 3 -28.40 0.00 4 0.00 34.90. JOINT P(X) P(Y). MOMENT LDRD-COMBINAtlOH 3 . 3 -14. 20 0. 00 0. 00 4 0.00 26.00 . 0.00 ######·####### DiSPLACEMENTS ·############# LCIAO dJ .. 1 2 COMBINATION 1 X<-->> . Y(DOMH) ~OT.<CW) ·0.0000 0.0000 ·0.000000. 0. 0,000 0 :0000 0. 000000 · · 3 0.0086 -0.0014 0.000718 4. 0~~086 0.0033 0.000713 0.001~ 0.0085 0.000681 5, ·LORD ... _IT •. 1 2 COMB l'NAT I ON 2 XC-->·) YCObWN) ROT.<CW) 0.0000 ~.0000 0.008000 &.0000 0.0000.0.000000 7 ._. ~~~003~ 0.0007-0.000291 ·4 ~0.003j 0.0012-0.000277 s: ·-0.0019 0.0005-0:000101 LOAD Jr. 1 . 2· ..:,. ~ ~-4 .. 5, COMBINATION 3 -X<-->> YCOOWN) ROT.CCW) 0.0000 0.0000 0.000000 '0.0300 0.-0000 0.000000 ~0.0041. 0.0009-0.000346 -0.0040 0.0007-0.000333 -0,.0019 0.0004-0.000243 ~ l ' ' ' . ~, -------' ' . ·-'-- -; Project 'Re:!>E.AIU-1-1 -LEl,..Jte:l<,.. 'PkA -z....,._ . LYONS, WARREN & ASSOCIATES Consulting structural Engineers San Diego, CA (619) 578-8380 By .5C.. Date c5-Bc. Sheet No. 84rr/J.. Qf __ . #Jif########## MEMBER FORCES ·############# JOINT AXI'AL SHEAR. MOMENT TYPE A MEMBER t·fO. 1 LOA[I COMB. 1 ·1 18.602 ~ ..... 18.602 LOAD COMB. 2 1. '--10.045 3 -10.045 LOAD COMB. 3 . 1. -11.590 3 -11. 590, 'MEMBER NO. 2 LOAD COMB .. 1 2 ·-44. 657. 4 -44:657· LOAD .COMB. 2 .2. -16.540 4 -16.540 LO-AO COM.B. 3 2 -9. 191 4 .... 9. 1 ~ 1 TYPE B- t'.l~.MBER NO .. 3 LOAD COMB. 1 3 -3.534 4 -~.534 LOAD COMB. 2 :3._ ·10. 542 4 10.542 LOAD COMB .. 3 3. 9.770 . 4. 9.7.70 TYPE C. ·MEMBER NO. 4 LOAD ·COMB . 1 3. -23.850 0.000 0.000 .000· ·.000 .000 .000 ·0 .000 0.000 .000 .000 . 000 .000 2.730 -2.730 MAX. .2.730 -2.730 MAX. 2.730 -2.730 MA~<. 0.000 · 0.000. 0.000 0,000 0.000 -.000 · 0.000. · -.000 0.000 0.000 0.000 -.000 0.000 -.000 0.000 0.000 4.095 0.000 0.000 4.095 0.000 0.000 4.095 0.000 0.000· 5 -23.850 LOAD COMB. 3 e .. 179 0 . 000 · , · 0 . 000 s · s.179 e.000 0.000 2 L.OAD · COMB . 3 . 3 9 . 906 0 . 000 ., ,5 . 9.906-0.000 0.000 0.000 ,......._~.,._.~~-·-· ~I,.._.....,_._.,__ ___ _,__~~ '1-. :-: . ' ! ' Subject TYPE 0 MEMBER· HO. LOAD COMB. C" • .J ..,23.896 2 -23.896 LOAD GOMB. 5 8 .173 .-. ~ 8. 173 LOAD COMB. 5. 9.907 2 9.907 Tl'PE E MEMBER HO. LOAD COMB. 1 . 7.893 5 7.893 LOAD COMB·. 1 -23. 575· 5 -23.575 LOAD COMB. 1. -21.846 5 -21,. 846 TYPE F MEMBER HO. LOAD COMB . 5 7.866 4. 7.866 LOAD COMB. 5 -23.578 4 -23.578 LOAD COMB. 5 -21.845 4 -21. 845 5 1 2 3 6 1 2 3· 7 1 2 3 Job No . 0.000 0.000 0.000 0.000 0.000 0.000 -.0!"8 -: 018 -.002 -.002 .·000 .000 .018 .018 .002 .002 -.000 -.000 0.000 (1. 000 0.000 0.000 0.000 0.000 0.000 0.000 .015 0.000 ~.003 -.123 0.000 -.015 0.000 .003 0.000 #######1# REACTIONS ######fl:## JT. ½ <<--) Y (UP> MOM. (+CCW> LOAD COMB. 1 1 3.514 -25.'670 0.000 .2 10.686 66.030 0.000 JT. X ·( <--) Y (UP) MOM. (+CCI--D LOAD COMff. 2 1 ~10.545 31.130 0.000 2 •3.S55 · 9.230 0.00a JT. 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NA YP-. Job No. ___ _ VE-s IC::::, N ~ L ft-L., 3 Yu:. '7.. ( 102. e,oo ... '3-Z..030) ( ::.s) :-D 1, '11 e> w (1) Ve..:: • es (z. ') (~ ';1/i. ( IZ ~ [. 8 (3LJJ(IZ.) J =-zcz. ]4 7 ii _ ()Uc./2 = 2.G.Z.747 :/7. :-fS1 '37.-Z. < l'T/:71 7~fg Hl/--..1 S~e:h.te.. 12...Elt--..ltz-~. CWe:k TW!..'Nlf...J..C, c: 1.b1 Lvb-.U..... Mor.: (10·-z..~') (_:;,-s) (Z.4.S~ i '3Z..03{ ,tf:.~) (10.,5)_ : }"IC. 7. bi . Mic.= [15~(1')(-z.1 . .s)(:3.6;1/2.] "[rs+44J(4)(~> ... /z..J :17s-.~Lk.-, · '2.0C I; -. 1r....-, '2.CJG..-i .. ; 0 ( )( '\. '=' • ·z. ~I. , .3. 'Z.4 /.3"3; use. z -11..:s J3A/.1....,":>_ . ' t ~ •• t-. ' .J \ : I i, ' .. L VONS, WARREN & ASSOClA TES C~nsulting Structural Engineers STRUCTURAL CALCULATIONS_ DATE: July 1, 1986 PROJECT,NAME: Research Center Plaza ARCHITECT OF ·WORK: ll.. Owen Chrisma_n & Associates JOB No, ______ o_c_a_6o_3 __________ _ £NCH NEER OF WORK: P • Kevin Lyons -Bruce Cos art TABLE OF CONTENTS Buildings 1 and 2: . Vertical Analysis .....•............ ~ .. ;9 •••••••••••• 1 -28 Panel Design •••••••••••••••••.•..•••. ·:· ••••••••• 29 -35 Foundation Analysis ................... ; ...•..... 36 -39 Lateral Analysis ..•.................... M •••••••• 40 -45 Al tern ate Design ...•............................ Building 3 : Vertical Analysis •......•..•............•....... 46 -68 Panel Desi~n .........•....................•..... 69 -73 Foundation Analysis ............................. 74 -75 Lateral Analysis ................................ 76 -86 Alt~rnate Design ......•....................•.•.. 87 -1Q5 10731 Treena Street IJ,l/ld San Diego, CA 92131. (619) 578-8380 U>I LYONS. 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I k. • • • 7 Project R i=5E.AILLI.J CEh,JTElL liA:Z.~ LYONS. \VAR REN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 By 'E)C Date ¾e, Sheet No. 7 Of __ _ u, C1 Subject :&..k?c, T1= Jt Job No. _______ _ VEk-r ~:!!:_--; /C,'L L-1 (tt.')/2..4 lc..si ( I. -z.,,5') -=-G<U; 11 3 A11.-~ I. S (!c;,. f.:/) /. t(",;$ ( /, z.s') .,. Ito,, .... Tl'..., G3/4 ~ K 1..S ½_ /I CjL.6 I.~ 15 Z.. 7 I/ / 4 :; ~ -=-, "7$11 .-e../ -= 40(12,,)\/ • /.33 1:)1.. $!"Al¼ 7$(;£; 1'3C,o Li bi.-c.A,-..r -= , o~.s ,, ¼c.o :r zo(1z.}/:3c.o -= • e,c. ~ L) ... ::-1...'1·.S" rt.. ~IOAN ,~(.. CA.....,r D n. CAJ-... , D<-:i _.....,__ ::: I. :3 ~ i, P1 0 ,._ = 4 °14d' + 4'2 . .'2.0~ = '1 JGO i; ~1<..-= JI. ci"t lc:.. K.::-..-= G.S-4 1'- T~"i' ~1~\ZAW l:ir)C. i • 737 II I " P -?,tro-11 • "'_,. ,:;,,-;._ali! ~ ""4"'0 11 11..1..: ..;)"T'-C ..,. • -,-'-"' '- I \ 4-Wb1.--:: /401/, Wi,..1., ': J~O 11/, k. n7l 5«.:= l38.4C, _, (rL> / Z.4-(t.'?..5),. .SS4 A,.__ .. 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(1-z..1/2..4 (1.vs°') =- 3 4~., 11 A1e..."' 1,S ( 8. 84 ') /. /CpS (t. -z.s') -z: . c.s'' t :Cp40i,'t. f./3C°JD :: l,!)'3 1-/3C,o L ' '2...C,5" It /, / '2., It WS!.2. 'Pot...: G:,Z/4 ~ x Z. -Z...1/1.. h ~-9-T 1¼,• i -z.. (-z. .5B "-') = Z..4 F· 118 .s, IG le. P1-1-, -z. ( t... '2.C. "-) .:: 4 . .SZ "- • ~ w K),... ~ /401/. ,, :34 I 17 I IC:tJ •1, , GJ1--1..:. M(.·-.. '?f,14(17)-,3(17)7-/z.. =-Jt.,6-,c;,31.:.., 5,r:," /ZS.Ca'3 "-·'(l-z_) /Z.'1 (l.'2...S) .. $OZ..52 "0 Tll.---r G,~/4"xt:t.Y~" I= G,407,Z. _.ci t:)c_" .4 / "4 '7 / " : /. /2," .t/S(;,O : /. I~ It W5E. Co¾'' >--7.Z..Yz..'' ZAF-V4 • • • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 1]0\P cr· 'R,,_: 4.9".5"- Rti ... : -z.. O"I Ir.. t(M ~ ti, 8G, le t,.;, I(_ M 11-.. : , 7C, /c. w l ., 1£)' :)( I Project '&se;:.t:..,u,, H CE.J, .. fff.:k By f-iC_. Date % G:. Sheet No.-~-+---Of __ _ Subject '5LIOC, T l]I' Job No. _______ _ Ve:.ILT, ' ... 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I 8 " P, i c.,J l '?-~· I d:1 k.-, MM"'""-= I oS.1G (0 Project &sEA\f.LH CE.NTE'}t :PL-AU By ff. Date 5 ;BC:: Sheet No. ID Of __ _ Subject 5 Lbc, I d rr Job No.------- v'=-"-T ' 'Pi 'Pi o .. ' -z..se. k.( z. ') .,, s, ic;. k P, L<... : -z..u;. l (-z.) : i. S'Z.. k. ' I 'Pt. io._: • 14 (4) " , 5(p k 12.' ' ., 1'7. t. 1.. : • I C.O ( 4 ') ~, (o"I k. t.Jr,,..:., J4 1'i SI<.= /2,S.7e,1c.,(12,~/-z...4 (l:z . ..S) -· 74.3 113 T~Y c.¾ 11 l< '2. 1 '1 I'= 1/071. 7 t41=-ve. • • • LYOl\'S. WARREN & ASSOCIATES Consulting Structural Engineers Project R£5E.A.ll,C..!-l CE.l--..lTEk -PU>z.A By Be. Date 5/a"' Sheet No. 11 Of __ _ San Diego, CA (619) 578-8380 fS-11 -1:2.. I J -rl-subject µLDC., _ -;-l..L Job No. ______ _ I ~ w ' .:t' 14 I ,, "2.. l. I -z. , :4' VE.\(.T ?, C ~3"1 If f'._ 0 I '10.S,M w ~ 100"1. x= ?..77S-I·nos -1 4® ]I 100 =-4. 7 M = 1..77$ (8. ~/) -[· /00 (8. 7}'/z. -1 /"/OS (q. 7 J J Sit.:' I lt:/0~ (1z.) / J'SOO (!. ZS) , B<i ,,3 Ak.• /.~ [ 1..77.S· 100( 1::'>]/8S(1:z..s') : 38 11 ' I l<:/03 -i-, T01..1 = 4,<P~ (c.rz.) (z.1..Y:,(14,()j /,GxJoC 4 :-'f /2 II /'$(..O l../e£ .. G, ,d'Z.. D F / L Ii J LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ######.############### # BEAM SPAN ANALYSIS# ###################### E:-1 MA Hi SPAt·~: SPAN LENGTH= 32 FT. LOfiDS .KIP AND FT. UNITS): Ut·~ I FOF.:M: OL LL . a2 ~z, . €10 CONCEHTF.·ATED: DL LL 2. 4::: 1. 95 2. 4;:: 1. 95 2. 4!::: 1. 95 0.00 8.00 16. ~313 24. 0(.1 ~-=:2 32. (H) MA IM SPAN SHEAF.:: (&--:.,:--------DEAD-LOAD '9 SHEAF.: 0.00 +4.0? LIVE LOAD SHEAR +2.93 8. f10 8 . (10 16.00 16.00 24. (1ij 24.00 32. 0ti MAI t4 SPAV REP.CT . -i-.; .. DEAD LOAD FULL LOAD MP I t-i SPAt·4 F · -r•10MEtH S : D~ LOAD • _, :._oAD +3.90 +1. 42 +1. 24 -1.24 -i. 42 -3. 9~3 -4.07 LEFT +4.07 +7.00 LEFT +0.00 +0. {:rn +·:, C,7 . .:... . -· ._, +.[1. 97 +0.97 -0.98 -~;1. 9E~ -2.93 72.93 RIGHT +4. f17 +7.00 RIGHT H3.00 +[I. ftfi Project 'R E:.S E A12.C.--H L£. NT E: Q.., P L...AZ.A By_~'-----Date ___ Sheet No. 12.. Of __ _ Subject _______ Job No. ______ _ DEAD LOAD FULL LOAD MA>:;. INT. MOMEt-n +42.50 +73.70 STIFFNESS FACTORS: E = 160~3 I = 316E1 • E: AT :,< = 1'10MENT = DEFLECTION= St-:EAF~ = SHEAR= LOCATED AT, + 16. f10 +16.013 +16.fH30 +73.704 +~~. 552 +2.215 -2.216 WITH LOADING= 1 x DL, 0 x LL AT X = +16.000 MOMENT= +42.496 DE~LECTION = +1.47~ SHEAR= +1 .240 SHEAR= -1 .240 ###################### # BEAM SPAN ANALYSIS# ###################### E:-2 MAIN SPAt~: SPAN LENGTH= 32 FT. LOADS (KIP AND FT. UNITS)= UNIFORM: DL LL :=-=: 1 ;-::;;:, .03 ~3.f10 COMCENTFiATED: DL LL ·J 77 i:.. • i ._r 2.73 2.73 2. 1 i 2.11 2. 11 E: . ~3~~1 16.0a 24. 0[1 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ---------------: .. , D EBD,,.-i:. O AD ..... , ,-·J:IE-R .:, H .. lj . 0(i +4 54 ::: . 00 +4 32 ,:, ·-· ~30 +1 59 16. (1(1 +1 .36 16. ~3(1 -1 36 24. ~~10 -1 59 24 (10 -4. "?·-:, ·-'-'- 7·-:, ~·L... (10 -4. 54 MAH~ SPAt·1 LEFT REACTIONS: -------.. - DEAD LOAD +4.54 FULL LOAD +7.71 MAH~ SPAN LEFT .ND_ MOMEt-HS: ERO LOAD +0. ~30 FULL LOAD MA It-4 SPAM DEAD LOAD FULL LOAD +0.00 MA:o<. INT. MOMENT +47. 2~; +:::.1 ~ 02 STIFFNESS FACTORS= E = 16{1t1 I= 3955.2 RT :,< = • MOMEt·H = DEFLECTION= SHEAF.: = SHEAR= LH1E LOAD !:;HEAF.'. + .. .,_, .. 17 +3 17 +1 . (16 +1 06 -1 (16 -1 €16 ---~· 17 .... --~· 17 RIGHT +4.54 +7.71 RIGHT +€1. 00 +0.00 LOCATED AT +16. 0f1 +16.00 +16. 0[10 +47.232 +1.312 +1.364 -1. 364 2 By _____ Date ___ Sheet No. 13 Qf __ _ Subject _______ Job No. ______ _ ###################### # BEAM SPAN ANALYSIS# ###################### E•-'7 . ~· MAit-4 SPAN: SPAN LENGTH= 32 FT. LOADS (KIP AND FT. UNITS): UNIFORM= DL LL Xl X2 .03 0.00 0.00 32.00 CONCEt·HRATED: DL LL X 2.98 ·::1 C41:, a.-.--~· 2.30 2.30 2.30 MA I H SPAN SHEAF.:: 8.00 16. ~3(1 24.00 :=·~ DEAD LOAD LIVE LOAD SHEAR SHEAR ti . 0~z1 +4.94 +3.46 ::~ . ~30 +4. 7€1 +3.46 :-1 0~3 +1 '?"7 +1 15 C; . I ._, 16.(H3 +1 49 +1 15 16. ~3[1 -1 .49 -1 15 24.00 -1 -,--, ... -~' -1 15 24. 0~3 -4. 70 _7 . .., . 46 32.'00 -4.94 -3.46 MA It-4 SPAM LEFT RIGHT F-'.EACT IONS: ----------DEAD LOAD +4.94 +4.94 FULL LOAD +8.40 +8. 4(1 MAIN :;;PAN LEFT RIGHT Et~D MOMENTS= ------------DEAD LOAD +0.00 +0.00 FULL LOAD +(1. 00 +0.00 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 • MA IN SPAt·4 MA>L It-ff. MOMENT DEAD LOAD FULL LOAD ,,. :, ... -+ 5 1 . 4 6 +:3:3. 32 STIFFHE::;S FACTORS: E = 16fH3 I= 4864.7 AT :,-:; = .MOMENT= DEFLECTION= SHEAR= SHEAR= LOCATE[ AT +16.0~ +16.00 +16.00~~1 +51.456 + 1 . 162 + 1. 488 -1. 4:38 ###################### # BEAM SPAN ANALYSIS# #############.######## B-4 • MA I N SP A-H : ·-------·-SPAN LENGtH = 28 FT.· LOADS (KIP AND FT. UNITS): UNIFORM= DL LL Xl . 03 £1. 00 COHC:E~HRATED: DL LL 2 ~ 4E~ 2.48 2.48 2. 15 2. 15 2. 15 MA IN SF'AN SHEAF.'.: }-:: DEAD LCiAD SHEAR 0. f10 +3.54 8.00 +3.34 8.00 +0.86 16. 0ti -+0. 66 16.00 -1. :::2 24.00 -2 .. 02 24. ~30 -4.50 •. -..-. ~30 a::.,:, .... -4.60 0. 0(1 28. ~30 ~-:; 8.00 16.00 24. i]JJ LIVE LOAD SHEAR +·-=· ,_ . 76 +;2.76 +0.61 +0. 61 -1 .54 -1 .54 -3 .69 -3.69 3 Project_'°R_t:_:::,_E:A_:Q.-'-C.-'-t{-'---=(:=E:::....:..tJ_T_E:.-=--e_-l>_LA_-=1...A~--- By_,--___ Date ___ Sheet No. \S Of __ _ Subject _______ Job No. ______ _ MAIH SPAM F.:EACT I OHS: DEAD LOAD FULi,.. LOAD MA It-~ SPRt--i Et4D MOMEt--iTS, DEAD LOAD FULL LOAD MAIN SPAN DEAD LOAD FULL LOAD LEFT +3.54 +6.30 LEFT +0.00 +0.00 MA:=<. INT. MOMEt·H +33.58 +60.61 STIFFNESS FACTORS= E = 160~3 I = 249i.3. E: AT ~-=: = MOMEtH = DEFLECTION= SHEAR= RIGHT +4. 6t1 +~!. 29 IUGHT +0.00 +0.00 LOCATED AT + 16. ~3fi +16. 0~3 +14. 0€10 +32.21~~1 + 1 . 145 +.709 ###################### # BEAM SPAN ANALYSIS# ###################### E:-5 MAIM SPAt--i: SPAN LENGTH= 28 FT. LOADS (KIP AND FT. UNITS): UMIFORM= OL LL . 03 f1. 00 C:ONCEtHRATED: DL LL 2.73 2.73 2.2i 2.21 2.21 E:.00 16.€1(1 24. 0(1 28. fH} LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ,., ,..., DEAD LOAD sf=ft:AR €1. 00 +3. E:6 8.00 +3.66 8. ~3ft +t1. 93 16.00 +0. -.~ f .:_, 16. 0(1 -2.00 24. 0€1 -2.20 24. 0i3 -4. 93 28. 0~3 -5. ~33 MA IN SP flt-~ LEFT F.'.EACT IONS: ----------- DEAD LOAD -+3 .8t5 FULL LOAD +6.70 MAIM SPAN LEFT .t-.lD_MOMENTS: 1..JEAD LOAD +0.00 FULL LOAD MAIN SPAt~ DEAD LOAD FULL LOAD +0. 0(1 MA:,,: . I NT . MOMENT +36.69 +64.45 STIFFNESS FACTORS= E = 1600 I= 2490.8 AT ;:-~ = • MOMEt~T = DEFLECTION= SHEAR= LIVE LOAD SHEAR +2.84 +2. E:4 +0.63 +0.63 -1 . 5E: -1 . -5::: -3.79 -c ---=a -~. { -· RIGHT +5.03 +8. :::1 RIGHT +0.00 +0.00 LOCATED AT + 16. 0i~1 +16.00 + 14, [U:3€1 +35. 1 :::6 +1.251 +.779 Project 'KSSE.A tc. \-\ Lt N"t't R. '°\' l t\. 2 ~ By _____ Date ___ Sheet No. l5 Of __ _ Subject _______ Job No. ______ _ ###################### # BEAM SPAN ANALYSIS# ###################### SPAN LENGTH= 28 FT. LOADS (KIP AND FT. UNITS)= UNIFORM: DL LL .33 0.00 COHCEt·HF'.ATED: DL LL 2. 9:3 2.98 2. 9:=: 2.30 2.30 2.30 MA IN SPAH SHEAF.:: 0. 0(1 '' r-. :3. IZH3 16. ~30 24. 0(1 28. 0€1 ::-:: DEAD LOAD LIVE LOAD SHEAR SHEAR 0 00 +4.22 +2.96 E:. 0~3 +3. 99 +--=· ..... 96 ,:, .... (10 +1 Iii.-. .• -.... +0 66 i6 00 +0 ...,,::, • I _. +0 .66 16 0i3 .-. 1 ·=· -1 --C'. -a::. ·-· t::,._1 24 .00 -2.41 -1 .65 24 . ~30 -5 . 3:3 -3.95 28. 0(1 -5. 49 _"'] ._ .. 95 MAIN SPAN LEFT RIGHT REACTIONS: ----------DEAD LOAD +4.22 +5.49 FULL LOAD +7 _ 1E: +9.44 MAHI SPAN LEFT RIGHT END MOMEt~TS: ------------DEAD LOAD +0. ~30 +0. ~::rn FULL LOAD +0. 0€1 +0.00 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-83$0 • MAIN SPAN DEAD LOAD -FULL ·LOAD MA~·!.. I NT. ~#MOMENT +40. 10 +69. ~37 STIFFNESS FACTORS= E = 16~30 AT :=~: = MOMEt'H = OEFLECTIOM = SHEAR= LOCATED RT +16.(1(1 +16.00 +14.€100 +3!3. 456 +1. ~375 +.85£1 ###################### # BEAM SPAN ANALYSIS# ###################### E!-7 MAIN SPAH= SPAN LENGTH= 20 FT. .CIAOS (KIP AND FT. UNIT!3): . UNIFORM: DL LL .02 ~3.~3€1 CONCENTRATED= DL LL 1. 98 1. 9:=: 2.21 2.21 MA IN SPAH SHEAF.:: ---------------DEAD LOAD >:: 1 €1 . 0€1 '·i ,··· 4. 0~~1 12 . 0(1 LIVE 20. 0~3 LOAD ::-:: SHEAR SHEAF.: 0.00 4.00 4.00 12.00 12.00 20.00 .MAIN SPt=it4 REACTIONS= ---------. • EAD LOAD ULL LOAD +2. s::: +2.50 +0.52 +0.36 -i -1 .63 .79 LEFT +2.58 +5.24 +2.65 +2.65 H3.44 +0.44 -1 .77 -1 7'? .. '· F.'. I GHT +1. 79 +3.56 project 'Rt S E..A '2. U-\ (£ ~' (.. ~ ~ \.. 'f\..--Z..,A. By _____ Date ___ Sheet No. I tt> Qf __ _ Subject _--'-_____ Job No. ______ _ MA IN SPAt·4 END MOMENTS= ------------DEAD LOAD FULL LOAD MAIN SPAM DEAD LOAD FULL LOAD LEFT +0.00 +0.00 MAX. Itn. MOMENT +13.66 +27.81 STIFFNESS FACTORS: E = 1600 AT :=-=: = MOMEtH = DEFLECTION= SHEAR= RIGHT +0. (10 +0.00 LOCATED AT +12.00 +12. €:u:3 +10.00(1 +12.904 + -;,q"7 ' I -· ._, +.397 ###################### # BEAM SPAN ANALYSIS# ####1################# 8-i:: MAIH SPAt~: SPAN LENGTH= 20 FT. LOADS (KIP AND FT. UNITS): UNIFORM: DL LL :=-:: 1 }·=:2 .02 0.00 0.00 20.00 CONCEt·HRATED: DL LL X 2.73 2.73 2. 7i3 2. 7f1 MAIN SPAN SHEAR: 2 •• , l·, DEAD LOAD SHEAR 0.00 +3.47 4.00 +3.39 4.00 +0.67 12. 0(1 +€1. 51 12.00 -·:=r ·::•·:=-.... .__.._ 20.00 -2.38 4. 0fi 12.fH3 LIVE LOAD SHEAR +3.24 +3.24 +0.54 +0.54 -2 .. 16 _•;, ..... 16 LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 (ttAIH SPAN REACT I ON:3: DEAD LOAD FULL LOAD MAIN SPAN ENO MOMEt·HS: DEAD LOAD FULL LOAD MAIN SPAt--1 DEAD LOAD FULL LOAD LEFT +3.47 +6.72 LEFT +0.00 +0.00 MA:•!.. I NT. MOMENT +18.42 +35. 7.2 STIFFNESS FACTORS= E = 1600 I = 105~1. 8 AT }-~ = • MOMENT:::;: DEFLECTION= SHERR= F.: I GHT +·':• 70 "-. ....,,._. +4.55 RIGHT +0 .0ft +0. 0(1 LOCATED AT +12.00 +12.00 +10.000 +17. 36E: +.749 +.546 ###################### # BEAM SPAN A~ALYSIS # ###################### B-9 MA I H SPAt·i: SPAN LENGTH= 20 FT. LOADS (KIP AND FT. UNITS)= UNIFORM: • DL LL X1 .02 0.00 0.00 CONCEt-JTF.:ATED = ~~ LL X •;r 07 ~. ,_,._ . 4.00 12. 0€1 ...... _-:-..... ~ 20.00 C Project ~£..~-A.~t\ C.t~\ -E:.'R.. \? LA.7-A By _____ Date· Sheet No. \'-9-Of __ _ Subject _______ Job No. ______ _ MBIN SPAN SHEAF-': ~: DEAD LOAD 0.00 4.0;0 4. ~3(1 12.00 12.00 20.00 MAIN SPAN REACTIONS: ----------DEAD LOAD FULL LOAD MAIN SPAN END MOMENTS: ------------DEAD LOAD FULL LOAD MAIN SPAt~ DEAD LOAD FULL LOAD SHEAF.: +.., -,--.I. I ( +3.69 +0.72 +0.56 -2.42 -2.58 LEFT +3.77 +7 .16 LEFT +0.00 +0.00 MAX. nn. MOMENT +20.01 +38.09 STIFFNESS FACTORS= E = 1600 I = 1441 . 4 MOMENT= DEFLECTION= SHEAR= LIVE LOAD SHEA'F.: +3.39 +3.39 +0.57 +0.57 -·:=r ,:, .---'-0 -2.26 RIGHT +2. 5!:: +4.84 RIGHT +0.00 +0.00 LOCATED AT +12. 0£1 +12.00 + 1 €1. f1f1f< +18.85E +.592 + .59!:1 LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 • ###################### # E:EAM Sf'till~ANALYSIS I ########~I'############ B-11 MAIH SPAM: SPAN LENGTH= 17 FT. LOADS (KIP AND FT. UNITS): UNIFORM= DL LL . (12 0. 0(1 Xl 0.00 17. 0€1 CONCENTRATED= DL LL 1 . 70 €1. EH.:i 1. 7~ {1. 0~3 4.00 12. 0€1 MA IN SPAM SHEAF-:: >=' ·, DEAD LOAD 0.00 • 4.00 4.00 12.00 12. 0~3 17.00 MAIN SPAt~ F.:EACT IONS: ----------DEAD LOAD FULL LOAD MAIN SPAN END MOMENTS= ------------I;)EAD LOAD FULL LOAD . MAIN SPAN DEAD LOAD .ULL LOAD SHEAR +1.93 +1. 87 +0. 17 +€1. 05 -1. 66 -1 .73 LEFT +1.93 +1.93 LEFT +0.00 +0.00 MA:X:. INT. MOMENT +8.47 +8.47 LIVE LOAD SHEAR +0. 0(1 +0.00 H3.00 +0. 0€1 +0.00 +0.00 RIGHT +1. 73 +1. 73 RIGHT +0.00 +0. 0(1 LOCATED AT +12. 0f! +12.00 7 Project_1<~c.S_t=A_'iZ._C.~t-l._C...~E~1':l_T~E:_~-e_,~~-\.._A._2_A..--'--- By ____ Date ___ Sheet No. \8 Qf __ _ Subject _______ Job No. ______ _ STIFFNESS FACTORS: E = lE:€10 I = 415.2::: AT ;-,; = MOMENT= DEFLECTION= SHEAR= +8.500 +8.210 +.616 +. 10~) ###################### # E:EAM SPAN ANALYSIS# ###################### . G-1 MAIN SPAr~: SPAN LEt~GTH = 28 FT. LOADS (KIP AND FT. UNITS): UNIFORM= DL LL ~< 1 . 14 . 16 0. €10 28.00 CONC:Et~TRATED: DL LL V ,··, 6.92 14.fHj MA IN SPAN SHEAF.:: >~ DEAD LOAD 0.00 14.00 14. 0t1 2-E:.00 MAIN SPAN REACTIONS= ----------DEAD LOAD FULL LOAD MAIN SPAN ENO MOMENTS= ------------DEAD LOAD FULL LOAD M.AIN SPAN DEAD LOAD FULL LOAD SHEAR +6.90 +4.94 -4.94 -6.9f1 LEFT +6.90 +12.60 LEFT +0.00 +0.00 MAX. INT. MOMENT +82. 8E! +147.00 LIVE LOAD SHEAR +5.70 +3.46 -3.46 -5.70 RIGHT +6.90 +12. 6€1 RIGHT +0.00 +0.00 LOCATED FIT +14. 0~3 +14. 0t1 LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 STIFFNESS FACTORS= E = 16(10 ;.. ,.- I= 7776 • AT ~-:: = MOMEHT = DEFLECTION= SHEAR= SHEAR= +14. (100 +82.880 +. 7~:3 +4. 94(1 -4.940 ###################### # BEAM SPAN ANALYSIS# ####.################# l--:, .:I~ RIGHT CANTILEVER= ----------------- SPAN LENGTH= 10 FT. LOADS (KIP AND FT. UNITS)= • UtH FOFH1: DL LL . 14 . 16 COt·KEt·ffRATED: DL LL 6. 9€i 5. 71-;i 10.(H} MA IN SPAt·l: ---------- SPAN LENGTH= 40 FT. LOADS (KIP AND FT. UNITS): U~4 I FORM: DL LL Xi X2 .14 .16 0.00 40.00 CONCEHTRATED= DL LL X :::~14 5.86 MAIN SPAN SHEAR= ---------------X DEAD LOAD SHEAR 0.00 -+4.97 20.00 20.00 • 40.€10 +2. 17 -5.97 -:::. 77 LIVE LOAD SHEAR +4.51 + 1. 31 -4.56 -7.76 ,_, Cl Project 12.£5:,EAec:tt C£ 1'STE.-e t> l KZA. By _____ Date ___ Sheet No. \Ci Qf __ _ Subject _______ Job No. ______ _ MAIN !:;PAN REACT I OH'.3: DEAD LOAD FULL LOAD DL ON CAt·ff .. • DL+LL ....-SPAN MA I H SPAt·4 END MOMENT::;: DEAD LOAD FULL LOAD DL ON CAt·H .. • DL+LL / SPAN MAIN SPAN --.------ DEAD LOAD FULL LOAD DL ON CANT .. • DL+LL _.., SPAN LEFT +4.97 +9. 4E: + 11 10 LEFT Hl. 0~3 +0.00 +0.00 MA~< INT. MOMENT +71. 40 +129.50 + 162. ~30 FOR RIGHT CANTILEVER= ---------------------STIFFNESS FACTORS= E·= 1600 I= 9327 RIGHT ~ +17.07 +32. 13 +23.20 RIGHT -76. f,J -141 . 0~3 -76. 0(1 LOCATED RT +20. 0f1 +20.00 +20.00 WITH LOADING= 1 x DL, 0 x LL FOF.: MAIN SPAt~: --------------STLFFHESS FACTORS= E = 1600 I= 9327 WITH LOADING= 1 x DL, 0 x LL MA IN ::;PAM AT X = +19.500 MOMEt~T = DEFLECTION SHEAR = AT , .. • ,.r., = MOMENT = DEFLECT IOt~ SHEAR = SHEAR = RT , .. ..,.., = MOMENT = DEFLECTION SHEAR = AT ..,, ,··· = MOMEtH = DEFLECTION SHEAR = = = = = +.923 +2.240 +20. 0~3~3 +71.40f1 +.917 +2. 17~3 -5.970 +20.500 +68. 39E: +.909 -6. f140 +21 .000 +65. (36~3 +.89f: -6.11~3 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 .AIN f;PAt-~ AT ;,.,: = MOMEWi = -DEFLECT I Of.I~ SHEAF.: = AT ::-:: = MOMEt-H = DEFLECTION= SHEAR= AT :«; = M0MEtH = DEFLECT I ot-.1 = ::;HEAR= MAH~ SF'AH AT :~=: = MOMENT= DEFLECT I Ot·-1 = :3HEAR = AT ;:-:; = M0MEt·H = DEFLECT I Ot-.1 = SHEAR= MOME~H = DEFLECT I Ot·-1 = SHEAR= RIGHT CANTILEVER FOR RIGHT CANTILEVER= _. _____ " ____________ _ AT ::-~ = MOMENT= DEFLE;CTION = SHEAF:: = MAIN SF'AH FOR MA IN SF'At·-1: -------------- +t~::. 50€1. +67. 98:=: +.930 +2. 3:::0 +19. [100 +69. 16f1 +. 92E: +2.31i~1 + 19. 50€1 +70.298 +.923 +2.240 + 17. 5~30 +65. ~3:::~ '+ .929 +2.520 +18.0€1(1 +66. 7:::,.3 +.930 +2. 45~3 +18.50fj +67. 9:38 +.930 +2. 3E:0 + H3 . (1 €HZ! +0. 001) +. 0:::5 +6. 9(10 WITH LOADING= 1 x DL, 1 x LL MF! I t·-1 SPA~~ AT X = +17.50ij AT .T MOMENT= DEFLECTiot-.1 = SHEA~: = ::•:: MOMENT = DEFLECT I Ot--1 = SHEAR = .. l:, = MOMENT = DEFLECTION = SHEAR = +148.313 +2. 4-19 +5.850 + 18. 0€10 +151 .200 +2.432 +5.700 +1:3. 50€1 +154.013 +2.441 +5.550 Project ~E,~~-C..\-\ . C £.t-,J'TE.,~ ~ L1'<2...P.... By _____ Date ___ Sheet No. Z..O Qf __ _ Subject _______ Job No. ______ _ AT ~< = MOMEt--lT = DEFLECTION= SHEAR= MA It-~ SF'fir·4 +19. f1f10 +156.750 +2.445 +5.4f.H3 WITH LOADING= 1 x DL, 0 x LL RIGHT CANTILEVER FOR RIGHT CANTILEVER= ---------------------WITH LOADING= 1 x DL, 1 x LL RIGHT CANTILEVER AT X = +10.000 MOM~NT = +0.000 DEFLECTION= +1.332 SHEAR= +12.600 ###################### # BEAM SPAN ANALYSIS# ###################### G-3 MA I H SF'At·i: SPAN LENGTH= 28 FT. LOADS (KIP AND FT. UNITS): UNIFORM= DL LL . 14 . 16 . ~3 . 00 CONCEt·HRATED: PL LL 9. 16 6.42 MA IN SPAN !::HEAF.:: 1 ••• ..... 14.en:3 2:3.00 '·"' r, DEAD LOAD LIVE LOAD SHEAR SHEAR €1.00 +6.54 +5.45 14.00 +4. 5E: +3. c~ 1 14 . ~30 -4.5:3 -3.21 28.00 -6.54 -5.45 MAIN SPAt--1 LEFT RIGHT REACTIONS: ----------DEAD LOAD +6.54 +6.54 FULL LOAD +,11. 99 +11.99 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 • MAIN SPAN LEFT END MOMENTS:, ,.,,,,,.---. ------------DEAD LOAD +0.00 FULL LOAD +0.00 MAIN SPAN DEAD LOAD FULL LOAD MA~•:. INT. MOMENT +77.84 +138.46 ST I FF NESS FACTOR!:;= E = 16€10 I= 7776 AT :,-{ = MOMEtH = DEFLECTIOt~ = SHEAR= f;HEAR = RIGHT +0. (10 +0.00 LOCATED AT +14. ~30 +14.tH3 +14.[100 +77. i::40 +.737 +4. 58(1 -4. 5:30 • ###################### # BEAM SPAN ANALYSIS I ###################### G-5 MAIN SPAN= ---------- SPAN LENGTH= 28 FT. LOADS (KIP ANO FT. UNITS): UNIFORM= DL L~ ::-:; 1 ::-:;2 CONC:ENT~'.ATED: DL LL X 9.26 7. 34 . 14. 0~3 MAIN SPAt~ SHEAF.:= -------------"- •• X OEAb LOAD SHEAF~ 0.00 +4.63 14.00 14. [10 28.00 +4.63 -4.63 -4.63 LIVE LOAD SHEAF.: +3.67 +3.67 -3 .,67 lo Project_12.E.~=S...,,.e.::.:....A ....... IZ.=-C-'-H'-----'C£'--=-N'--T~t_'l2...._P_L_A_'2_A... __ _ By _____ Date ___ Sheet No. 2.1 Of __ _ Subject --'-______ Job No. ______ _ MAIN SPAN FiEACT I ot~S: DEAD LOAD FULL LOAD MAIN SPA~l END t·l0MEI-HS: DEAD LOAD FULL LOAD MAIN SPAM DEAD LOAD FULL LOAD LEFT +4.63 +t:.30 LEFT +0. 130 +0.00 MA~-~. INT. MOMENT +64. E!2 +116.20 STIFFNESS FACTORS= . E = 160(1 I = 64€1'7. 2 AT ;-=: = MOMENT= DEFLECTION= SHEAR= SHEAR= RIGHT +4.63 +8. 3(1 RIGHT +0.00 +0. 0(1 LOCATED AT +14.00 +14.00 +14.~:::100 +64.82€1 +.714 +4.630 -4.630 ###################### # BEAM SPAN ANALYSIS# ###################### G-6 RIGHT CANTILEVER= SPAN LENGTH= 10 FT. LOADS (KIP AND FT. UNITS)= IJtHF0RM: DL LL Xi X2 CONCENTRATED= DL LL X 4.63 .... --~ -~'.bi H1. (1€1 LYONS. WAR REN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 -. ---------~r· SPAN LENGTH= 40 FT. LOADS (KIP AND FT. UNITS): Ut-HFORM: DL LL CONCEHTF.:ATED: DL LL 7. 1::: 6.35 MAIN SPAt-4 SHEAR: ---------------·~,..i . ' €1. 00 20.00 20.00 40.00 NAIN SPAN REACT I Ot-.!S: DEAD LOAD SHEAR +2.43 +2.43 -4 .75 -4 -,c-• I ,;_I LEFT ~-· ,,, -·E;;;~-~oAo- FuLL LOAD +2 .43- +4 .69 DL ON CA~H., DL+LL ./ SPAN MAIN SPAN ENO M0ME~HS: ------------DEAD LOAD FULL LOAD DL ON CANT .. • DL+LL _.... SPAN +5.61 LEFT +0.00 +0.00 +0.00 MAIN SPAN MAX. INT. ---------MOMENT DEAD LOAD +48.65 FULL LOAD +93.80 DL ON CANT., DL+LL ./ SPAN +112.15 FOR ~IGHT CANTILEVER= ---------.---------STIFFNESS FACTORS= E = 1600 LIVE LOAD SHEAR +Z.26· +2.26 -4 .09 -4 .09 RIGHT +9.38 +17. 14 +12.55 RIGHT -46.30 -83. 0€1 -46.30 LOCATED AT +20.00 +20.00 +20.00 I= 6407.2 WITH LOADING= 1 x DL, 0 x LL •• ,, Project '2.E.SE.ARC..H -C£.NTE.tc 'PLA1A By_-"-___ Date ___ Sheet No. 22., Of __ _ Subject _______ Job No. ______ _ FOR ~lA IN ::;PAN: --------------STIFFNESS FACTORS: E = 16€10 I= 640?.2 WITH LOADING= 1 x DL, 0 x LL ·MAIN SPAH AT X ~ +17.000 MOMENT= DE:FLECTION = SHEAR = AT 'x' .. = MOMEt-.!T = DEFLECTION = SHEAR = AT : .. • = /", MOMENT = DEFLECTION = SHEAR = AT :=-=: = MOMENT= DEFLECTION= SHEAR= AT >{ = MOMEHT = .DEFLECTION= SHEAR= RIGHT CANTILEVER FOR RIGHT CANTILEVER: -------------------. AT :,{ = MOMEt·H = DEFLECT I Or4 = SHEAR= MAIN SPAt-.i FOR MA IN SPAt·i: -------------- +41 .353 + C17"7 •,_,._,I +2.433 + 17. 50~21 +42.569 +.841 +2.433 +18.0fH) +43.785 +.843 +2.433 +18.500 +45.001 +.844 +2.433 +19.000 +46.218 + .f:42 +2.433 +1ij. ~:::100 +0. ft0~) +. 09~:::1 +4.630 WITH LOADING= 1 x DL, 1 x LL MAIN SF'Ar~ AT X = +17.500 MOMENT= +98.131 DEFLECTION= +2.236 SHEAR= +5.608 AT ~-~ = +18. ~30€1 MOMErH = +100.935 DEFLECT I ot~ = +2.250 SHEAR = +5.608 AT , .. , = +1:3.500 ,l·, MOMENT = +103.739 DEFLECT I ot~ = +2.259 SHEAR = +5.608 LYONS. WARREN & ASSOCIAl ES Consulting Structural Engineers San Diego, CA (619) 578-8380 ~T :,:: = MOML:; .. AT ftT DEFLEC . ;. ~14::i~ SHEAR= ,., ,,, = MOMEt~T = DEFLECTION SHEAR = ,.,r .,., = MOMEt~T = DEFLECT I Ot~ = SHEAR = SHEAR = +19.ooe + 10~. 542: +2. 26'i· +5.608 +19.500 +109.346 +2~265 +5.608 +2~3. ~300 + 112. 150 +2. 26(1 +5. 6€18 -7.923 MA IN SPAt·~ WITH LOADING= 1 x DL, 0 x LL RIGHT CANTILEVER FOR RIGHT CANTILEVER= ------------------· --WITH LOADING= 1 x DL, 1 x LL RIGHT CANTILEVER AT ;:-r:: = MOMENT= DEFLEGTIOH = SHEAR= +1(1.000 +0.000 +1.121 +8. 3(10 ###################### -BEAM SPAN ANALYSIS# ###################### i::;--s 1ro Io RIGHT CANTILEVER• ----------------- SPAt·~ LEt4,GTH = 7 FT. LOADS (KIP AND FT. UNIFORM= DL LL . 14 . 16 COt--lCEtH f.:ATEEt: DL LL 4.96 4. 9f: UNITS): 7. 0(1 lz. Project ~£;:SEl'-,.-e.t-~ C£t,S1c::'Q... \"~--Z..~ By _____ Date ___ Sheet No. &3 Qf __ _ Subject ________ Job No. ______ _ MAIH SPAr·J: SPAN LENGTH= 29 FT. LOADS (KIP ANO FT. UNITS)= UN I FORr~: DL LL . 14 . 16 ~3. 00 29. (H) CONCEt~TRATED = DL LL 2. ~3~3 2. 10 MAIN SPBN SHEAR=· ---------------DEAD LOAD SHEAR +2.09 9. (10 9. [n:1 +0. :::3 -1. 17 29.00 -3.97 MAIN SPAN LEFl f;.'.EAC:T I Ot-~:;: DEAD LOAD +2.09 FULL LOAD +4.52 DL ON CANT ... DL+LL / SPAN +5.86 MAIN SPAN LEFT Et·m MOMEt-.iTS: DEAD LOAD +0.00 FULL LOAD +0.00 DL ON CAt·H ... DL+LL / SPAN +0.00 MAIN SPAN ---------DEAD LOAD FULL LOAD DL ON CAtH .. • DL+LL ....-:;PAN MA:>=:. INT. MOMENT +13.17 +2:3. 57 +4f1. 61 FOR RIGHT CANTILEVER: ---------------------STIFFNESS FACTORS= E = 16fH3 I = 64f17. 2 LIVE LOAD SHEAF.'. +2.43 H).99 -1.11 RIGHT +9.91 +2£1 32 +12.8f: FHGHT -3:::. 15 -76.93 LOCATED AT +9. ~31-Zi +9. 0~3 +9. £1€1 WITH LOADING= 1 x DL, 0 x LL LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 --------------STIFFNESS FA.C~'.'.3, E = i60~3 -.,.. I = 64(1?. 2 WITH LOADING= 1 x DL, 0 x LL RIGHT CANTILEVER FOR RIGHT CANTILEVER• ------------------- AT ;:-:; = MOMENT= DEFLECT I Ot~ = ::;t-lEAF.: = MAH! SPAN f-lT ::-:: = MOMEtH = DEFLECTION= SHEAR= AT :,,: ;: MOMENT= QEFLECTIOt-l = SHEAR= MOMEr~T = DEFLECT I Ot·4 = SHEAR= AT ::-:: = MOME~H = DEFLECT I Ot·i = SHEAR= MAIN SPAH AT '··' _..., = MOMENT = DEFLECTION = SHE;AR = AT ::-;: = MOMENT = DEFLECT I OM = SHEAF.'. = AT J •• , = t4"•1 MOMENT = DEFLECT I OH = SHEAR = SHEAR = AT ::-:: = (. MOMEHT = DEFLECT I Ot·i = SHEAR = +7. (1(H} +(1. (10(l +.277 +4.960 +6. 0~~10 +1~1.043 +. ~348 +l .2-54 +6.500 +ii). 652 +. ~351. + 1 . 184 +7. 0tH} +11.227 +.052 +I.'i14 +7. !5(1(1 +11.766 .. + .@53 +1. (144 +8. ~}f'H) +12.270 +. (154 +.974 . ...------<•e.s0~ +12.74~} +.054 +. 9(14 +9. 00(1 +13. 174 +.053 +.834 -1. 166 +9. 50(1 +12.574 + .052, -1. 2-36 13 Project--'~=-'i:::=S=£..=A----"-'-e-"c.:...;...-t\.!...--==CE:=-=-N::....:~c.:,,,t.:=~::....~..:......:cl.:..../\=1.::..:..A..-=---- By._~--'----Date ___ Sheet No. 25 Of __ _ Subject _______ Job No. ______ _ ###################### # BEAM SPAN ANALYSIS# ###################### G-4 LEFT CANTILEVER: SPAN LENGTH= 2 FT. LOADS (KIP AND FT. UNITS)= UNIFORM= DL LL X1 k2 .14 .16 0.00 2.00 RIGHT CANTILEVER= SPAN LENGTH= 10 FT. LOADS (KIP ANO FT. UNITS)= UNIFORM: DL LL X1 .14 .16 0.00 COt--lCEr·HRATED: DL LL X 6.54 5.45 10.i}f1 MAIN SPAM: SPAN LENGTH= 36 FT. LOADS (KIP AND FT. UNITS): 1~3.0(1 UNIFORM= DL LL :,d :,,:2 .14 .i6 0.00 36.00 COMCEt-HRATED: -DL LL X 7.61 5.69 16.00 MAIN SF'AH SHEAR: '-.·' ,., DEAD LOAD LI 1,..'E LOAD !:;HEAR ~:HEAR f1. €W +4.74 +4.31 16. 0(1 +2.50 +1 .75 16. 0(1 -5. 11 -3.94 36. i)(1 -7.91 -7. 14 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (6.19) 578-8380 • MA IN SP Rt-~ LEFT REACT 1 Ot·iS: -----------.!-,,.,,,,.---DEAD LOAD +5.02 FULL LOAD +9.66 DL Ot-4 CFH·H .. • DL+LL / SPAN +11.07 MAIN SPRN LE~T Et-rn MOMENTS: ------------DEAD LOAD -.28 FULL LOAD -.60 :[IL OH C:At-ff, .• DL+LL / SPAN ~.28 MAIN SPAN MAX. INT. ---------MOMENt DEAD LOAD +57.71 FULL LOAD +105.93 DL ON C:At-n ... DL+LL / SPAN +133.89 FOR LEFT CANTILEVER: -------------------~ • ::TI FFNES!~ _~ACTORS: RIGHT +15.::t5 +30.03 +21. 25 Rl4HT -72. 4i3 -134.90 -72.40 LOCATED AT + 16. 0f1 + 16. ~30 +16.00 E = 1 o~.:.1t1 I= 7776 WITH LOADING= 1 x DL, 0 x LL FOR RIGHT CANTILEVER: ------------·--------STIFFH~SS FACTORS= E = l6~3e I = 77"'?6 WITH LOADING= 1 x DL, 0 x LL FOR MAIN SPAN= --------------STIFFNESS FACTORS= E = 1600 I= 7776 WITH LOADING= 1 x DL, 0 x LL RIGHT CANTILEVER FOR RIGHT CANTlLEVER: ~---·------------.--- • M1:1MEt-H = .- DEFLECT I Cit-.! = SHEA"R = + 10. 00~3 +0. (100 . +. 344 +6.540 Project 'R.€.SEAl2lt-\ C..£Vv1E-Q.. l=>LA.LA By _____ Date ___ Sheet No. 26 Of __ _ Subject _______ Job No. ______ _ MAIM SPAN FOR MAIN SPAt·4: --------------AT ::-:: = MOMEt-.tT = DEFLECT I Ot--1 SHEAF.'. = AT >=: = t·10MEt·iT = DEFLECT I OM SHEAR = AT >~ = MOMEt-.tT = DEFLECT I Ot-~ SHEAR = SHEAR = AT '··' l·, = MOMEt·H = DEFLECTION SHEAR = AT :=-=: = MOMEt·H = DEFLECT I Ot4 SHEAR = = = = = = +15.00€1 +55. 137 +.645 +2.644 +15. 5tit1 +56.441 +.645 +2.574 + 16. 0(H3 +57.711 +.643 +2. 5~~14 -5. 11)6 +16.5(H) +55.141 +.639 -5. 176 +17. (10(1 +52.536 +. 634- -5. 246 LYONS, WARREN & ASSOCIATES Consulting Structural Engineers • San Diego, CA (619) 578-8380 ~##################### # BEAM SPAN ANALYSIS# ###################### G-7 LEFT CANTILEVER= ----------------- SPAN LENGTH= i~ FT. LOADS (KIP AND FT. UNITS)= Ut-4IFORM: DL LL X1 .14 .16 0.00 CONCENTRATED= DL LL X .56 .64 12.00 RIGHT CANTILEVER= ________________ , i.PAN LENGTH = 12 FT. LOADS (KIP ANO FT. UNITS): UtHFORM: DL LL . 14 . 16 0.00 COHCENTRATED= DL LL '·.l ,··1 C .-• _,t:, .64 12. 0(1 MAIM ::;PAN: SPAN LENGTH= 48 FT. LOADS (KIP AND FT. UNITS)• UNI FO~:r1 = DL LL X1 .i4 .16 0.00 COt·4CENTRATED = DL LL X 5 .16 4.52 24.00 MA IN SPAN SHEAfi:: --------------- 12.fH3 12 . ~30 0. fH3 (.24.0~ ' 24.00 DEAD LOAD SHEAR +5.94 LIVE LOAD SHEAR +6 .10 48.00 +2. s~== -2.58 -5.94 +2.26 -2.26 -6. H1 Project_'\<_£::S.E----==---p...._-e_=c_,c...:..t\.:.__.....:C£.=· t\l:...=ll:.-..:........,C=\:!..::R...=---V_:_L_A....-=.2-=-=-A...:::___ By_--'-___ Date ___ .Sheet No. Z.~ Qf __ _ Subject _______ Job No. ______ _ MAit~ SPAt-i REACTION:::;: ----------DEAD LOAD FULL LOAD DL ON CANT., DL+LL .,.-SPAN MAIN SPAH END MOMENTS= ---·--------DEAD LOAD FULL LOAD DL Ot·4 CANT .. , DL+LL _,.. SPAN LEFT +16.84 +14.28 LEFT -16.80 -36.00 -16.80 MAIN SPAN DEAD LOAD FULL LOAD MA>::. INT. DL ON CAMT., DL+LL ....-:3PAN MOMENT +85.44 +166.56 +185.76 FOR LEFT CANTILEVER= ---------------------SiIFFHESS FACTORS: E = 1 i::~30 I= 11071.7 RIGHT +:3. 1 ~: + 16. :::4 +14.28 RIGHT -16. :::~3 -36. 0(1 -16.80 LOCATED AT +24. ~j(1 +24 . f1~j +24. 0~) WITH LOADING= 1 x DL, 0 x LL FOR RIGHT CANTILEVER= ---------------------STIFFNESS FACTORS= E = 1600 I= 11(171.7 WITH LOADING= 1 x DL, 0 x LL FOR MA It~ SPAt~: --------------STIFFNESS FACTORS= E = 16€1€1 I = 11071 . 7 WITH LOADING= 1 x MAIN SPAM AT :«: = MOMEt·-IT = DEFLECTION= SHEAF.: = SHEAR= DL., €1 >~ LL +24. (1(H3 +85' 44[1 +1. 632 +2. 5si~1 -2.580 • • • LYONS, WARREN & ASSOCIATES Consulting Structural Engineers Project 1<,e;.:SE.AiLC..H CEl-..!TEK---P1...t>.-zA San Diego, CA (619) 578-8380 By 5C Date S/5e, Sheet No. 2"9 Qf __ _ Subject f>u:?4 T f 7I Job No. ______ _ CDLUMN-=, Pn: :3-Z.. 1'3 k + 'Z.. (7. 7 "-) = 4 7. s 1<. ~t...= IB1 . ~E..AM 1SA'SE.. 'PLA1E.. T~, 1c>'1 50 eA~E f'LAiE • .f'°= 47.Sl./(;d''/ =-·.473l:.; F""p-= • '35 .f h = . 35-(2.6co J = , 7 14:.,· . 1/'. ~ l .4,S ""l,1. ~ t.., .. '3. z. 7 ~ \ = . 7s ,'Z,S ~..,, I I I. ( ( tooo) / '3 t.S (I. 2..S ') " '2. 3, 0:::. ,, '? 23.OC. / 7 ,, : '3,tf '' /G,, s f)A '5G: 'PLATE. T 1-l. ~1 71i. '' 5q l)A SE. Pt..A re. .r/Q = t 1, 1 ;,_ / (7, sY ,. , I 17 k :,; F ... = 7"--:,, t.. --22··7 r .,11 l½.=-4'"·4 r ' r .;), i ,-zs-(:3C) . "' /..f5€ S PE.GIA L loE.A T'1 ~EA"':' i'.o¾ ,, '< IS I f; 1, I l./5€. 7 11. .SQ >< /-z. "~ASE. • • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 LIi-JG::. A ::-~~ ..I_:. 3'5 1 P-i f''Z. w Cr>" e' L e/ B1 °R D1... -:"'l.Z. 13 l k. R1 ... • Z&.38 b ... 7'1 Project f:ZE:-SEAll..C..Y CEJ--JTEk. 'PLA-z.A. By 'E)C Date '3/,se, Sheet No. 28 Of __ _ a..L I l 77: Subject u KJCi _ r ~ Job No. ______ _ EKT. R11 ... T 1.-C,, 2.. \4 ~Tl.. ... 34 .. 63 "- 11 p._-: 4. ,,:17 k. (1. 4) = C,. iC:. "- f1 t..._" G:,./3 k (1.7")" /0.42.. l:.. P-z. ,,._--. IC,k (1.4)= .-Z.'3 L k "'\ l:. 'P"Z. L,t.,." , l O (t. 1 ; = • 34 W1?L. :-15"0 ( 1~)( 10} ~ JS = , 8'1 1/, . B'1 ( I. cf) = !. Z. S '1/. d-= 101(!1.:'y.) = JW 11 -.s''= /IS 11 lc,d 1. ( I -• Si J° :: ) '1 t fl-,, (rz..'1/,)/. ~ ( 7 )(/JS).._ 4)-::(a:,b:,; Ct= 2. I(~; _p-= . 000 G,2.~ = ,,<'.J,372.. A-, i:. =-.ooo<,Z8(11s" )(7 ") :-. SO'S /1( 'I /. :3:!iJ -: .C, 7-Z. 51-!t:::.A.V.-z.-• G e:AlC...0 ------Vu, 34,63 , -r. 7..3 :~ 3q), ( 1 1 'f )(1,2s)] , 2. l. k Ve..,.. 'l. (f'};_')'ii. bwd = Z (woo)'1-z(7,.)(l!.S> r Tl. l (/)Ve. z 72.(, z¼) z .30,G:, ~ > '? 21. I:... -z... ""2-. "5E:.All.11--J4 ~u-: cp (.~s--[lc... A,J A 1 = 34.5'3 ~/7 (. ~~()(t. ') w -:: ~ .,. z. '1 /4 11 -: q, B 4 ~ l~,5 k Rio._ z 1.<q, GiS · 'R,-'-= 2. °I. 4.:5 ,._ If w " 1.. II : -z ci. JC,.S '. S?/E.A~ R.E..11--J ;:-/2...EQ fl P'-,. 4,/ k. (/.4) :: S:74 1 '-- 'P, L.'-= 'Z.."l~"-_(1.7) ~ 4. "18 ~ WrJ<..= JS-0(1~){10)-1 14(4) =-."/4·'Y, -= • °IC/ ( /. 4) ~ ). '3 'Z. Y. wi.1.. = zo (4 '> , . a B o/ ( t. 7) : . I 4 1/, • • • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 C..0NLll£ 1 e:.. L.l"-lE. I ~ ,,,.,-~ M.,, = '2.. 5,. I 5 L, 5/-l(..6.K.. 5~A ll..lk!C., A,"' -zc,.4s"-/ 7 (, es') ( -z.. 1 Z.S/4 4 : 4, I 11 Z.5 Project Rs.s E.At(LU CENTE(.... PLA "2..A By 5C Date % C Sheet No. 2.9 Of __ _ Subject 5L D; 1 LII . I Job No. ______ _ ,,"l. "Z "' . 74 7 )( LJ-:£. Z -4.!e:, /3Ak...-=, • • • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers Project f<e.se:AK(.y LEJ,.JTEJL PLA-Z..4, San Diego, CA .(619) 578-8380 By :BC.. Date S/sc, Sheet No. 3D Of __ _ PoL =-(/4 .-s+') ( 4) ·· SG -Ii/, P, ( /I).._.(' ( '\ ~ fl-I L-1...: 2.0 ) 4 ; ~ c..,O 1 1 = z..'-a~ W1,.4,,.,~-= (1.3')(,B){l3)(()-. 14"'~.(' 0s1:..i::or-1,(.= (1)(1')(.Z>(,G.1>[(1so')(1~ )] = 17.5'°::,.f ~ 4 011. ULTIMAlE; LOAKJ F.A.c .. :TolL.C., F'OiL ~bl"5M-1t:, 0=.7.SlJ.7(/,/£)] ,Ac.t:318 '1,'2..,7. ::: .7:i"(i.7)(1.() (17,-5) =-2.4 ,s".kl=,(' €:: ,'' . 11 ,, -·-· ·--1-..3.S :: 7 -z. ' cl :. 4 c, Tlt..1 -l:l..5 E,i::>K-e. l't, ''oc..., '5EE. C.0t"1 ,OWTE:.'L 'f'it.t/,...,J iowr ('PGA 'P'rf..OC., JI.AM) ( LI~£. A) Job No. ______ _ w T"(PIC.A.L.. V£1!..T l,.JA.u.. !ZE.1/-...1 F= L..Jf\...\E:. I { Ce rl .. -t-c.-U)OO PAKA 1-<'t:..T =-L ! CJ'• -S'Pll.E.A.I() lC),o..lO 0~ MHJ LE:t-..lC.,Th\ LE.J.JC, 7/-J = W .... 4(~) = PoL. c: IS,S (8)(10;(.:z.11. J = 4!:10 ii/, . ~ I H.<,.-I~. 8 (8) (.10') (17ji,1) G / 3 "/. I' -l 7 c:-p-:;,,· W::,E"t5Mic. -,._;i e :: 7 t ( ,, c; -=-;) Tic, ,z:.:. "'s f>Ai!.~ JO& -i= r. Ol( -¾15 @ 14 110 c... W ~ E. / -ii ..S 13A I(,..'':) EA S l tl <a:.: . @. ALL.. 'PWl-t..\..11---l"::> • • • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 lll'°IC.A.L ~ ~i..l. --+'c.=-z..ooo · +.s= c.o,.ooo t. .. · 7 ,, LOA'.O P,_L::: .,. /1 A (711\ ...,, /8 + "f ) /7 "JC-.,/,. Project J$E;:>E.Al(LH Ce::.N1t;;"IC.. ::B .. /;:,.'"?../:i.. By f)C Date -S'/4i;:: Sheet No. 3\ Of __ _ Subject f2u:ic.; T ~ ;rr Job No.------- 'P 1-.JE.L OE:!:>IC-il-.J':> ('5.5 t I) .f..v~ /8 I : ,3,3 II (&.. ,.S ,, " e. ~ --:Z::--Z.,S .: , 87.S I 11 oi= 4.S EOWI VALE:'1--IT 'toAIL"';i 'PE:I(_ r=1 . IZ. ,,i; -11, n Z.(. !>I> ( 3/) ~. -Z -s /, = S ~ IC. Oc_ W~E. 1..--li 5 13 A~":> ~ A -i::-A<:..L e ALL ~E:AM-::, C..ASE.. 4 iYrlC..AL. kJA.L.l. @. l//....\TU:. 6M. ( LI~€. 1_) t..= 7• LOA~ ~/OKE:AIO -:: $ l z :3511 PAit..A/OE:T • Z)o '' Po1-: 'Z.'{, c;.s ~ ( ~ "') • B.4S i. Pt..'-= cf. • B k_ ( ~ > ~ I. c;.s tc.. W~e;1:,1vi1c_ : /7, 5 /Qs.r: [ (!2 J (Jo)iz_Q)( ~[) J '" ,.., II d:: ':t, ,e-/1 e::-,OOv/ -.) .._, S/ ., i,: (;:, /f MlW VE.1t .. :r RE.11-.lF .oo-z. (~.1.s)(r2.') ~ .1,-z -c..olc...,,~ srL.. o~ , ooz.$ ( c.. is) (11..') -= , z.oz. = · 4o"-,._,· SrL M 1 /...J I-IOL1 -z.. ~E..lt,..L r .0012.(c..?s')(n.,') ~ .oe:,7'' P:-Ch<--cok.~.i' ,0015{C,7.:5)(t7..) :: ,/c.1.11 FOIL 401.c..,,: Use. (:j -..i.5 5Av_":) @ ct.. klAu.. .'.:lt°AC..I:: ~ C, 110C-Fk.DM El-J,Q • LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 Ft Project :RE..~E:.Ait Lu Lf.bJTh,.I(.. Pc...t..::t.A By ec. Date er BC Sheet No. 3 / A Of __ _ Subject PANE;l.,. n~";:,\CiN Job No. ______ _ .p= .004~ As ,:: . CXJq s (11. ') (3. 37-5) ''! ": ,J'Ct'Z. I LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ********************** tTILT-UP PANEL OESIGNt t 1-FOOT WALL SECTION* ********************** REFERENCE: APPENDIX 22A NOTES 1)t..f AC: I 3 i :::--77 HEIGHT OF WALL CFT)= 18 PANEL THICKNESS (IN)= 7 _.1L TI MATE COMPRESSIVE STRENGTH OF .CONCRETE (PSI)= 2000 YIELD STRENGTH OF REINFORCEMENT (PSI>= 60000 EFFECTIV~ DEPTH OF REINFORCEMENT (It-D= 4 UNFACTORED DEAD LOAD ON PANEL FROM ROOF (LB)= 56 UNFACTORED LIVE LOAD ON PANEL FROM ROOF (LB)= 80 UNF9CTORED WIND OR SEISMIC LOAD o~: i::·11t-~EL (PSF)= 17. 5 PARAPET HEIGHT (FT.)= 2 e (It-~.)= 7 • Project ReseAl(.L..., ... CEbJL-S', fLA::Z..ll:,, By Date Sheet No. 3Z Of Subject Job No. ****************************** # 5 BARS@ 18 IN. 0. C. SUPERIMPOSED FACTORED AXIAL LOAD , D.L.+L.L .. • (LB)= 160.8 FACTORED WALL DEAD LOAD, UPPER ONE-HALF,CLB)= 1010.625 FACTORED LATERAL LOAD, WIND AND EARTHQUAKE, CPSF)= 25.025 0Pb= 20145 >= Pu= 1171.425 MOMENT STRENGTH OF PANEL <LB-IN) = 49185 EFFECTIVE MOMENT OF INERTIA ( IN-'-4)= 28. 586 DEFLECTION AT MOMENT STRENGTH (IN)= 2.9066 FACTORED MOMENT (LB-IN)= 14661 0Mn= 43581 >= Mu= 14661 WALL DEFLECTION AT FACTORED MOMENT (IN)= .9778 SERVICE LOAD DEFLECTION= -1.1974 IN. LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 •............................................ , ............ , ......... , ........ * ................ *. ·1'· -1'· 4 Jf'• ·1'· --1'· •t• .if'• 4 ·1'· ·1'· .it-...,.. ·1"· • .,.. ·1'· • •t• .,.. ·1"· • • *TILT-UP PANEL DESIGN* ;: 1-FOOT WALL ,~ECTION* *****l:t:t:t.:t::t::t:'l:!t."i:::t:****** REFERENCE= APPENDIX 22A NOTES OM ACI 318-77 CASE 2 HEIGHT OF WALL (FT)= 18 PANEL THICKNESS (IN)= 7 ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI)= 2000 YIELD STRENGTH OF REINFORCEMENT ·(PSI)= 60000 ;.FFECT I VE DEPTH OF RE I NFORCEMEtH (It-D= 3 UNFACTOREO DEAD LOAD OH PANEL FROM ROOF (LB)= 480 UNFACTORED LIVE LOAD ON PANEL FROM ROOF (LB)= 613 UNFACTOREO WIND OR SEISMIC LOAD ON PANEL (PSF)= 17.5 PARAPET HEIGHT (FT.): 2 e (IN.)= 7 • By ____ Date ___ Sheet No. 33 Of __ _ Subject _______ Job No. ______ _ ****************************** # 5 BARS@ 14 IN. 0. C. SUPERIMPOSED FACTORED AXIAL LOAD .. D. L . +L. L . , (LB)= 1285. 575 FACTORED WALL DEAD LOAD, UPPER OME-HALF,CLB)= 1010.625 FACTORED LATERAL LOAD, WINO AND EARTHQUAKE, (PSF)= 25.025 IPb= 10506 >= Pu= 2296.2 MOMENT STRENGTH OF PANEL (LB-IN) = 48237 EFFECTIVE MOMENT OF INERTIA (IN"4)= 17.901 DEFLECTION AT MOMENT STRENGTH (IN)= 4.4833 FACTORED MOMENT (LB-IN)= 24691 0Mn=, 42095 >= Mu= 24691' WALL DEFLECTION AT FACTORED MOMENT (IN)= 2.6297 SERVICE LOAD DEFLECTION= -1.4303 IN. LYONS. \\-'AR REN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 •• *********************~ *TILT-UP PANEL DESIGN* * 1-FOOT WALl.#'SECTION* ********************** REFERENCE: APPENDIX 22A NOTES 0~4 ACI 318-77 CASE 3 HEIGHT OF WALL (FT)= 18 PANEL THICKNESS (IN>= 7 ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI)= 20~0 YIELD STRENGTH 0~ REINFORCEMENT .PSI)= 60000 EFFECTIVE DEPTH OF REINFORCEMENT (It~)= 4.5 UNFACTORED DEAD LOAD ON P·AHEL FROM ROOF (LB)= 1796 UNFBCTORED LIVE LOAD ON PANEL FROM RODF (LB)= 1258 UNFACTORED WIND OR SEISMIC LOAD ON PANEL (PSF)= 17.5 PARAPET HEIGHT <FT.)= 2 e (IN.)= .875 • BY-~--Date ___ SheetNo. 2J: Qf __ _ Subject _______ Job No. ______ _ ****************************** # 5 BARS@ 16 IN. 0. C. SUPERIMPOSED FACTORED AXIAL LOAD , D. L. +L. L. .. (LB)= 3489. 75 FACTORED WALL DEAD LOAD, UPPER ONE-HALF>(LB)= 1010.625 FACTORED LATERAL LOAD, WINO AND EARTHQUAKE, (PSF)= 25.025 0Pb= 22663 >= Pu= 4500.375 MOMENT STRENGTH OF PANEL <LB-IN) = 71773 EFFECTIVE MOMENT OF INERTIA ( IN·.-..4)= 47. 21 DEFLECTION AT MOMENT STRENGTH (HD= 2.4534 FACTORED MOMENT (LB-IN)= 23490 0Mn= 60750 >= Mu= 23490 WALL.DEFLECTION AT FACTORED MOMENT (IN)= .94865 SERVICE LOAD DEFLECTION= -. 15999 IN. • LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ~ ,.-- ********************** *TILT-UP PANEL DESIGN* * 1-FOOT WALL S~CTION* ********************** REFERENCE: APPENDIX 22A NOTES ,ON ACI 318-77 CASE 4 HEIGHT OF WALL CFT)= 18 PANEL THICKNESS (IN>= 7 • 1.IL TI MATE COMPF.'.E:;:S I 1~.1E STRENGTH OF CONCRETE (PSI)= 2000 YIELD STRENGT~ OF REINFORCEMENT (PSI)= 60€100 EFFECTIVE DEPTH OF REINFORCEMENT (HD= 3.5 UNFACT0RED DEAD LOAD ON PANEL FROM ROOF (LB>= 8450 UNFACTORED LIVE LOAD ON PANEL FROM ROOF (LB)= 1650 UNFACT0REO WIND OR SEISMIC LOAD ON PANEL CPSF)= 48 PARAPET HEIGHT (FT.)= 2 e (IN. ) = . 00@1 • By _____ Date ___ Sheet No. 3,5 Of __ _ Subject _______ Job No. ______ _ ****************************** # 5 BARS@ 12 IN. 0. C. SUPERIMPOSED FACTORED AXIAL LOAD > D . L . +L . L . .. ( LB ) = 10 9 7 6 . 2 5 FACTORED WALL DEAD LOAD, UPPER ONE-HALF,(LB)= 1010.625 FACTORED LATERAL LOAD, WIND AND EARTHQUAKE, (PSF)= 68.64 0Pb= 12258 >= Pu= 11986.875 MOMENT STRENGTH OF PANEL (LB-IN) = 9109:3 EFFECTIVE MOMENT OF INERTIA ( I N-'·4) = 45. 896 DEFLECTION AT MOMENT STRENGTH ( HD= 2. :3658 FACTORED MOMENT (LB-IN)= 66263 0Mn= 68988 >= Mu= 66263 WALL DEFLECTION AT FACTORED MOMENT (IN)= 2.7526 SERVICE LOAD DEFLECTION= 1.0432 IN. • • • I Project 1?.,e;::,f;A I( c IJ CE.f,.ffEJ,, PLA7 A LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 By 13( Date %c.. Sheet No. ¾ Of __ _ Subject Ex.be. I f= ll Fo..JJ..JDAT/01,.J, Job No. ______ _ 'A::.7!.. SD"-'FE.PO.,_i. * 30::,.3 t; -CO SAI-J. Dl~t;o 001<-5 £.>-.JC::,1>..JE:El!..1J...J4_ Xj.._jL, e LIi-JS fl i Z.. fh.·-Z'Z,l'3k. + /4k. T 3_e,k.. 44.7.31c./z . .skd' :: 1"1."1$ Pu= /, 4 [ 17.07 -1 8, 14 -+ '3. 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J /z.A ( I, ZS) ,. SC. 3. SC. 11 A~ ... /,S (/3,'17 )/, ICJ>S(l.7-S): "le>"'" Tll.1 G, ¾ 11 1: '2.4" • 1<,.._= Zt/.55" I<. I)._~ ,~. 7 "I k. Tl(_ .... , ~~(q -~ 'Z. -z. 1/t.'' 6,pl.. sio.-..~. ' • Oq I " 4b'1., .. :: , '3 1~· ,., CAI..JT ~~--0 T ,/;,t:f// ... CANT 4 I= 777G i, 1-' CAM ~ Z.1/-z 11 'Pr·., .. ~ 7. ,sl ft. kl .. ' 3.-usL l P.. -= :3. 7 ., lOL. -"-I WK).,_: ,0,5 I P1 i.. .... : .S: ,-z" P,. '-'-, 'Z., :S i... ~ -3,"7_k. ·~'-'-- w,._ ....... cn . .c:1 Y, 3 .Sic.-:. /OS.IS (1-z.')/-z.4 {1.-Z.-:SJ :: 47../11 "< Ai-t.-= /,S(/'t.7 ') /,IC.5(!.z..s')" 14:5 11 ¼·---o'' ( • • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 Project f?E..se.ALr c H LE.J.J--;gJL PLA'iZA By t3C.. Date G-BC. Sheet No. '50 Of __ _ R6· 7, e,' B' I G 1<,.__ • s. acr k R'1l.: ~.or 1<. w Subject fx..nc, IIT V,..-Jc r Job No. ______ _ A"-E.A. .:: ( ~) ( -z.6) = 400 ¢ .0~(400-J~CJJ • 2.0% LL= ,8(z.d)" IG":.r P, 1)1., • JS', S (8) ( 1 .. d) -= z...q ~ "- Pi,_'-..:: /(p (8) ( 'Z.D) ··• Z. . .Z "- 0r)I ... "" l<t (z. J -,i -Z..S _.. . 0~,3 ._/, Wt;.<...·· IC,('2..> .. ,03'2,.jj~ ,.s ,:::" . ..... I(.' 34.4ri l-, (Jz...')/2..4 (1,7.:S)" 13e, AK-= 1.S (.::.~.B'l: .08..S)/, IC.S(I.Z.~) LI~ .... ==, S"tl '' ~e,o.,. ,e,7'· ?... ... 42, I/ : ,"'' ,,_ ,:· ' 4 ,l'1 k f, r--. ,, ""' i·.,.: 2.. ll"° K..c.;...... t ALT W f:>E 5 le 11d5 '2..4 i= • \/ q T~ 144-1 .4 601.,: . .s· 1 ~ . AR.EA ~ ( 4i)( JS,-5) ,OB ( :5 IO • JSO) "" I • ,.;,·. ~ os,•-1 V. ,,_._ t <.: """ / { i. A"-~ /,s (7,4B -,oe,2-) j.1c.s (1.1.s; = .sq 0 .. " l.15G.. C,¼\13,.S 1..4F·V4 r -.-.... , .. ::+ l ,. • l I 1" "-'f G,?, /4 h k' l -Z.. 'I .. '7 7'2 ,, <I W~r;. G¾"x 1-z." '2.4F-Vq A~E:A = ( Z.DJ ('Z.C) : $2.0 ct ,08(SZO-Jso): -Z."1.G./4 LL" ,lo{ZD)· 14 11/, P, ~'-~ 2..48 r.. P. u "' /q ( 8) (1.D J • t. 2..S k ·ic.· 'R.._ .. 7;e,,, ~ Rtt1. • 4. t-z.. "- e,' 4' 1<-n. • 8.G 'i "- 1<1"· .. 4, 70 le 3 $11.::. G,D,-Z.S (1-Z.J /'2.'l (1.Z,SJ = 'Z.'11 11 Ar." I.S(8,(;.'1·,0Bl)/.u;.s(1.2..-s') • G,3 11 '1. T: 2.4"!0.S. Ari ... ;. ~S ~ CAMI::, 11/ .... ;. w 1.'-• • o Z. B ~ CAM~ l 'l,1..-'· LYO!'\S. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 -z..' ALT. u~ s~ ill( u;" '1.4 F-VB Rio-11 ,, A~ ""A"-• , ,.a ( ( ( P, B' Rl1..." Cf, t3,"- Rb..:~ S. l It. e,' Ric.."" /0. To"- Rio .. " G.2.3 L Tk'..Y 4:-% I/ II' Zl.5 / " At:11..= ..• C.4 By BC.. DatP G-BC. Sheet No. 5\ Of __ _ Subject E,u:2'4 lJI VP:ZL7 Job No.-------- ARE.A::: {W'I (44J : 8Bo q, . O'b( t;;ezio-1.so ') = sa % > 4o¼ l P, '-'-:-1. E>& P, · 0'--= "3 .. 01 k. P-z.. O<.. :: t....4 e, l p'?, IOt. • 4, /'Z. le. Wo1...:: ,0531/, P-i.i-1..:: 1-z.. ( t>)(w) .. /, &i z k ~ '-'-= '5.4e"° Wl-1.., :: • 07.A "!. SI(.:-(..4. S1 (1'.l-) / '2..4 (1.Z .. 6) ~ Z:5 8,. 3C_ . ' A.,__: 1.s(l--z.,51t.. .. 011)/,1&~-a.z..s·) -· ,o"~ Ar..E.A " W (3t) : 7G,O rt,. .Of ( 7e,o-/~C>') : .:'to/% ;> 40~ P, K),._. z. . .::/5 "- wi,;,,._:: .0531/. P, '-'-= I. "IZ Ir. uJ L.1_ = • O'Z.4. "f, A": /, S ( 10, 7 3 -.o 77)/!v-S (1. z.s'): r1,, , Lc.E 3/ ,, '' '-''-' G, 14-X ZZ..6 Z.4 F -114 l • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 'Re:,. 11.. P1 P-i-p,._ J 3Z.' 1:'. ,._ : 2.C.. S.3 "- 1( p._' IS,44 "- C). Oc_ L. C.6.MT •• ,.:/ ")l., ALT LJ".:£. S~\-'2..1. '' 2.4 F-ti 8 'Z., I T1t..-r P, P . .. ~ J 14· ~-! I -r RT._~ [(fL' P.i .. 8' e/ e,' 4' z-z. I z.-z. e le. Rr-..., 12..SZ. L g I')<..: e,.3/4 ~>-1c,..½, ,, r-. zsz.c;.. B .,, l:\ 'O<... I-CA'-<T '' :3 / !) S.3S"' q 40 ~ It~ Project fZg:sEAILC-H CEl-..!Tek.. PU>""'Z.b By BC... . -.. Date <e-8C, Sheet No. '5'2., Of __ _ Subject fl IOfi lII v'e:l!..T Job No. _______ _ 0 -: G,. '2 "t t. ,, 01... -.) P-z. 11._ :-2 . .::ie,1<.. .P3 i, .... "' 3.01'1:. W1c11. ... :: ,05~ 1:./, R • A ,,-1< I I....'-. ""f•'-' P-z. '-...... /. '7?.. "- Pg t..c...= Z.B~'- A1t..-= US {IS:<, l_ :onk..) j;JC,S(l.'Z,.,5).: 113" U:>E G:, ¾ 11 .>; IB 11 z..q F=-VB P, • :5.01 1c. 1?1.- k R t0 ..... ~ 2..48 w~,_= ,OS3 lt:I. ~ p'2. L-1... • I. "l't "-''-.. =-. OZ..4 l/, ~ Sit.= GS.7'7 L, (It.)/ 'Z.4 (1.7..S) • -Z.7.S.z..11 t Ak,..: /.5(lf,73L ... ,077J/."f~${/.2-S} r 85// I/•........_~ -IZ -1 1 2. ll . 'I-2.410.8 '? LYOl\S. WARREN & ASSOCIATES Consulting Structural Engineers San Oiego, CA (619) 578-8380 <• #~#################### # BEAM SPAN ANALYSIS# ###################### RE:-1 -t1A 1 N SPAt·4 : SPAN LENGTH= 20 FT. LOADS (KIP ANb FT. UNITS): UN I FOF~t1: DL LL X1 X2 .05 .03 0.00 20.00 CONCENTRATED: DL LL X 3.20 2.90 3.20 2.90 6.00 14.00 MA IN SPAr~ SHEAF-:: (. '. ,"J-:, DEAD LOAD €1. 00 6. €H3 6. 013 14.€10 14.0(1 20. (tfi 'MAIN SPAN REACTIONS: ----------DEAD LOA[I FULL LOA[1 MAH~ SPAN -END MOMENTS: ---------·---t1EAD LOAD FULL LOAD --~~~-~:~~~ DEAD LOAD FULL LOAD SHEAF:: +3.70 +3.40 +13. 20 -0.20 -3.40 -3.70 LEFT +3.70 +6.90 LEFT +0.00 +0.00 MAX. INT. MOMENT +21 . 70 +40.61?' LIVE LOAt1 SHEAR +3. 2(1 +3.€:12 +0. 1 ·'=' .:.. -0. 1 .-. . c.. -3.02 -3. 2€1 RIGHT +3.70 +6.90 RIGHT +0.00 +0.00 LOCATED AT + 10. ('(· +10. (;-~< Project _ __,g..::.=£:::-'?~E..t:;A.~v:..i.c-lJ-1e1:.._~L~E:...i,f,,J.J..:tr..ti:::X..~-_i:P:J<-;,,.,P~:Z...£,.,AA~- By_· ____ Date ___ Sheet No. '53 Of __ _ Subject _______ Job No. ______ _ STIFFHEBS FACTORS= E = i600 I= 1384 AT :,-:: = MOMENT= DEFLECT I Or~ = SHEA~: = ' + 1 f1 .--00:' +21. 70l: +.74~ H3. 00l ###################### # BEAM SPAN ANALYSIS# ###################### RE:-2 ---------· $PAN LENGTH= 17.5 FT. LOADS (KIP At·m FT. UtHTS) · UNIFORM= DL LL Xi X2 .f15 .~33 0.~~10 17.50 CONCEtHRATED: DL LL '···' ,··· ~. 2~3 3. 2€1 3.20 3. 2f1 3. 50 11 . 5(1 MA It·~ SPAM SHEAF-'.: -----__ " _______ _ :~-:: DEAD LOAD LIVE LOAD SHEAF-: SHEAR (1. f10 +4 . ~39 +'7 ·-· 92 ,3. 5(1 +3 .92 +7 -.;.J. ::: 1 3,. 5~3 +0. ~---1·.::.. +0. 61 11 .50 H3 .32 +0 .37 1 1 513 -2 :3;:: -2 ,=,7 l_, ._, 17. 5(1 -3. 1c ._, -3. f H MAIH SPAt·i LEFT RIGHT REACTIONS= ----------t1EAD LOAD +4.09 +3. 1 ::: FULL LOAD +E:.01 +6 .19 MAIN SPAH LEFT F.: I GHT END MOMEt·HS: ------------DEAD LOAD +0.00 +0. (H~· FULL LOAD +0. 0~3 +0. 0(: LYONS. WARREN & ASSOCIATES Consulting Structural l;ngineers San Diego, CA (619) 578-8380 • MAH-4 SPAt·~ --------. --DEAD. LOAD. FULL LOAD MA>,:. nn. ~ ..J:lOME.HT -..... +i:=:.1::: +35.67 ST I'FFt4ESS FACTORS, E = 16€HJ ·AT :,,: = MOMENT= DEFLECTION :;:;HEA·i;;: = LOCATED' AT + 11 . 5(1 +11.50 +;::. 75~z1 ;+17.114 +. 63:3 +.457 ###################### # BEAM SPAN. ANALYSIS# ###################### LEFT CANTILEVER: --.------------·- SPAN LENGTH= 6 FT. IA OADS (KIP ANt1 FT . UH I TS) : WuNIFORt1= DL LL :=·1.1 · )t2 .05 .02 0.00 €.00 COt-~CEt·iTRATED: DL LL ::<; 2.50 3.20 RIGHT CANTILEVER: ----------------· SPAN LENGTH= 6 FT. 4. Ofl 6. 0(1 LOADS (KIP AND FT. UNITS)= • U~HFORM: DL LL . €15 . ~~12 Ct1~KEHTRATED: DL LL 7 ·":.1 7 ....,, . ,:_._, 2. ?;-0 ~. 2~:i (1. 00 • . .,.. ,··, 4. 0~} 6 . (1(1 6.00 Project 12_ 1:..5 e;,J::,.1/ LU C..e.un:x, P\-:P:::u,. By Date Sheet No. ?':\ Of Subject Job No . Mfttt-i SPAN: ---------- :;;pflH LENGTH = 32 FT. I LOADS (KIP AND FT. UNITS): Ut~ I FORM: DL L_L .~J5 .~J2 CONCEMTRATED: DL LL 3. 23 2. 5€1 3.23 3.23 3.23 2. 5€1 2. 5(i 2.50 MA IN SPAM SHEAF.:, --------------- 4. 0~} 12 . (10 2(1. 00 28. [H) X2 32. ~~10 , .. , DEAD. LOAD LIVE LOAD t0··1 0.00 4. 0§ 4 00 .• 1 .-, -. ~)€1 1 .-, .:::. ~)fi 20 .0e 20 (10 ·-11-, .::.c, .00 ·::1,:1 ~·-· 0t1 32 (10 MAIM SPAH REACTIONS: DEAD LOAD FULL LOAD DL OM CA~H., DL+LL,.., SPAN MAIN SPAH Et·W MOMENTS: DE'.A'D LOAD FULL LOAD DL ON CA~H., C1L+LL / SPAN SHEAR +7 .31 +" I • 10 +3. ;37 +3.44 +0.21 -0 .21 ... -~. 44 .... -.~, . 87 -7 10 -7.31 LEFT +14.56 +25. 7E: +19.94 LEFT -36.07 -65.71 -36.07 MAIN SPAN MAX. INT. ---------MOMENT DEAD LOAD +22.39 F8LC LOAD +35.83 DL Ot-~ CAtH. , l)L+LL ....-:3PAN +65. 46 SHEAi;;: +5 3:=: +5 ·-=· •=t . "-., +·:• "-. 79 +·-· .::. .60 +0 U:1 -0 10 -2 . 6~;1 ,., -.:. -;.;i,:i • 1 -· -5 .-. ,:, ,:;.., -5. -:,,:, ·-·~' RIGHT +14:56 +25. 7E: +19.94 RIGHT -36. t17 -65.71 -36.07 LOCATED AT +16. ~30 +16.00 +16.0€1 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 CANT I LE~,1ER: --.------------------STIFFNESS FAC~RS: E = 16(H3 WITH LOADING= 1 x DL, 0 x LL FOR RIGHT CAt·ff I LEIJER: STIFFNESS FACTORS= E = 1600 I = .2526. E! WITH LOADING= 1 x DL, 0 x LL ,FOR -MA It~ SPAt~: '--------------STIFFNESS FACTORS: E == 1,s~:::1€1 I = 2526. :=: WJTH LOADING::: 1 x DL, 0 x LL LEFT CANTILEVER FOR LEFT CANTILEVER= MOME~n = . DEFLECTION= (a SHEAR= ~AIM SPAH FOF.: MA IN SPAt~: -·------------AT :,,: = MOMENT= DEFLECTION= SHEAR= +6. 0ft(1 +Et.~300 +.006 +3. 7(H3 +16. 00~3 +22. 39~3. +.751 +0.000 ##########i########### # BEAM SPAN ANALYSIS# ###########i########## RB-4 ~IGHT CANTILEVER: SPAN LENGTH= 10.5 FT. LOADS (KlP ANO FT. UNITS): .UNIFORM: DL LL .05 . 02 C(lt~CEHTRATED: DL LL 3.23 4.52 2. 5€1 4.36 ::<i ~3-. 0~3 4.00 10. 512:1 10.50 Project f<,E.";;)~Al(..C..t~ L. e.N :t?:k p<...fl-'2,.1). By Date Sheet No. 66 Of Subject Job No. M-AIM SPAt·4: ---------- SPAN LENGTH = 44 FT. LOADS <KIP AND FT. UNITS): UNIFORM= DL LL Xl .~35 .~32 COMCENTRATEt1: [IL LL S.)'"':1 .-,~ 44.00 3.23 -;; ·-1-; ._, . .::. ·-· -;J •-:,7 ._, • I!...._, 3.23 3.23 2.50 2. 5[1 2.50 2.50 2.50 8.00 16. (1[1 24. 0[i 32. [1[1 40.00 MAIN SPAt~ SHEAR: 'x1 '. DEAD LO,AD LIVE LOAD SHEAR SHEAR ~.00 +7 . 0(i +4 .91 E: .00 +6. 6(1 +4. 72 ,-. -=· . 00 +3. '77 ·-• I +·-· .-~. 22 16.fH:1 +2 97 +'""• C. • 03 16.00 -0 26 -0 47 24 .00 -EL 66 -0.66 24. 0fl ..... -~ .. 89 _7 ._t. 16 32 .00 -4 -;>q . ..,__. -3.36 32 .00 -7 .52 -5 . :=~6 40 . 0(3 ..... -,· Q·;, • -· a;_. -6 .05 40 .00 -11 15 -::: 55 44. fH:1 -1 1 .35 -8 .64 MAIN SPAN LEFT RIGHT REA.CT IONS: ----------DEAD LOAD +7. 0€1 +19.65 FULL LOAD +11.91 +35.41 DL ON CA~H., DL+LL .... ·· SPAM +13.21 +27.00 MAIN SPAN LEFT RIGHT END MOMENTS: ------------DEAD LOAD +0.00 -63.30 FULL l.,.OAD +0.00 -120.40 DL ON CANT., DL+LL / SPAN +0.00 -63. 3~3 LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 MA::<. INT. MOMENT DEAD LOAD +79.80 FULL LOAD -"-~+135.32 DL ON C:AtH ... DL+LL _..:. SPAN +15:3.26 FOR RIGHT CANTILEVER= ---------------------STIFFNESS FACTORS= E = l 6•~1i3 LOCATED AT +16,00 +16.00 +23.68 l = 9327 WITH LOADING= 1 x DL, 0 x LL FOR MAibl SPAN= -----,-------- STIFFNESS FACTORS= E = 16i,zH3 I= 9327 WITH LOBDING = 1 x DL, 0 x LL RIGHT CANTILE~}ER FOR RIGH~ CANTILEVER= ---· ----------------- .MOMEt~T = · DEFLECT I Ot·4 = · SHEAR= 1A I t--1 SPAt·4 FOR MA IM SPAt·4: --------------AT >=: = AT AT AT MOMENT= DEFLECT rm~ = SHEAR= ::•:: = MOMENT = DEFLECTION = SHEAR = ::-:: = MOMEt-H :;:: DEFLECT I Ot-~ = SHEAR = ~4:: = MOMENT = DEFLECTION = SHEAR = AT X = • · AT MOMENT= DEFLECTION= SHEAR= >:: = MOMENT= DEFLECT I Ot~ ·- SHEAR= I +10.500 +~. ei-00 -.590 +4.520 +20. 00f1 +78.365 +l..669 -.458 +20. 50(1 +78. 130 +1.671 -.483 +21. 0fH3 +77. :382 +1.67(1 -.508 +21.5fH3 +77.622 +1.667 +22. 0€10 +77.349 +1.662 -. 55!:t +22.500 +77.064 +1.655 -. 5:33 Project By Subject AT AT AT 'fZe.'::>at.iu.H ~tt:½, }, I_..._J;,.cA Date Sheet No. '5(,o Of Job No. '. = +23 .000 ,>:, MOMENT = +76_766 DEFLECT I 0~4 = +1 .645 SH~AR = -.£08 '··· = +23. 50f1 ,···1 MOMENT = +76.456 DEFLECT I OH = +1 .633 SHEAR = -.633 ;:-:: = +24. ~300 Mot1Et~T = +76. 134 DEFLECi I O~i = +1 .619 SHEAR -.-C' .-. = . t,._1,:1 SHEAR = _-;i .-,oc, ._,. c,,_,c_, LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ###################### # BEAK SPAN ANALYSIS# ###################### RB-5 MA IN SPAt·4: SPAN LENGTH~ 38 FT. LOAtiS (I< IP AHD FT. UNITS): UNIFORM= DL LL ~:1 X2 . 65 . 02 CONCEMTRATED= Dt.. LL 3.23 3.23 3.23 3.23 2. 5£1 2.50 2.50 2.50 . ~AIM_ SPFlt~_ SHEAR: • ~·: DEAD LOAD SHEAR 0 00 +7 75 6 (10 +7 45 6 fH3 +4 ·"" .-. :::..::. 14 00 +7 ._, c,-1 :_1.::. 14 0f1 +f1 59 22 (1.0 H3 19 22 0£1 ... -~. a4 3~3 E:1(1 ... --~· 44 30 0[1 -6 67 -:JCi __ .,_, f10 -7 l:17 MAIH SPAH LEFT REACTIOHS: ---------· (1. 00 3:::. 0f1 6.00 14. 0fj 22. 0~1 30. (10 LIVE LOAD SHEAR +5.72 +5. 5::: +3.08 +2. :::::: +0. 3E: +0. 19 -2.31 -2. 512'1 -5. 0~3 -5. 19 RIGI-IT DEAD LOAD +7.75 +7.07 FULL LOAD +13.47 +12. 2-6 -1AIN SPAH LEFT RIGHT :t-m MOMEMTS: ------------:iEAD LOAD +0.00 +0.00 =ULL LOAD +0.00 H3.00 n /..., v') Project_.......,;.:::,:.........,e.._.'S""'E:-A....,.,,,..,,c,c..,_-<=\.'-__:::1...-=.=c.1'..f.=tc~;::;x~. __Jt:',.:..,. • .LA~-:.:..., 4&-__ By.,_ _____ Date ___ Sheet No. 'S"'t Of __ _ Subject --'--____ Job No. ______ _ MAH~ SPAt·~ DEAD LOAD F.llli .. LOAD MA:,0:. I NT. MOMENT , +80.88 +140.89 STIFFNESS FACTORS= E = it500 I= 7776 AT :,.,: = MOMENT= DEFLECTIOH = :;;HEAR = LOCATED AT +22~. 0~3 +22. (H3 +19.€1(10 +80.085 +1. 6E:7 +.340 ###################### # BEAM SPAN ANALYS.IS # ###################### LEFT CANTILEVER= SPAN LENGTH= 6 FT . LOADS (KIP AND FT. UNITS): UNIFORM= DL LL Xi .05 .02 0.00 CONCENTRATED: OL LL X 3.25 3.70 2.50 3. 2-0 RtGHT CANTILEVER= -.--------------- SPAN LENGTH= 6 FT. 4.00 6. ~30 LOADS (KIP AND FT. UNITS): UNIFORM= 6.00 DL LL ::-:; 1 ;:--::2 .. ~115 . ~32 CONCEt·HRATED: DL LL 3.25 2.50 ?.75 5.72 4. ~30 6. ~3(1 6.00 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ---------. SPAt·~ LENGTH~~ FT. LOADS (KIP AND FT. UKITS): Ut-~IFOF.:M, bl. LL Xl .05 .02 c:t1NCEt--iTRATED: DL LL 3.25 3.25 3.25 3.25 2.50 2. 5€1 2.50 2.50 MA IH SPFfH !=;HEAR: 0. fH3 4. 0(1 12.00 2~3. ~)I] 28.00 }·=:2 32.00 ::-~ DEAD LOAD LIVE LOAD (1. 00 4 . 0~1 4 .00 1 .-, C. . (1(1 12.00 ··2fi. 00 20. 0€1 28.00 .2:::.00 3;2 .00 Mfi I H SPAt--i REACTIONS= . . ----------DEAD LOAD FULL LC1AD DL ON CAt·H ... DL+LL _.,. ::;PAN MAIN SPAM EHD MOMENTS: SHEAR +6 .54 +6 34 +3.09 .• +·-, .... 69 -0.56 -~3. 96 -4 21 -4 61 _7 I • :::6 -::: 06 LEFT +1,3. 79 +24.55 +19.17 LEFT DEAD LOAD -36.10 FULL LOAD -65.73 DL O.M CANT. J DL+LL / SPAN -36.10 MAIN SPAN MAX. INT. • . · ~ ·----· --MOMENT ERO LOAD +12.79 ULL LOAD +20.37 LIL ON C:At-!T.J DL+LL / SPAN +55.67 SHEAR +4.91 +4 o--, . 1_,~ +·:, ,:_ 32 +·-· .• ... . 12 -f1. 38 -0 .57 .... -~::.-07 --.~ .. 26 -5 76 -5. E:6 RIGHT +19.36 +3~. 5B +24.74 RIGHT -60.40 -105. 15 -60.40 LOCATED AT ·, +12.00 +12.00 +12.00 Project_k'--'-e;'-=-i;,=E""A=1<...""'C.-'-"'Y:'---"4=,.t..Wu!!..;;.i;;J.L~--1.E~'-etet::,.u::z.A~---- By _____ Date ___ Sheet No. t:>~ Of __ _ Subject ---,----,-----Job No. ______ _ FOR LEFT CANTILEVER= ---------------------STIFFNESS FACTORS= E = l 6f1(1 I= 6407.2 W1TH LOADING= 1 x DL, 0 x LL FOR RIGHT CANTILEVER= ---·-----------------STIFFNESS FACTORS= E = 16€10 I= 6407.2 WJTH LOADiNG = 1 x DL, 0 x LL FOR MAIN SPAN= STIFFNESS FACTORS= E = 16~30 I= 6407.2 WITH LOADING= 1 x DL, 0 x LL MAIH f;PAM AT X = +14.500 MOMENT = DEFLECTION = SHEAF:: = AT ::-:: = MOMENT = DEFLECTION -:3HEAR = AT ···' .,, = MOMENT = DEFLECTION = SHEAR = MAIM !=; PA t·4 AT l_.t (·, = Mt1MEtfl = DEFLECTION = SHEAR = AT " t·, = MOMENT DEFLECTION = SHEAR = AT ::-:: = MOMENT = DEFLECTION = SHEAR = MAIN SPAN AT X = MOMENT= DEFLECTION= SHEAR= AT :~~ = MOMENT= DEFLECTION= SHEAR= + 11 . 232; +. f139 -.684 +15. f10~3 + 1 ~3. :384 +.037 -'-.709 +15.500 +10.523 +.035 -.734 +13.~:~n30 +12.203 +.041 -.609 +13.500 +11. :~;92 +. 04(1 -.634 +14.0(10 +11.569 +.040 -.659 + 11 . ~300 +10.(172 +. ~336 +2.741 + 11. 50{· + 11. 43E +. f13:: +2. 7H LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 MOMEt-lT = DEFLECT I 01_4..-?- SHEAR = - SH~AR = AT >=: = MOMENT= DEFLECTION= SHEAR= RICHT CANTILEVER FOR RIGHT CANTILEVER= ---------------------~AT :,-,: = MOMEt4T = CtEFLECT I ON = SHEAR= LEFT CAt·./T I LEVEF.: FOR LEFT CANTILEVER= --·----·-------------AT :«; = MOMENT= DEFLECTIOt·4 = SHEAR= +12.0€1(1 +12.788 +.039 +2. 691. -.559 +12.500 +12 .. 502 +.040 -.584 +6. 0(10 H3 .000 +.315 +7.750 +6. 0(10 +0. 00~3 + .134 -t-3.700 ###################### # B~AM SPAN ANALYSIS# ###################### -MRIH SPAN= SPAN LENGTH= 20 FT. LOADS (K1P AND FT. UNITS): • UNIFORM= DL LL . 05 . 03 CONCEHTRATED= DL LL 2.56 2.56 i3. 00 '·i i', 6. ~3~3 14 . 0[1 v-:-, .• .:... 20.00 By _____ Date ___ Sheet No. 59 Of __ _ Subject _______ Job No. ______ _ MA It·~ SF'At-~ SHEAR; i.~, I"\ DEAD LOAD 0.00 6. 0f! 6. ~3(1 14. 0(1 14.00 20.00 MAIN SPAN F:'.EACT I ot4S: ----------- DEAD LOAD FULL LOAD MAIM SPAN END MOMENTS: -----------. DEAD LOAD FULL LJ)AD MAIN SPflt~ DEAD LOAD FtiLL LOAD SHEAF.: +3.01 +2.69 +0.21 -0 . 2i -2. .-•=t t:,_. -3.01 LEFT +3.01 +5.89 LEFT +0.00 +0.00 MAX. INT. MOMENT +17.~3 +34.49 STIFFNESS FACTORS: E = 160f1 I= 972 AT ;:.:: = MOMENT= DEFLECTION= SHEAR= LIVE LJtAD SHEAR +2. 8~: +2.69 +0. 13 -0 . 17 ~· -2 .69 -2. =::::: RIGHT +3.01 +5.J;:9 RIGHT +0.00 +0.00 LOCATED AT +10.00 +10.€H3 +10.~300 +17.530 +.850 +0.000 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 -• ###################### I BEAM SPAN ANALYSIS# #######U~########### MAIM SPAN: SPAN LENGTH= 15.5 FT. LOADS (KIP AND FT. UNITS)= UNIFORM: DL LL X~. t C . 05 . 04 0.00 15.50 CONCENTRATED: . DL . LL ':<' ... 2.48 2.48 2.79 2.79 1.50 9. 5tt MA IN SPAM SHEAF.:: ~--'----------- ::-:: DEAD LOAD 0. (10 • 1 .50 1 . 5(1 9.50 9. 5(1 15.50 MA IN SPAt~ REACT I Ot-.JS: ----------DEAD LOAD FULL LOAD MAIN SPAN EMD MOMENTS: ----· ------- DEAD LOAD FULL LO.AD MAIN SPAt~ "-------.. DEAD LOAD FULL LOAD ·• SHEAR +3.61 +3.53 +1 . ~35 +0.63 --1 .85 ·-=--i:-. 17 LEFT +3.61 +7.48 LEFT +0.00 +0.00 MAX. INT. MOMENT +12.07 +24.95 LI 1,,1E LOAD SHEAR +3. e:7 +3 .t:2 +1 . (1J +0.?5 -2. ~34 -2.25 RIGHT +2. 17 +4.42 RIGHT +€1. 0~:; +0.00 LOCATED AT +9.50 +9.50 4 Project _ _,_R,~1;.:,--"-=t::=A=lt£:..., __ =~-=~=-c,,,,_-2.!,1\:-...,,!!(.._--'A~1..,e:.c,o.=.·"Z.A~~-- By _____ Date ___ Sheet No. G[) Of __ _ Subject _______ Job No. ______ _ STIFFNESS FACTORS= E = 1600 I= 972 MOMEt~T = DEFLECTION -SHEAR·= +7.750 +1€1. ~=:~2 +.304 +. 72(1 ###################### # BEAM SPAN AN~LYSIS # ###################### RE:-9 MAIN SPAN: SPAN LENGTH= 26 FT. LOADS (KIP AND FT. UNITS)= UNIFORM= DL LL . (15 . 03 CONCENTRATED: DL LL 2.48 2. 4.:::. . -. -::,c-&. • a-·-· 2.25 2.25 MA IN SPAN SHEAF.'.: >:: 1 0. 0(1 , .. . ~ . 6.00 14.00 22.00 ;<2 26. 0~3 >~ DEAD LOAD LH,'E LOAD SHEAF.: SHEAR 0.00 +4. 12 +3 .4E: 6.00 +3: 8(1 +3.31 6.00 +1 .32 +1 .06 14.00 +0.90 +0.84 14.00 -1 .58 -1 .41 22.00 -2. 0€1 -1 .64 22.00 -4.48 -3.89 26.00 -4.70 -4.00 MAIM SPAN LEFT RIGHT REACT I Ot'4S: ----------DEAD LOAD +4. 12 +4.70 FULL LOAD +7.60 +8.69 MAIN SPAt-~ LEFT RIGHT ENCt MOME~HS: ------------DEAD LOAD +0.00 +0.01? FULL LOAD +0.00 +0.0£ LYONS. WARREN& ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 MA IN SPA ti _. ~:r~. I NT. -----------MOMENT DEAD LOAD +32.69 FULL LOAD +60.65 STIFFNESS FACTORS: E = 161Z10 I = 2526. E: AT :=-t. = MOMENT= DEFLECTION= SHEAR= LOCATED AT +14.00- +14.00 +13.tU::Hj +31. 759 +.943 +.954 ###################### # BEAM SPAN AMALYSIS # ###################### RE:-10 LEFT CANTILEVER: ----------------- .PAN LENGTH= 6 FT. LOADS (KIP ANO FT. UNITS)= UNIFORM= DL LL Xl X2 .05 .02 0.00 6.00 CONCENTRATED= DL LL X 3.01 1.92 2. 8E: RIGH1 CANTILEVER= SPAN LENGTH= 6 FT. 4.00 6. 0£1 LOADS (KIP AND FT. UNITS)= UNIFORM= • DL LL X1 . ~:1~ . 02 CONCENTRATED= [IL LL 4. 12 1.92 3.48 0.00 V ,··, 4.00 6.00 >f.2 6.00 BY----,.~--Date ___ Sheet No. lo\ Qf __ _ Subject _______ Job No. ______ _ MA I t·4 SF'At·4: .. --. ------- SPAN LENGTH= 32 FT. LOADS (KIP AtiD FT. UNITS) : UNIFORM= DL LL ::•:: 1 ::•::2 .05 .02 0. 00 32.00 CONCEt4tf.:ATED: DL LL '··' , .... ••c .-~ t.=, .:::. . "t ·-· 1 .92 4 . 00 2. 48 1 ,:i-::, . -· "'- 1 .-, .::. . 00 2. 4E! 1 Q"°:l . -,:... 2(1 . 0~21 .-. .::.. 4E: 1 ,:, ·:, . -·,:... 28.00 MAIH SPAN SHEAR= .. , (•, DEAD LOAD LIVE LOAD 0 . 0€i 4.00 4.00 12. 0€1 1 ·::· -. ~30 20.00 2.0.00 28.00 28. ~3€1 32.00 MAIN SPAM REACTIONS= ---------· DEAD LOAD FULL LOAD DL Ot·~ CANT .. • DL+LL _.... SPAN MAIN SPAH END MOMEt·HS: --·--·------- DEAD LOAD FIJLL LOAD DL ON CANT., DL+LL ....-SPAN MAit-~ SPAN DEAD LOAD FULL UjAD DL ON CAt~T .. • DL+LL _.,. SPAN SHEAR +5. 6(1 +5.39 +2.91 +2 .4€: Hj .J30 -0.42 -2.90 -3.32 -5.80 -6.02 LEFT +11.41 +20.46 +15.63 LEFT .:..28. 93 MAX. INT. MOMEt-H +14.61 +21.47 +48.27 SHEAR +4. 11 +4.02 +·-=· .:.. . 10 +1 . 9(1 -0. 0--, ,:_ -0.21 -2. 13 -2.32 -4 .24 -4.34 RIGHT +12.93 +22.81 +17.16 RIGHT -35.59 -64.59 -35.59 LOCATED AT +12.07 +12.00 +13. 3fl LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 (. FOR LEFT CANTILEVER= ---------------------$TIFFNESS Fft£ffiRS= E = 16f:t0 I = 2521:5. E: WITH LOAD1t-4G = 1 x DL> 0 x LL FOR RIGHT C:At~TILEVER: -.---------· ---------STIFFNESS FACTORS• E = 16€10 I -... -1 C'. .-, .-.-, -.::,.._1,&..t;. • C• WITH LOADING= 1 x DL, 0 x LL FOR MA IN SPAt-~ = . "-------------STIFFNESS FACTORS= E = 1600 I = 2526. E: WITH LOADINt = 1 v DL, 0 x LL LEFT CFINT I LEVER .. FOR LEfT CANTILEVER= ---------------------FIT }:; = MOMENT= DEFLECTION= ·s1-iEAR = ce RIGHT CANTILEVER ~OR RIGHT CANTILEVER= ------·-------------- MOMENT= DEFLECT I 1jN = SHEAR= MAIN SF'AH FOR MAIN SPAN= --------------fiT >{ = .FIT ·AT .T MOMENT= DEFLECTION= . SHEAR = , .. -,··, --MOMENT= DEFLECTION= SHEAR= ... , ,··, = MOMEt~T = DEFLECTION = SHEAR = !;l ·, -MOMENT = DEFLECT I OM -· SHEAR = +6. 00f1 +0.000 +. 1 ~39 +3.010 +6,. 00fl +~3. €100 +.2~5 +4.12(1 +14.5(10 +14.453 +.39? -. 129 +15. ~j~H3 +14 .. 3E:2 +.399 -.155 +15.500 +14.297 +. 40~3 -. 182 + 16. 00~3 + 14. 20€1 +.3?.E: -.208 I I Sy _____ Date ___ Sheet No. Subject ________ Job No. ______ _ AT ~: = MOMEt·H = DEFLECTION= SHEAR= +16.500 +14.089 +.~96 -~235 ###################### # BEAM SPAN ANALYSIS# ###################### RE:-11 MA IH SPAt·~: SPAN LENGTH= 38 FT. LOADS (KIP AND FT. UNITS)= Ut+IFORM; DL LL }-:: 1 ~=:2 . 05 . ~32 0 . (10 38. 00 CONCEt·Hl<:ATED: DL LL 2. 4t! 2. 4:=! 2. 4:=: 2. 4:3 1.92 1. 92 1. 92 1. 92 MA IN SPFtt4 SHEAF.:= -------------·- 8. 0f1 16.(H) 24. (10 32. 0i:1 , .... l·1 DEAD LOAD LIVE LOAD SHEAR SHEAF.: 0 0€i +5.71 +4 .09 8. €W +5. 2::: +3 . 913 ,-, 0€1 +2 :30 +1 9:3 o. 16.00 +··· 7,-, +1 .79 .::. . . _,c• 16.00 -0. 10 -0 13 24 .00 -0. 53 -0.32 24 00 _-:1 ·-· 01 -~-24 32 0(1 -3.43 -2. 43 32 .00 -5 . 91 -4 35 -,.,-. ._1;:, . 0(1 -6.23 -4. 50 MAIM SPAt~ LEFT RIGHT f:::EACTIOt--lS: ----------DEAD LOAD +5.71 +6.23 FULL LOAD +9. 8i3 +10.73 MAIN SPAM LEFT RIGHi END MOMEMTS= ------------DEAD LOAD +(1. 00 +0.00 FULL LOAD +0.0€1 +0.00 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 MAIN SPAH DEAD LOAD FULL LOAD .;:..Jiftr.: . I NT . -MOMEt·H +64.67 +111.74 STIFFNESS FACTORS= E = 16(10 I : 52€19. 3 AT.>=: = MOMEt~T = DEFLECT IO~~ = SHEAR= LOCATED AT +16.00 +16.00 + 19. ~300 +64. 127 +2.(116 -.261 I *##################### # BEAM SPAN ANALYSIS# ###################### F.:B-12 LEFT CAt·iT I LE\}ER: ----------------- .PAM LEt·-il~TH = 6 FT. LOADS (KIP AND FT. UNITS)= UNIFORM: DL LL . 05 . (12 CONCEtHRRTED: DL LL 2. 4~:: 1. 92 6.23 4.50 RIGHT CANTILEVER= ----------------- SPAN LENGTH= 6 ~T. >n 0.00 4.00 6. 0(1 LOADS (KIP ffND FT. UNITS): • UNIFORM= ·OL LL Xl .05 .02 0.00 CONCENTRATED= DL LL ;:.:: 1. 92 4.013 6.00 ::-::2 6 . 0~:1 6.00 7 Project __ _,_K=E:..=5..._E~l:::.-u....c.-~. -/,J~_;L.,_ . .,.0-.J..,,,-~'D=:Ck--~~p='-=A"'-'"Z'..A-""""-- . By _____ Date ___ Sheet No. iJ3 Qf __ _ Subject _______ Job No.-----~- MAIN SF'At~: SPAN LENGTH= 32 FT. LOADS (KIP AND FT. UNITS): UNIFORM= DL LL Xl . 05 . (12 COt·KEt~TRATED: DL LL 2. 4::~ 1 . 92 ;a. 4::: .2. 4::: 2. 4:~ 1. 92 1 ei-::• . -· .... 1 q-:, . -·.:.;. MAIN SPAH SHEAR= ~j. 1:1(1 32. 00 4. (H) 12.00 ?~3. 00 28. 0(1 ::-:· .. DEAD LOAD LIVE LOAD 0 . 0(1 4. 00 4 €f0 . ,..., .1.:::. .Oft 1 .-, .:::. .00 20 €W 20. 0i:1 :2::! .·00 ·:: ·=· ~·-· .. 00 32 . 00 MAIN Si="At--1 REACT I 1)NS: ----------- DEAD LOAD FULL LOAD DL ON CANT ... DL+LL _.... SPAN MAIN S-PAH ENO MOMENTS= --·------------ DEAD LOAD FULL LOAD DL ON CAMT ... DL+LL _.... SPAN SHEAR +6.41 +6 .20 +3. 72 +3.30 +0 e:2 +0 '7Q . .._,_. -2.09 -2.51 -4. 99 -5. 2€1 LEFT +15.44 +26.53 +19.66 LEFT -48.25 -E:3. 37 -48.25 MAIN SPAN MAX. INT. --------MOMENT DEAD LOAD +9.86 FULL LOAD +14.42 DL ON CAMT ..• DL+LL _.... SPAN +43.46 SHEAR +4.53 +4 .43 +·-· .::. 51 + .-. .::. 7·:S -·~ H) 40 +0.21 -1 71 -1 90 .... ,-,.-. -.~ ,:,.:::.. ... -. ._. q--, -· '- F.: I GHT +11.01 +19. E,8 +15.24 RIGHT -28.93 -54.33 -28.93 LOCATED AT +20. 0(1 +20.00 +20.00 LYO!'\S. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 • FOR LEFT CAMT I LE 1,JER: --------------------STIFFHESS Fffi::«i~:S' E = 1600 I = 32::10 .. ~I WITH LOADING= 1 x DL, 0 x LL FOR RIGHT CANTILEVER= ---------------------- STIFFNESS FACTORS= E = 1601-3 I= 3280.5 WITH LOADING= 1 x DL, 0 x LL FOR MA IN SPAt--l: --------------STIFFNESS ~ACTORS= E = 1600 I , = 3·2 :3 ~3 ~ 5 WITH LOAOI~G = 1 x DL, 0 x LL LEFT CFlt·H I LEVEF.: FOR LEFT CANTILEVER= -------· ------------- AT ~-:: = MOMENT= DEFLECT I ot-~ = (. ~;HEAR = RIGHT CANTILEVER FOR RIGHT CANTILEVER= --------·------------AT :~; = MOMENT= DEFLECTION= SHEAR= MAIH SPAH FOR MAIH SF'At~: -------------- MOMEt~T = DEFLECTION= SHEAR= AT :~; = AT (.T MOMENT= DEFLECT I OM SHEAR= ~-:: = MOMENT = DEFLECTION SHEAR = r.,,t .-"'1 MOMEt·H = DEFLECTION SHEAR = = = +6. 0€H3 +0. 00€1 +.497 +6.230 +6. €100 +0. 00~3 +~21E: +3.0'10 +15. 50~3 +7.562 +. ~~136 +.630 + 16' ~~100 +7.870 +. 04£1 +.604 +16.50€1 +8. 165 +.044 +.577 +17. 0€10 +8.447 +.047 +.551 Project _ __i_::G?.~.e::.::;.~.::..s~a~n'-"'1.....,<1,t.(~-~c.-e:>b.LiL,j.T~i&,..____._:P.__.k_A..,___._7'....6.....,__ By _____ Date ___ Sheet No. l,pl} Qf __ _ Subject -'--______ Job No.----~-- t·1R It-~ :::PA t-~ AT 1,~· , .• = MOMEt~T = DEFLEC. TI 0~4 :3HEAR = AT :._.t ,·,. = MOMENT = OEFLECTI1)N SHEAR = AT V .. , = MOMENT = DEFLECT I Cit-~ SHEAR = MAIN SPAN AT ::-:: = MOMENT = DEFLECT I ot·i SHEAR = AT ~< = MOMENT = DEFLECT I Ot·4 SHEAR = AT X = MOMEtH = DEFLECT I Ot4 SHEAR = = = = = = = +17. ~~H)~'j +8.447 +.047 +.551 + 17. 50[1 +8.716 +. 05[1 +.524 +18.000 +:3. 972 +.052 +.498 + 18. 5f1t1 +9.214 +. f153 +.471 +19.00f1 , +9.443 +.053, +.445 f: ' 1 -c-.-:°A }:; + :::' .. _n.:.ib . {' +9. 659 tt +. 053 .~~:;,' +. 418 \'. · ,-;'• ###################### # BEAM SPAN ANALYSIS# ###################### F.'.8-13 LEFT CANTILEVER: -----· ----------· SPAN LENGTH= 6 FT. LOADS (KIP AND FT. UNITS): UN I FOF:'.M: DL LL . ~35 . 02 COHCENTRATED, DL LL 1. 92 2. e:::: >::l 0. 0€1 ··l " 4. 0€1 6. 0ft 6.00, LYONS. \\'ARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ~AIN SPAM: ~- SPAN LENGTH= 32 FT. LOADS (KIP AND FT. UNITS)= UNIFORM: OL LL Xl .05 .02 CONCEt·nRRTED: [)L LL 2. 4E: 2. 4:3 2 .4!:i 2. 4E! 1. 9-2 1. 92 1. 9-2 1 .. 92 MA I H SPAt~ SHEAR: . . --------------- 0. 0t1 ···' ..... 4. (10 12.00 2f1. €10 28.00 :=-:: DEA.D LOAD LIVE LOAD SHEAR SHEAR t1. 00 +6 .·71 +5.02 4.00 +6.50 +4.92 4.00 +4.02 +.3. 0~) 12.00 +3. 60 +·-· ~ . E: 1 12. ~3[1 +1 12 +(1. 89 .20.0(1 +0.69 +0. 7t1 20.00 -1 -,. •=t -1 .22 " I -· 28.00 -2.21 -1 .41 28. [10 -4.69 7 -i7 -.,;J •• _,._, 32. 0(1 -4. 9(1 -3.43 MAIN'$F'AH LEFT RIGHT r:'EACT IONS: ---------. - DEAD LOAD +12.52 +4.90 FULL LOAD +22.48 +e:. 33 DL ON CANT .. • DL+LL .~--SPAt-4 +16.74 +9. 13 MAIN SPAM LEFT RIGHT END MOMEHTS: ------------DEAD LOAD -28.93 +0.00 FULL LOAD -54.33 +0.00 DL Ot~ CANT .. • DL+LL .. ~· SPAN -28.93 +0. 0121 MAIN SPAN MA:.i:. INT. LOCATED (.EAo-LoAo MOMENT RT +35. 19 +20. 0~3 FULL LOAD +59.27 +2~3-. 00 DL ON 1::AtH., DL+LL ~-·· SPAN +6:;:. 79 +20.00 Project _ f<,1:::;sa IL.c 1+ C1sµ1tDc, P.....,t:,.z.A By Date Sheet No. 1.6 Of Subject Job No. FOR LEFT CANTILEVER: ---------------------STIFFNESS FACTORS: E = 1600 I = 2526. E; WITH LOADING= 1 x DL, 0 x LL FOR MA IN !:WAt~: ------.-------STIFFNESS FACTORS: E = 16(10 I = 2526. f: WITH LOAOIHG = 1 x DL, 0 x LL LEFT CAt·H I LE 1,}ER FOR LEFT CAN~ILEUER: ----------------------. AT >:: = MOMENT= DEFLECTION= SHEAR= MA It-~ SPAt·l FOF.: MA IN SF'Fft-.1: AT ;:-{ = AT AT AT AT MOMEtH = DEFLECT I Ot~ = ::;HEAR = S:,"1 ,·, = MOMEr-.iT = DErLECTIOt-4 = SHEAR = ::-~ = Mt)MENT = DEFLECTION -SHEAR = • .. • i·, = MC1MENT = DEFLECT I ot~ = SHEAR = ::-:: .... MOMENT= DEFLECTION = SHEAR = AT >,: = MOMENT= DEFLECT I ot·-1 - SHEAR= AT :~=: = MOMENT= DEFLECTION= SHERR= +6. 00i) +0. i~100 -. 37E: +3.€110 +16.tH~H3 +31.997 + 1 . 372 +. ::H34 +16.5€10 +32.442 + 1. 379 +17.0(10 +32. :375 +1.3E:2 +. :::51 +17.500 +33.294 +1. 3:::1 +. ;::25 +1:3.000 +33.699 +1. 377 +.79:3 +1:3. 50~3 +34. ~)92 + 1. 370 +.772, + 19. ~30f' +34.471 +1 35::- + 745 • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers Project l<E !:>ENI C µ C E.WTE:.)L Pt-/.?:, ""Lh.. San Diego, CA (619) 578-8380 By & Date 6-8 C Sheet No. GSA Qf __ _ Supject ;3Lti<; Tit 1/,S:k.,t Job No.-----~-- FU'.X)~ JOt~T':) 2 ~ Cj .s"-u.)71-,-°14 ~I, S1t.."" I.S (Cf<;';(~ . .SJ-:./14$0 ·:-B, e/5 A1t... ! . .$ ( °I 4')( .1-;_s -u.,1:_s J. I 1.::;-: c. I/'" (/,33 J I z." l- B"'" M:: 4-4(1.5"J/8 "" !Wo(~.'[;J/4 ='Z.B71 "1-i 5,,., -< Z. 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(. , LL=-106 --) $0) ,. 4 /. ~ w r... : B C. -( '_; )t SC:i =-7 3 ~ .Ji~ /,S (73~) ( tf6) -:./ ?.ACO -:: 71-8 ,,:~ An! 40 \ -t I.~( 7~e,')(-=[" -1-1/!C.S =-/'L?.11 ~ TL-~l'i /.\LT . 67:1.,.: re--z.. . eoo F, i z.l..e, 1c..'f,; I. S ( 7'3 e,') ( 141-)"/ /000 (z. 1. C. ) ~ 'i er £= 401 3G .4J All.EA."' 40 ( .-z.. ') "' 72.0 ,08 (Tl.D -ISOJ :: 4C. % ) 40 i;, 1(? 7J TL" -Z4 -1 w~ W .: y4¥1. . WrL.: y4 ( 3C ")· : ~-II/, /7-'!/l. i 4 "Z. 13".'., 'L 3 /,S ( j_j,f?C) ( 40)-z./ /CCCJ ( z.:s. 7C,) --.J~ /I ti4,.5 U5€. l.J LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 By f>C Date G-8C Sheet No. lP'1" Of __ _ Subject 5LKlC TIT' Ve:~J A'-l:J~ .. A -= 31... ( I~ ) -:: ~Sc;.' , 08 ('L5C, -!GO) ? 8,48 TL= -Z..4 +-1..0-1 4 S. 7 -= 6 "7, , Job No. ______ _ "45,7 cJ n. = 8 '1 , 7 ( ~ }+-.so : 7<;. e, .,I, I, S (7C:,,8 J (31-'/ / /COO ( z. I. G. ') .. S-4,C. It -s FJ:6-4 3C. ' Ai!'.£A = ~2. ( z; ~ S 7(,,. ,Ob { .s-?C. -ISO) • $'/ % LL. = 3-Z:. 7C. ~~ . 3<:: .. W1._"' 7G,, &fC. ( --Z-) -· .13 8.5 f. Sit.-: ,. $ ( n re,s') {:s1..) l I /(XX) (z.3, 7e,) ~ 8 1 . .ss 11 :s W:SS W Z.I 1..-SO .f..= IS :5~-= I. 5{75-Z.J (IS; z. /1000 ('Z I. G, ') .-1 I. 7S 11 ~ USE: WtZ.)(14 I, t 4' I . 11.. I 'I RT .... • 42301 I. • • • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers Project f:SEpEAILC..f-1 Ce.l~il::X-PLt>-""!A San Diego, CA (619) 578-8380 By f:>C. Date Blee Sheet No.'G7A Qf __ _ Subject 6Lt)<; rrr Va.1 Job No.------- FLOO!l:.. ~At-"\";, ------F6-1 ~- L_: zo 1 w = '11 "'I. (1 . .s){ = 4'17 #~ . Fl3-('7 I ,,~ .Sic= I, S ( 4-~-7 J (Z.6) ,_ I 000 { Z I ,C,.) : I ?.. . 4 I 2., -k w:-t:r q (z:_ J -· .S<;,C{ I, Sit:: / • .S (SC<!) (IC,').,_ /!oDu (2..1.C) II .s II W, '" 10' - P, p,. w,. I (t,' . 'I l.2' ~ .i 'R'2..: 7470 x~ e,.080 / .sc,,.s = Jo.7c,._ • p,.-s100 -II Pi,: ciooc> M = c.oeo (10') -sc.i{10Y/z =-~-z. ssc i/., S1t.-=-:yz_.s..sc;: (lz.,;/1000 {z1.c."') c rB"-!, l'.Z.W cl.. -n 1/-z.: ,, LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 By '5C__ Date ____ Sheet No. 1.i,cg Qf __ _ Subject ________ Job No. _______ _ C.OLLJMt--.1 ~ Lll---JE. J..lt_: '2_'3 I BE:A M 5EA.T .:S6A (.looo '> / { " 3 t:,4 /; 'Z.~ 1 73. 7S / c;, 7.S ., 10. "I " 1...e,. s~ I:. + . Ii = 73,7.S 1:-14. 'IC. -+ l-Z... 3 "-= s:s.el 'P11..' n.·e-z..1c.. "'2.~.L + ·z:t .. -z...1::.. ~ c.i.1:: Tl(...,.. t6' '50 G,. 'Z.' '1 :3 1(1., 0 '}- t:.1,0 ~ :3, 'Z. 7 ,, -[ .C.3 l 'It. ,Z..S (ZC.') l.J'5 €". G 11 <P .ST14 5 TL Pt PG.. C , e 7 11 10 "SQ x 1 11 n.i ~ Pi..Ar<!.. LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 Project RE.~~c t--1 CF/..,JD?'JL By 8 C. Date G -Sc; Sheet No. Pt A::z./\ lo".\ Qf __ _ Subject & n"' _ 11T Job No. ______ _ PAt-.J ~ [.._ OE? IC, f\..i CASS •1 r~. 1.000 io:,, t., = ~½ 1, PIO .... : SG> -1; /, r /9:,i -.t-5 • G,O,ooo PA~Aio6T • 3 1 n G.,-, ~/, ,-L <.. "-c.,.,v ,_,.c W IV/#. .. 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S 1 LOA'IJ 5r,,~e;Av.> " (W~4t..) " /D,2.$-. /C),z.5(4) --s-;.-z0 1 ' ')481 ' 'PtiL.. -:: 0 S". 5' + 44 )( ~ J ( '¥-; 4) -.: B '3 '3-0 it. I 4 -z 2.0 8 .:3 -ii l.0 Z.C> "/ -f R,._=,°l(fi"O+Z.O').,(y)(,z:+<=1) ~8781 4 "'2.l'tS Pi<i~ " (1so;( 8,}s )(8 +SJ (10') ~ 13 .qo~ ~ /4 .. .33S'Z."' ~~ ~ H -1-'1.0 83 513 .S" • • • LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 .·-.f- /4 '°::,.( ( .2..±. '\ /J a, Wj 4 J : ., I I, 10:z.s e. -z.~-" e::. .. ·-z.. -'Z.. T I Project rSE~f:.Al,(.C..j.J C.E.}....lTe:lt, P1-A-Z..,.6.. By BC -. DatP. G-BC Sheet No. tD Qf __ _ Subject f;)UJ?; 11I Job No. ______ _ PA>--ie:t. De.-:s1c."-l ( }4 \. II/ Z.0,t 4 ) • 72 .SI, . d-= 3. 7:S" L}SE. -11.-5 6A~ <E 14 ''oc.. 1-"1 '° e @ 7.·e-'' T 1 1 Ir,._\ r-.E.lt-J r -v 14 ~ PAl-...!t::.1.. VE: 1£.. T ,. . 00 Z. ( 1. 6 " ') ( 12. ') VE:'K T -" • 00 'Z. ( /C,, Z,5) ( I 2 ') HOIL\1. = .OOl"L (10.z,.:s) (tl) /(J~ ll I. z I ?..OS,, '04 1,t :-I 141 JI ... , ) 3 / I\ ,0/C,7 °".S ~t,.;t.. @ I~ 'oc._ (VJ . ~~ l3AI(. @. I~ 110~ (\../) "'S ~ I 8 10c. AOiO id3 BA~ @ 1 e ltoc.. LYONS, \VARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 (. . :********************·* t11LT-UP PANEL OESIGN:t. :t. 1-FOOT WAL~ECT I OH::t: ********************** ~********************* ** DATA INPUT** ~EIGHT OF WALL= 23 FT. PANEL THICKNESS= 8.25 in. UL TI MATE COMPRES'.:;I~_.IE STRENGTH OF CONCRETE= 2000 PSI YIELD STRENGTH OF REINFORCEMENT = 60000 PSI EFFECtIVE DEPTH OF REINFORCEMENT = 3.7~ in. (...ia!.NFACTORED DEAD LOAD 9ROM ROOF= 56 LB UNFACTbREO LIVE LOAD FROM ROOF~ 80 LB ON PANEL ON PANEL UNFACTOREO WIND LOAD ON PANEL= 14 PSF UNFACTORED SEISMIC LOAD ON PANEL = 20.7 PSF PARAPET HEIGHT~ 3 FT. e = 7.62 in. Project__:_R:....:::€._5_€._~~<;2_(;_:\--\_C.:_t_· t\J1_·ic_~_"'"J?_v_f\_1_~--- By _____ Date ___ Sheet No. JI Of __ _ Subject -~-----Job No. ______ _ ******************** p= 3.5546 <=.6Pb= .008552 I 5 BARS@ 18 IN. 0. C. SIJF'ERHlPOSED FACTORED A::<IAL LOAD , Pt~ = 1 730. 9 LB FACTORED W8LL DEAD LOAD, UPPER ONE-HALF= 1570.1 LB FACTORED LATERAL LOAD, WIND OR EARTHQLlAKE ~ 29.032 PSF NOMINAL MOMENT STRENGTH, Mn, = 47704 in.-LB 0Mn = 42100 in.-LB DEFLECTION AT NON. MOMENT STR~NGTH = 5.9176 in FACTORED ULTIMATE MOMENT, Mu,= 33:392 in. -LE: BMn= 42100 ~=Mu= 33892 *** DEFLECTION CHECK*** D~FLECTION LIMIT= l/ 150 fr= 223. 61 I .;;i = 561 C" .-. • ._, i::. iri .. .-..4 I ct·= 25.094 i r:·····4 Mer = 30·439 i,rr. -LB DELTA er = i6E:74 in Ms= 19945 ih.-LB DELTA s = .091056 in. DELTA s = .091056 i r,. <= DEL TA a 1101.,1 = 1 . 84 in. •• LYONS. WAR REN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 ~-:*::;:***********"'.f.***:t.**** *TILT-UP PANEL DESIGN* *1-FOOT WALL SECTION* ***************i****** CASE 2 ********************** ** DATA INPUf ~* HEIGHT OF WALL= 23 FT. PANEL T~ICKNESS = 8.25 in. ULTIMATE COKPRESSIVE STRENGTH OF CONCRETE= 2B00 PSI YIE~6 STRENGTH OF REINFORCEMENT = 60~300 PSI (~~F;C~!V~ DEPTH .-·-· . .-._, 1n. UNFACTORED DEAD FF-:OM ROOF = 534 UNFACTORED LIVE FF.:OM ROOF = 648 UNFACTORED ~HH[I 14 PSF OF REINFORCEMEHT LOAD GN PANEL LB LOAD ON PANEL LB LOAD ON PANEL = UNFACTORED SEISMIC LOAD ON PANEL = 20,7 PSF PARAPET HEIGHT= 3 FT. e = 7.62 in. Project. f2.~P\ e.O-\ ~tc:£ 1)LA ").,A: By _____ Date ___ SheetNo. 72.. Qf __ _ Subject _______ Job No. ______ _ ******************** p= 1.6318 <=.6Pb= .008552 # 6 BARS@ 18 IN. 0. C. SUPE~IMPOSED FACTORED AXIAL LOAD 1 Pu= 2957 LB FACTORED WALL DEAD LOAD, UPPER ONE-HALF= 1570.1 LB FACTORED LATERAL LOAD., wnm OR EARtHQUAKE = 29.032 PSF NOMINAL MOMENT STRENGTH, Mn, = 66927 in.-LB 0Mn = 58235 in.-LB DEFLECTION AT NON. MOMENT STRENGTH~ 6.435 in FACTORED ULTIMATE MOMENT, Mu,= 47349 in.-LB 0Mn= 58235 >=Mu= 47349 *** QEFLECTION CHECK*** DEFLECTION LIMIT= l/ 150 fr= 223.61 I ·:::i = 561 e--, • --::J.:::. 1r, ...... 4 I,: t·= 32.375 i n,·,4 M,:r = 30439 in.-LB DELTA ,:r = 16874 i t"1 Ms = 25855 ir1. -LB DELTA s = .091056 i t·1. DELTA s = .091056 in. <= DELTA allow= 1.84 in. LYONS. WARREN & ASSOCIA-tES Consulting Structural Engineers San Diego, CA (619) 578-8380 • (• .... •,I.• ••••••• .,. •,I.· :,1., -,I.•·+· -,1.• •,I.· .... •,I.• •,I.• .............. •,I.• •••••• ~,. ...... .tt• ·1'· ·1'· .If' .. -1'· ·1'· ~-............ .,. ... .,. ....... -1'· •t• -!I'· Jt· -1'· ·'t-• .,.. *TILT-UP PANEL DESIGNt :t.1-FOOT WAL-b~CTION:t. ********************** ********************** ** DATA INPUT** HE I GHT OF ~JAL L = 1 3 FT . F'At4EL THICl<NESS = 10. 25 in. ULTI~ATE COMP~ESSIVE STRENGTH OF CONCRETE= 2000 PSI YIELD STRENGTH OF REINFORCEMENT = 60€100 PSI -EFFECT I VE DEPTH OF RE I NFORCEMEtH = 3. 75 i r,. C..:NFACTORED DEAD LOAD .OM ROOF= 5935 LB LINFACTORED LI 1,}E LOAD FROM ROOF~ 2195 LB ON PANEL ON PANEL UNFACTORED WIND LOAD ON PANEL= 49 PSF UNFACTOREO SEISMIC LOAD ON PANEL . , . -· ·;, >~ = 72.5 PSF , PARAPET HEIGHT= 5 FT. e = 1 ir1. '( • .Project__r:'2£=·=S=£c.:_/\={2~('-'-~-'--C.=£..:....N____..:"\~·t:"-"·-e_.=----~-=---=LA::......:::.::.1--=-A __ _ By _____ Date ___ Sheet No. 73 Qf __ _ Subject _______ Job No. ______ _ ******************** p= 3.0411 <=.6Pb= # 5 BARS@ 14 IN. 0. C . FACTOREO WALL DEAD LOAD, UPPER ONE-HALF= 1541.1 LB FACTORED LATERAL LOAD, WIND OR EARTHQUAKE= 101.68 PSF NOMINAL MOMENT STRENGTH, Mn, = 81810 in.-LB 0Mn = 66593 in.-LB DEFL£tTION AT NON. MOMENT STRENGTH= 2.0915 in FACTORED ULTIMATE MOMENT, Mu,= 52414 in.-LB 0Mn= 66593 >=Mu= 52414 *** DEFLECTION CHECK*** DEFLECTION LIMIT= l/ 150 ft·= 223. 61 Isi = 1076.9 i r1. ··'·4 Icr= 38. 89E: i t~,---4 Mer = 46986 itY. -LB DELTA er = .043389 in M:s = 32431 in.-LB DELTA s = .016972 in. DELTA s = .016972 it1. <= DELTA allo1.,1 = 1.04 in. LYONS. WARREN & ASSOCIATES Consu!fing Structural Engineers Project f(E5EAILC..1J Le:>-.tT€K P<-.b.-Z...I';,. By :toe.., . Date 5/4c Sheet No. 74 Of __ _ San Diego, CA (619) 578-8380 .. 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T'iPE L-·· .~. 1 1 7 ·-· A 0 . €1t1 ·'j .:.. 2 4 A (1 .00 "'1 ·-· 3 4 B 6 . 0t1 4 3 5 C 7 ·-· . 0f1 5 C' ·-' 2 [I 7 ..... . fH) 6 1 $ E 7 ·-· . (1f1 7 5 4 F .... .:, . 0(1 6 L:=--· 1 .-, .::. 00 12. 0f1 0 . fH) -6 . 0 ~~1 -6 0~~1 6 . €1(1 6 .00 By Be. Date 8 -8 C Sheet No 84 L Of __ _ Subject _______ Job No. ______ _ #### PLOT #### i ########################### MEMBER PROPERTIES At+D LOADS ########################### MEMBER PROPERTIES IN INCH UNITS AND FRAME DIMENSIONS IN FEET E = 291-;:1€10 SECT I Ot·4 t·W. 1 ~: 7 ·-· MEMBEF:! T'i'F'E A LENGTH= 12 I 2E:. 1 :::43 3.52 Lx= €1 L::-··= 12 SECT I ot·~ ~W. 1 A 13 4. .-.. -. . .::.~ I= 28.1 A= 5.58 HINGED END(S)--LEFT LYONS, WARREN & ASSOCIATES Consulting Structural Engineers San Diego, CA (619) 578-8380 (.EMBER T'lPE 8 LENGTH= 6 UN I FORM LO~-, DL LL . 51 . 4 SECT IC1t-~ t·W. 2 Lx= 6 L:,...= 0 0 6 I = :::43 A = 13 HINGED END(S)--BOTH FIXED-END FORCES= MOMENTS• ~EFT DL ~3. 0~3 LL (1. 0(1 REACTIONS• LEFT DL 1 .53 LL 1.20 MEMBEF.: TYPE C LENGTH~ 6.7 Lx= 3 L>'=-6 RIGHT ~3. (H3 0. 01) RIGHT 1. 53 1.20 I= 3.52 A= 4.22 HINGED END(S)--BOTH MEMBER TYPED LEt--lGTH= 6.7 MEMBER TYPE E LH~GTH= 6. 7 :3ECTION NO. 3 Lx= 3 L:,··= 6 I= 3.52 A= 4.22 HINGED END(S)--LEFT MEMBER TYPE F LfNt~TH= 6. 7 L::-~= 3 L::-··= 6 SECTIOM NO. 3 I= 3.5? A= 4.22 HINGED ENOCSJ--RIGHT ######## LOADINGS ######## LOAD COME:. 1 2 DEAD LD. L I\.JE LO. FACTOR FACTOR 1 1 1 1 1 1 I Project Re. '!,E,A,1LC.-1-< Lit.bn:G)(.. YI...A "'7. t>. By f:>C. Date 8-8c,,.. Sheet No. 84 0 Of_· __ Subject ________ Job No. ______ _ JOINT P(X) P(Y) LOAD COMBINATION 1 3 14.20 0.00 4 0.00 34.90 JOINT P(X) P(Y) LOAD COMBINATION 2 3 14.20 0.00 3 -28.40 0.00 4 0.00 34.90 JOINT P(X) P(Y) LOAD COMBINATION 3 3 -14.20 0.00 4 0.00 26.00 ############# DISPLACEMENTS ############# LOAD COMB I t~AT I 0~4 1 MOMEtH 0. 00 ' (1. 00 MOMEtH 0.00 t1. 00 0. 0(1 MOMENT 0.00 fl. 0~3 . .JT. ::•:: (-->) 'l ( DOi~N) ROT. (C~D 1 .0. 0€100 0.0000 0. 00f1tH30 2 0. 00~30 0.0000 0.000000 3 0.0086 -0.0014 0.00€1718 4 0 .·0086 0.0033 0.000713 5 0. 0€H9 0.0005 0.000681 LOAD COMBINATION 2 .JT. ::-::(-->) ~c· (DOWN) ROT. (Cl•D 1 0.0000 0.0000 0.000000 2 0. ~3000 0. €1000 0.000000 7 ·-· -0.0035 0. ~3007-0. 000291 4 -0.0033 0. 0012-~3. 000277 5 -0.0019 0.0005-0.000181 LOAD COMBINATION 3 JT. X(-->) 'f' (DOWN::, ROT. ( c~~ > 1 0.0000 0. 0~300 fl. 000000 .-, .::. 0.0000 0. 000i3 0. 00i3000 -,;!, -0.0041 0.0009-0.000346 4 -0.0040 0.0007-0.000333 ·5 -0.0019 0.0004-0.000243 LYONS. WARREN & ASSOCIATES Consulting Structural Engineers San pjego, CA (619) 578-8380 .JOI MT SHE.AR MOME~n r,'PE A MEMBER NO. LOAD COMB. 1 18.602 3 18.602 LOAD COMB. 1 -10.045 3 -10.045 LOAD COMB. 1 -11 . 59~3 3 -11.590 MEMBER NO. LOA[t COMB. 2 -44.657 4 -44.657 LOAD COMB. 2 -16.540 4 -16.540 LOAD COMB . -~ -9.191 • 4 -9.191 r,'PE 8 1 1 2 '7 -· ,.., .::. 1 2 .... ~ MEMBER t-rn. 3 LOAD co~rn. l .. ·-· -3.534 4 -3. 5,34 LOAD COMB. 2 0. ~300 0.000 .000 .000 .000 .000 0.000 0.000 .000 .000 . 00€1 . (100 2.730 -2.730 MA~<:. 3 10.542 2.730 •• 4 10.542 -2.730 LOAD COMB. 3 3 9.770 4 9.770 T'c'F'E C MEMBER NO. LOAD COMB. 3 -23.850 5 -23.850 LOAD CCtMB. 3 E:. 179 5 8. 179 LOAD COMB. 3 9.906 5 9.906 4 1 2 3 2.730 -2.730 MA;~. 0.000 0.000 0.000 0.000 0.000 0.000 0. f100 0.000 0.000 -. ~300 0. (100 -.000 0. 00(1 (1. 000 0.000 -.000 · 0.000 -.000 (1. 000 0.000 4.095 0.000 0. 00€1 4.095 0.000 0.000 4.095 0. 0~30 0.00€1 0.000 0.000 0.000 0.000 Ce.1-...1~"'--~LA--z..f.,. By f)c_ .. Date c:3-Be Sheet No. 84 .:E., Of __ _ Subject ...;,_ ______ Job No. ______ _ TYPE [I MEMBER ~w. LOAD COMB. C' ·-' -23.896 ,.., .::.. -23.896 LOAD COMB . C' .::, 173 -· "-'. .... .::. 8. 173 LOAD COMB. C' ·-· 9.907 2 9.907 T'r'PE E MEMBER NO. LOAD COMB. 1 7. 893 5 7.893 LOAD COMB . 1 -23. 57'5 5 -23.575 LOAD COME: . 1 -21.846 5 -21.846 TYPE F t1EMBER NO. LOA[t COMB. 5 7. =366 4 7.866 LOAD COMB. 5 -23.578 4 -23. 57E: LOAD COMB. 5 -~1.845 4 -21.845 i########' REACTIONS ,######### 5 1 .... ~ ..., ~· 6 1 .--, If;. ..., ~. .... { i 2 3 0.000 0. 00€1 0.000 0.000 0.000 0.000 -.018 -.(118 -.002 -002 . (100 .000 018 .018 .002 .002 -.000 -.000 ' 0.000 0.000 0.000 0. ~300 0.000 0.000 (1. 000 . 123 0.000 . (115 0.000 -.003 -.123 0. 00€1 -.i315 0.000 .003 0.000 ,..IT. X ( <--) Y (UP) MOM. 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Date G-Bc Sheet No. '8lp Of __ _ San Diego, CA (619) 578-8380 0- (E)·- Subject 'BL Kie.; -11! 01t,..C..,1i..AM Job No. ______ _ FO. , ... , 1 1 1 1 1 r ~~---0___!:_t,~~0-----0---0 · ---o---o-· ---oj [ ----=-----o--------o-=-----o-------to-=~-=-o---:;.-=---. 0---:--=-7J . : ! ! I I rl ~ 1 1 Ii -i _, _, --j I I <b' if tli. l -\'---1 ,---1 4-~---j ~ i=======i -r:;' r~ f..." ,____ ) c::::::=::J . -~ , \.::.,, f 11./\ . . . ~-t,.6 f :·sy . ,. t:0--. @--- ~ I 11 I -t-· o~ ..=.:::= =--=·o · -=·~o --=--:-~-o ==-=-=---==] 1 --ot---o-.· --o-· --o----o r .LYONS, WARREN & ASSOCIATES Project 'RE::OEA\l(bl c~ . P<-A"ZA By f:>C. Date 4;f_ 7 Sheet No.B-1 Of /OS Consulting Structural and Civil Engineers San Diego, California (619) 578-8380 Subject f,Lt,4 3 V&.:r Job No. ___ _ (A ALT Ve:,u;N -.,..---------------------,------------ LOA~~ 5€.E LOA.i::>~ FOIL e<-tx; T ~ l1' 5PA/<4 "% R~-7. p , 4q-'o" p Rr1--: 10, 'Z.C,," l<t:11..• c,,03" F'-OOL (@. Furuit.E Maz.-z...') 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"3) -t..B4 (-z..-z..3') 1/-z. • .,,. 70 c, "f.:S -Ill-, ~ Sit_ e 7 OC,45 (1 '2.-) / ZA-CO ( I. z.,S') ~ 1-'8!, 11 I~'-/2~ 0 :. ti.c,"I C l:54>(44)'j{144-")/1.6x10<:- l -,.4,z.~3l A"'-~ l.S-[c. ''rz. 1 -1 °' -z..( ·17~s) ]/rc.s (1. z.,s) ~ &/B ,,z.. 'Z. . Project :Re::5£AK,GU CE:41Ek. :PLA-z..A, By '5C. Date %'7 Sheet No. 'rJ_ Of __ _ LYONS, WARREN & ASSOCIATES Consulting Structural and Civil Engineers San Diego. California (619) 578-8380 Subject i:)u:2, 3 Job No. ___ _ ·,...,.....-----,,----------------------------A-~_:r;_e:._~_N_b,; __ n;:. __ D_e:_~_,c,_"-1 ______ _ • • C.I-IEC..\C VE:1(.T LOA!,{). w= q 4 ( ~ ') -=-7 SZ ~ /, "2.. . 11.3 '5i~ /,~(7S2.;(15)-z./1.300-= l"'/5. . . \ JS 13.5 "'t. A,,_= /, s ( 7 s1.. ) ( -z.. -~ ") / 8 s -= B s · 1 1'-1 -=-3.t-t:r(7SZ.')(15)-s(144;/1.c..,,,10<--· l?.4o ~TL ~M AL.T . ~ :: /"'15 ( 1300/ ) :: Xx /-zo,~0 3 JO. Co 7 ,. ~ rr: 33 ( 130o/z..1~0;) . q I ><x = :r YY : 7 14 ( /,<.,. X 10/2,?l( /0 c') ::- )G,0 ( I.G.,dO/z'htOC) 40. " .. '7 11 ti 714 r/ <I LYONS, WARREN & ASSOCIATES Consulting Structural and Civil Engineers San Diego. California (619) 578-8380 .##################### # BEAM SPAN ANALYSIS# ###################### ------_---- SPAN LENGTH= 20 FT. LOADS (KIP AND FT. UNITS): UtHFORM: DL LL . . (14 0. izi0 Cot~CENT RATED: DL LL 5.63 5.63 4.23 4.23 MAIN SPAN SHEAF.:: >U ~j. (10 ~< 6. 0€1 14.fHZ1 }·~2 20. 0(1 c• i.,.• •.. , DEAD LOAD LIVE LOAD 0. 0€1 6 .130 6 . (10 14'. 0€1 14.00 2(1. 00 MAIN SF'flt-4 F.:EACT IONS: ----------DEAD LOAD FULL LOAD MAIH SPAN END MOMEt-HS: ------------DEAD LOAD FULL LOAD • Fl It-~_ SPAt~ DEAD LOAD FULL LOAD SHEAR +6.03 +5.79 +0. 16 -0 16 -5.79 --6.03 LEFT +6.03 +10.26 LEFT +0.00 +0. 0(1 MA:=-=:. INT . MOMEtH +61 . 16 SHEAR +4.23 +4 .. 23 +0. (10 Hj. 0~~1 -4.23 -4.23 RIGHT +6.03 +10.26 RIGHT +~3. 00 +0. 0(1 LOCATED AT + 1 (1. 0(1 +10.00 P.roject :Rs.sg.l\l( ( -H Ce:1Yrex. P'-A"Z.A. By 1:,C. Date "i'B7 Sheet No.'12. Of __ _ Subject _______ Job No. ___ _ STIFFNESS FACTORS= E = 1800 RT ~-.:: = MOMENT= DEFLECTION= SHEAR= +10. (100 +61 . 16(-.1 + 1. 35E: +0.000 WITH LOADING= 1 x DL, 0 x LL AT :,,: = MOMENT= DEFLECTION= SHEAR= STIFFNESS FACTORS: E = 1800 I = 2526. E: AT ~,~ :;: i'10MEtH = DEFLECT I m4 = SHEAR= +10.00€1 +35. 7:3f1 +.794 +0. 00(1 +H3. 00f1 +35. 7f!(1 +.596 +(i. 00(1 ###################### # BERM SPAN ANALYSIS# ###################### RE:-9 MAJ N SF'f!t·i: SPAN LENGTH= 26 FT: LOADS (KIP AND FT. UNITS): UNIFORM: DL LL X1 X2 .04 0.00 0.00 26.00 COHCEr-ffRATED = DL LL X 5.63 5.63 5.63 4.23 4.23 MAIN SPAN SHEAR: --------------- >=: DEAD LOAD SHEAR fi .00 +c• -.-. ·-· ~~ 6 . f10 +;:: 0E! 6 . (10 -+2 45 14. 0i3 +2 13 14 . (10 -3 . 50 22.€10 ---~' ,-1~, i=•c 22 .00 -9 45 26 00 -9 .61 6. 0(1 14.00 22. (10 LIVE LOAD SHEAR +5 86 +5. ,-. r c,t, +1 63 +1 ~-t:, .=., -2 . 6ft -2. 6~~; -6 Cr7 . ·-·--· -6 ,:,7 ._,._, I LYONS, WARREN & ASSOCIATES Consulting Str:uctural and Civil Engineers San Diego, California (619) 578-8380 MA IN :3F'AN REACTIONS: DEAD LOAD FULL LOAD MAIN SPAH E~-ID MOMENTS: ------· -----DEAD LOAD FULL LOAD MAIN SPAN ---------DEAD LOAD FULL LOAD LEFT +8.32 +14.17 LEFT +0.00 +0.00 MA:":. INT. MOMENT +67.46 +115.61 STIFFNESS.FACTORS: . E = 18(10 I= 520.9.3 ,._., -,··, - MOMENT= DEFL!;CTIOt--1 = SHEAF.: = IH(~HT +9.61 +16.45 RIGHT H3. 0(1 +0.00 LOCATED AT +14.00 +14. 0(1 +13.(100 +111.84(1 +1.429 +3.792 WITH LOADING= 1 x DL, 0 x LL ,AT >:: = MOMENT= DEFLECTION= SHEAF.: = +13.00(1 +65.310 +.835 +2. 165 ################1##### # B~AM SPAN ANALYSIS# it#########i##J##t###,## F.:B-10 LE~T CANTILEVER= SPAN LENGTH= 6 FT. LOADS (KIP At~D FT. UNITS): UNIFORM: DL LL Xi >~2 .04 0.00 0.0~ 6.00 (.CONCENTRATED, · DL. LL ):' '' 5.63 4.23 4.00 ,:, 7·::-,_ ... _ ..... 5.85 6. (10 Project . R.e;~e:A:K.C...H C.e:4 tEJc: B-AZA By 5C.. Date o/'87 Sheet No.'1.3.. Of __ _ Subject_· _______ Job No. ___ _ RIGHT CANTILEVER• SPAN LENGTH= 6 FT. LOADS (KIP AND FT. UNITS): UNIPORM= DL LL Xl X2 .~4 0.00 0.00 6.00 CONCENTRATED: DL LL X 4.23 MA IN !3PAt·4: SPAN LENGTH= 32 FT. 4.00 6.00 LOADS (KIP AND FT. UNITS)= UNIFORM: DL LL Xl .04 0.00 0.00 CONCE~HRATED: DL LL X 5.63 5.63 5.,S3 5.63 4.23 4.23 4.23 4.23 MAIN SPAN SHEAR: 4. 0f1 12. (10 20.00 28.00 '··' .-, ,-...:::. 32. 0~~1 ;.:; DEAD LOAD LIVE LORD SHEAR SHEAR 0.00 +12.33 +8.76 4.00 +12. 17 +E:. 76 4. ~3(1 +6.54 +4.53 12'.. 00 +6.22 +4.53 12.00 +0.59 +0. 3fl 20.00 +0.27 +0.30 2(1. 0(1 ..-5.36 -3.93 28.00 -5. 6E: -3.93 28.00 -11 .31 -8. 16 32.00 -11 . 47 -8 . 16 MAIN SPAN LEFT RIGHT REACTIOHS= ----------DEAD LOAD +26.52 +23.37 FULL LOAD +45.36 +39.99 DL ON CANT., OL+LL •.. -· SPAN +34. 9E! +31. 83 LYONS, WAR REN & ASSOCIATES Consulting Structural and Civil Engineers San. Diego. California (619) 578-8380 • MAIN SPAt~ LEFT END MOMENTS= " ---------' " DEAD LOAD -73.16 FULL LOAD --125 .18 DL ON CA~H .. , DL+LL _J' •• SPAN -73. 16 MAIN SPAN MA>=:. INT. ---------MOMENT DEAD LOAD +30.31 FULL LOAD +52.04 DL ON CANT.·' DL+LL ... ·· SPAN +97.99 FOR LEFT CANTILEVER= ---------------------STIFFNESS FACTORS= E = 18fH3 I= i1071.7 RIGHT -59.42 -101.72 -59.42 LOCATED AT +20.00 +20.00 +20.00· WITH LOADING= 1 x OL~ 0 x LL I FOR RIGHT CANTILEVER= -·------------------STIFFNESS FACTORS= • -E = 1800 I= 1H371.7 WITH LOADING= 1 x DL, 0 x LL FOR MA It~ SPAt·i: --· -. ---------- STTFFHESS FACTORS= E = 1800 I= 11071.7 WITH LOADING= 1 x DL, 0 x LL LEFT CAMTILEVER FOR LEFT CANTILEVER= ----:---------------- AT :=-~ = MOMEt--lT = DEFLECTIOH = SHEAR= FOR RIGHT CANTILEVER: --------------------- AT ~>~ = MOMENT= DEFLECTION= SHEAR= MAIN SF"AN .• OR MAIN SPAN: , __ ---------·- RT ::-{ = MOMENT= DEFLECTION= SHEAR= +6. 0tH3 +0·. 00@ +. 09:=: +8.320 +6.00(1 +0.000 +.045 +6.030 +16.000 +28.910 + .166 +.429 1 j Project RE:"$e;-AKC µ C.EJ,.(Twk PU)..1-4. By f)C., . Date .S-/e,ry Sheet No.CJ 4 Of __ _ Subject _______ Job No. ___ _ ###################### # BEAM SPAN ANALYSIS# ###################### RB-11 MAIN SPAH= ---------- SPAN LENGTH= 38 FT. LOADS (KIP AND FT UNITS) : UNIFORM: DL LL >=:1 \J .-• ('·,~ . (14 0. 0(1 (1 . 0(1 38.00 CONCENTRATED: DL LL V ···, 5.63 ... ·::--: "1'. ~--i ::: . 0(1 C: .-..... 4. 23 16.00 ·-'. t,:,.,!, 5.63 4.~3 24. i30 5.63 4. 23 32.00 MAIN SPAN SHEAR: '1.-' ,·, DEAD LOAD LI1,,tE LOAD SHEAR SHEAR 0. (10 +11 .43 +8. 0i ::: :0(1 +11 1 1 +8.01. S :~30 +5.48 +-i ?t:1 •J. l 0 16.00 +5. 16 +3. 7::: 16. (10 -0.47 -0.45 24 . 0~3 -0.79 -0.45 24 .00 -6.42 -4. 6E: 32. 0~3 -6.74 -4. 6E: 32.00 -12.37 -:3. 91 38.00 -12.61 -8.91 MAIN SPAt~ LEFT RIGHT REACTIONS: -. -------- DEAD LOAD +11. 43 +12.61 FIJLL LOAD +19.44 +21.52 MAIN SPAt~ LEFT RIGHT END MOMENTS: --------· ---DEAD !-ORD +0.00 +0. 0~3 FULL LOAD +0. 0€1 +0. 012:1 LYONS, WARREN & ASSOCIATES Consulting Structural and Civil Engineers San Diego. California (619) 578-8380 MAIN SPAt,i DEAD LOAD FULL LOAD MAX. INT. MOMENT +132.68 +227.07 STIFFNESS FACTORS= E = 18fH3 I= 15187.5 AT ~-,: = MOMENT= DEFLECTION= SHEAF.: = LOCATED AT +16. ~30 +16.00 +19. €W0 +224. 14(1 +2. 151 -1.03:=: WI1H LOADING= 1 x DL, 0 x LL AT ::-~ = f'10MENT = DEFL.EC:TIOH = SHEAR= STIFFNESS FACtORS• E = 1800 I = 17581 . 4 MOMENT= DEFLECTION= SHEAR= +19.000 +131.080 +1. 257 -.593 +19. 0~30 +131. 08~3 +1 .. 0E:6 -.593 ###################### # BEAM SPAN ANALYSIS# ##1######1############ F.:E:-l2 LEFT CANTILEVER: "-.-------------- SPAN LENGTH= 6 FT. LOADS (KIP ANO FT. UNITS): UNIFORM: DL LL ~<1 .04 0.00 0.00 ,.CONCEHT~'.ATED, · DL LL X C" .--. ._1. o.:., 12.61 4.23 ::: . 91 4. €H3 6. f1(1 6.00 Project 1<.E"!>EAILC..1-J L£/.J 11Q(... H .. A:z.A By 1;:,L Date S"/t,'7 Sheet No. c.r,s-Of __ _ Subject _______ Job No. ___ _ F.: I GHT CAtH I LE1,}ER: SPAN LENGtH = 6 FT. LOADS (KIP ANO FT. UNITS): Ut·i I FORM: DL LL Xl X2 .04 0.00 0.00 6.00 CONCEt·HRATED: DL LL X SPAN LENGTH= 32 FT. 4. 0(1 6. ~~H) LOADS (KIP ANP FT. UNlTS): UNIFORM: DL LL X1 .04 0.00 0.00 32. 0(1 Cot·KEtHRATED: DL LL X 5.6J: 4.23 4.00 5.63 4.23 12.00 5.63 4.23 20.00 5.63 4.23 28.00 MA I t·i SPAH SHEAR: ;,:: DEAD LOAD LIVE LOAD 0.00 4 . €1(1 4 (1(1 1 .-. .::. . 00 12 . (1f1 2f1 0t1 2~3 . (10 2::: .00 .-,J-1 .::c, 00 32. 0(1 MAIN SF'At·i REACTIOt,!S: DEAD LOAD FULL LOAD DL OM CANT., DL+LL ....-SPAt-4 SHEAR +13. 13 +12 97 +7. 34 +7 . (12 +1 -i,:. ·-·-- +1 .07 -4 .56 -4. :3E! -10 51 -10.67 LEFT +31 . 61 +54.09 +40.07 SHEAR +9. 34 +9 34 +5 1 1 +5 1 1 +0 . :3t: +0 .. E:::: -3 35 -'"1 . ., 35 ..... -{ 5:3 -7. 5:=: RIGHT +22.57 +3:3. 61 +31.03 LYONS, WARREN & ASSOCIATES Consulting Structuraf and Civil Engineers San Diego, California (619) 578-8380 -G . • Al~i SPAN END MOMENTS= ------------ t1EAD LOAD FULL LOAD DL ON CA~H .. • DL+LL . ....-SPAN LEFT -98. 9~3 -169.2E: -98.90 MAIN SPAN MAX. INT. -------MOMENT DEAD LOAD +28.66 FULL LOAD +35.51 DL ON CANT ... DL+LL / SPAH +88.34 FOR LEFT CANTILEVER· ---------------------STIFFNESS FACTORS· E = 18€10 RIGHT -59~42 -101.72 -59.42 LOCATED AT +20.00 +20. 0€1 +20. 0€1 WITH LORDING= 1 ~ DL, 0 x LL FOR RIGHT CANTILEVER= ---------------------ST1FFNESS FACTORS: · I= 23098.3 - E = 1E:00 ITH LOADING; 1 x DL, 0 x LL FOR MAIN SPAN= ----. ---------- STIFFNESS FACTORS= E = 1:::(H) I= 23098.3 WITH ~ORDING= 1 x DL, 0 x LL LEFT C:At·HILE',}Ef.:: FOR LEFT CAtfTILEVER: . --------------------AT >~ = MOMENT= DEFLECT I Ot-.1 = SHEAR= RIGHT CfHH I LE',JER FOR RIGHT CANTILEVER: ---------------------AT >=: = MOMENT= DEFLECT I ot-~ SHEAR= MA IN SF'At-.1 ··oR MA IN ==;PAt-~: , ----. -------- AT >{ = MOMEtH = DEFLECTION= SHEAR= +6.000 +f1. ~)00 +. 1zt: +12.6U3 +6. 00(1 +0.000 +.056 +6. 03ft +16. €100 +16.~34(1 +.0i1 + 1 . 234 Project RE;-';>e-.:P.i< G'. 1-J C.e~.,relc.. Pc..A"'LJ... By Be:. Date ¾11 Sheet No. qa, Of __ _ Subject ________ Job No. ___ _ ###################### # BEAM SPAN ANALYSIS# ###################### RE:-13 LEFT CANTILEVER= ----------------- SPAN LENGTH= 6 FT. LOADS (KIP AND FT. UNITS)· UMIFORM: DL LL X1 .04 0.00 0.00 COHCE~HRATED: DL LL X 5.63 6. ~33 MAIN SPAN= 4.23 SPAN LENGTH= 32 FT. 4.00 6.€W LOADS (KIP AND FT. UNITS): utHFOF.:M: bL LL Xi .~4 0.00 0.00 CONCENTRATED= DL LL X 5.63 5.63 5.63 5.63 4.23 4.23 4.23 4.23 MAIN SPRH SHEAR= ---------------~-:: DEAD LOAD 4. 0~3 12.(H) 2(1. 130 2 ::: . ijij LIVE 6. (HJ ~<2 32. (B) LOAD SHEAR SHEAR (1 . 0(1 +13. ?6 +9. 7E: 4. 0fl +13. 6~) +9. 7;:: 4. 0(1 +7.97 +5.55 12.00 +7 .-r::' +5.55 . t;:.._, 12.00 +2.02 +1 .32 2(1. 0€1 +1 70 +1 .32 2(1. 0~3 ~3.93 -2.91 28.00 -4.25 -2.91 28.00 -Ci .-,,-, -7. 14 -· . ,:,,:, 32.00 -1€1. 04 -7. 14 LYONS, WARREN & ASSOCIATES Consulting Structural and Civil Engineers San Diego. California (619) 578-8380 MAIN SPAN REACTIOt--1S: ---------- DEAD L.OAD FULL LOAD DL ON CANT .. , DL+LL _.,. SPAN MATH SPAN END MQMEt4TS: DEAD LOAD FULL LOAD D.L ON CA~H .. • DL-rLL _.,. :;PAH LEFT +25.66 +43.90 +34. 1 .-, ,:_ LEFT -59.42 -101. 72 -59.42 MAIN SPAN MAX. INT. --------MOMENT DEAD LOAD +72.60 FULL LOAD +124,42 DL OM CANT ... DL+LL _.,. SPAN +140.28 .OF.'._Ll;F~--C~~T~L~VER: 6TIFFNE~~ FHCTUR~: E = 18€10 I= 9327 RIGHT +1€1. 04 +17. 1E: +18.50 RIGHT +0. €10 +0.00 +0.00 LOCATED AT +2~3. 00 +20.00 +20. ~30 WITH LOADING= 1 x DL, 0 x LL FOF.: MA.I~~ SPAN= --------------STIFFNESS FACTORS= . E = 1800 I= 9327 WITH LOADING= 1 x DL, 0 x LL LEFT CAt·H I LEVEF:: FOR LEFT CANTILEVER: ---------------------. . AT ::-:: = MOMEt-H = DEFLECT I Ot--i = SHEAR~ MA IN SF'At·i FOR MAH~ SPAN: --· -·--------- RT ;:.,; = • MOMEt-H = DEFLECTION= SHEAR= +6. 0fl0 +0. ~30[1 ~ .187 +6. ~330 + 16. 0(H~1 +65.490 + ~ 67!=: -+1. ;357 C Project R~e:-b.i<..C..H CE::N'11!!:J,,t_ P~ 'Z...A By I&.. Date 'o/e7 Sheet No.'1.J. Of __ _ Subject Job No. AT 1 •• i = +16. 50~:1 ,··· MOMENT = +66.413 DEFLECT I Ot-~ = + .6E:2 SHEAR +1 ·~7'? • ,_,._, l AT 'i = + 17. 00€1 I• MOMEt-H = +67.327 DEFLECTIOt-4 = +. 6!=:3 SHEAR +1 . E:17 AT ..... = +17.50t1 1,••, MOMENT= +6:::. 230 DEFL~CTIOM = +. 6E!3 SHEAR +1 .797 AT }-:: = +18.0~~1J.j MOMENT = +69. 124 DEFLECT I OH = +.681 SHEAR = +l .777 LYONS, WARREN & ASSOCIA1ES Project RE5E:AKLH Ce:.1-..t12X.. Pu::.-u.... By f?C. Date~ Sheet No. '16ot __ _ Consulting Structural and Civil Engineers San Diego. California (619) 578-8380 Supject 5uaCq 3 Job No. ___ _ ,.. Ac_ T Oe:.'51C,N 'I .------------------- ( 5 E:E... 0\l. tCi l'N AL 01 A'-i L(,,J!..f'1 'SJ ________ ...;_ L/1-JE. C.. { '2.. Pn....::-54.o,"-- 54.0'l (1000)/450 (1.1..s"') -= -=re 11 .. ,c./ c..7:s ::-;c;.,z..::s wse: 14 ¼ ... 11 Lotuc, R>M 12>A'5<S. PL.AT~ Tl!.. --r 6 s/4 '' ~ Q 'PLA rt.. +I":: 6({ .G, /(_8. 75)' 7 • 7 z. l'l'):' 2.7 7 [ '71.. l I/'-II i..,i :: Z.77 ,Z.S(:!iC -:. , 77'7 W""'"' -:si.3 t,." ~I"-.. ~ ,.,_J,, 11-1(" '-''-' U/,;,-V'-VA v/q ._ • LYONS, WARREN & ASSOCIATES Consulting Structural and' Civil Engineers San Diego. California (619) 578-8380 Project t<.E:.'::>l;;:b.lU:.-1./ c~I s:k. Pl-A~ By 'BC Date %'7 Sheet No. °I.jot __ _ Subject 'Be to/ 1 3 Job No. ___ _ ,. AL, Dau:.,1..J ,, ,--------"------------------___;..---- .• , C..A:se. 1" / i,:E::ALL WAU... (L.rJ....L~ A') e.. Tll..W~S (e/-c:i"'oc..) t. =-B . '2.S " I ,, PAv...A l"'E:T : -Z.. -0 LOA,t;, SYo~E;A ID : W -i-4 t.. = 4( 8, '2...S) .,_ q = 31 '' P0 .__ ,,. IS.S (B;( 47..4 ') ( ~~ ') ... BE,5-1/, Pt;. L : 2. 0 ( B) ( 4..: ) ( ~~ ) : I I 41-1t I, 'Z.. --i4 4-•4 CASE. il-z.. . 4!0" WAL<.. ~ Ll/0e.. y ~ L fNE:.. 5 e.-= 7.G.?... ,r ~4·e 1B'1oc. ... It "4 e. "t.7::S De.. UoE. -z..-*'4 ~ie.. 9~= t..000,.,1:,, ¼"' G.0,.000 t.= B.~ ~~ = "Z;..S I FAk.Pca:i' L0/4._\l.j '51>K..E.Ai0 "' (w + 4 t..) = s-(e:z.s) :-41.-Z..S''· W6E. 48 11 1.Jj . ' "' p fl..t>o-,:. Ot... : IS,~ (--:z=-4 4) (t. .. 1...,) = 4 714 PlZ,oop Le... = 17,$ ( '¥-1 4\('Z-Z..).:: S-38·'?.. • f\.1t.1...c... : ISO ( 5·11:; )( 8 -i S>( JO) -::-/'34 O(.. M 'P,, fl~:: If; IBD 11 / 4 45"45 'i, 'P,.. 1:..'-= .SJ e,i. " / 4 -r I~ 4.:s "'I, p~J ( I 4 ) "I. I I 1, ·O lJL..J/1-./~:: /4 4 :: 4"1 ' "'•"''•M•'-,[{<13)(10') (, e,e,1.s'), (z. 1, s) (4)(. C._B 1s)] fcns )(4 ) }so (.;)(.c.. 1) , 4S. z. <;: e-:: 4774(7.C.31+33&2..(7.C.3)+134oc.(o)/ · .. .s.ze" , '/ 17 7 4 + 53 ~ 't. + / 3 '1-oc. d-= 8. ?/4 -( 7S" + ,. ~ 1 ') = ~ I/ T~-r ~ eA.~ ~ /4 ijo'- 11l..-r •s r3A!(_ e 11,2.•oc.. LYONS, WARREN & ASSOCIATES Project Ba :lEAl(,..,C...I..;/ Ce.LI Tg;l( P'-A -Z..l\. Consulting Structural and Civil Engineers San Diego. California (619) 578-8380 By f2C. Date %'7 Sheet No./00 Of __ _ Subject l3uac, 3 Job No. ___ _ <e ,--_.;_ ________________________ . __ A_L_Ti_ek._AJ~A;.;.TE.;;:;:...;;;D;.,;;e:;;;:5_,=,....,:....------- • C..A!:>E. 3 hJALL t:. E..04 e. Or i.!~ '' 010,.,.u"I . + ~ ~ '2.000 I PA1£.A l"tIT :-1-6. LOAIO PILoor: W 1-.J I ,-_, 10 II '5l°Sb.lO ~ 40 ,, '-• IS', '1-( '1'~ S + j ~ ) ( Z -Z.) .:-1,. 7 3 e> ~ I.SD(8;~s)(l3'J('f)-: c;,3c;t," OL= i/0(.." ; 4° =--'Z. 7"J2. :t.l /Z, ' i :S 40 -z.o ( ~ + iz ) (z:z ') ~ 3 ss 7 ,. I 4 ( 4, ,s 1-3. '53 \ = :3 q ~e:.r '3. "33' ) 3:SS7 ., / .4° -=-JO<; 7 -Ii. I, 1 Z- 0~cs1,--,,e L (·1:;)(~ .. 7s')(.C.87.s') "(Z.7.SJ(S.53)( C.<t>7.!)~/(Z.7 "( ..,_~J1so(.~1(,C.7) = -:3.sio·,l V{ -~ i 3.~ ... )J • 11 e.-: --Z..138 (7,<,3') ~ 3S51(7.C.'3)+ C"3C.B(O.')/-Z73B+3S5"7t G.3G:.t> .:3.79 d ':. G, I/ LYONS, WARREN & ASSOCIATES Consulting Structural and Civil Engineers San Diego, California (619) 578-8380 <e J!::ll:t:l:l=:l:t::t::t::t::t:l:t:l:l=::t::t::t::t::t:t *TI L T..-UP PANEL DES I Gt-U: :t:1-FOOT WALL SECTI6Nt 1:*************·:t-:*****:u: REF; 1986 U.B.C. CASE 1 ********************** :t:t DATA I t·ff':UT ** HEIGHT OF WALL= 24 FT. PANEL THICKNESS= 8.25 in. ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE= ~000 PSI YIELD STRENGTH OF REtNFORCEMENT = 60000 PSI (·~F~C"f I VE DEPTH OF REINFORCEMEHT -6 in. UNFACTORED DEAD \_ORO Ot~ PANEL FROM F.:01jF = ,-,,-zC" LB ,:-,:,._, UNFACTO~:ED LIVE LOAD OH PANEL FRIJM ROOF = 1142 LE: LlNFACTORED WIND LOAD ON PANEL = 14 PSF UNFACTORED SEISMIC LOAD ON PANEL = 20.7 PSF PARAPET HEIGHT= 2 FT. e = 7.62 in. ******************** p= .0018181 (=.6Pb= .008552 · C 'Z..--l4 6A1(.::. # 4 BARS@ 18 IN. 0. -----· -------· ~A F=Ac..~ SUPERIMPOSED FACTORED AXIA~ LOAD ., P1.4 ;:: 3901 . 2 LB Project t")E:?c:.4" c µ Cel--i Te:k.. Pt..A:u., By t;c_. Date 3/en Sheet No. lQ.l Of --- Subject 1oucc, . $ p Job No. Ar...re;1c.,i...t>-n=; e:~u;~ ---- ~ACTORED WALL DEAD LOAD, UPPE~ ONE-HALF= 1515.9 LB FACTORED LATERAL LOAD, WIND OR ERRTHQUAKE = 29.032 PSF NOMINAL MOMENT STRENGTH, Mn, = 67144 in.-LB 0Mn = 57784 in.-LB DEFLECTION AT NON. MOMENT STRENGTH= 3.535 in FACTORED ULTIMATE MOMENT, Mu,= 47962 in.-LB 0Mn= 57784 >=Mu= 47962 *** DEFLECTION CHECK*** DEFLECTION LIMIT= l/ 150 ft··= 223. 61 I~= 561.52 in.A4 Ict·= 64. 378 in,.·4 Mer= 30439 in.-~B DELTA er= .18373 in Ms= 3~272 in.-L9 DELTA s = .35109 in: DELTA s = .35H?:19 i r1. <= DEL TA .al lc,,A, = 1 ,:,--, . -c:. in . LYONS, WARREN & ASSOCIATES Consulting Structural and Civil Engineers San Diego. California (619) 578-8380 (4lt.:t. :t. * * *:t. :t. ::t:: * * * *** * * ** * ** :t.T!LT-UP PANEL DESIGN* *=1-FOOT l~ALL SECTIOt·n: *******************~** REF.: 1986 U . E: . C . CASE 2 ********************** :t.:t. DATA INPUT :t::t. HEIGHT OF WALL= 25 FT. PANEL THICKNESS= 8.25 in. ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE= 2000 PSI YIELD STRENGTH OF REINFORCEMENT = 60£100 PSI EFFECTIVE DEPTH OF REINFORCEMENT c•= 6 in. . UNFACTOREO DEAD LORD ON PANEL FROM ROOF= 4545 LB UNFACTORED LIVE LOAD ON PANEL FROM RciOF = 1345 LB UNFACTOREO WIND LOAD ON PANEL= 49 PSF UNFACTORED SEISMIC LOAD ON PANEL = 45.2 PSF PARAPET HEIGHT* 1 FT. Project ~ ~E:A~l-l CEJ..JTEk.,, Pc...A::u,. By f;>C, Date ~ Sheet NoJOL Of __ _ Subject f><....~4 '3 Job No. ___ _ AL To:.A.Jt>-71!. "De:.~14...., ******************** p= .0045654 <=.6Pb= .008552 # 5 BARS @ 11 . 2 IN . 0 . C . 4-*Is /3t,. L ~ EA FAC..•c.. SUPERIMPOSED FACTORED AXIAL LOAD ., Pt~ = 7948. 9 LB FACTORED WALL DEAD LOAD, UPPER ONE-HALF= 1461.8 LB FACTORED LATERAL LOAD, WIND OR ~ARTHQUAK~ = 63.393 PSF NOMINAL MOMENT STRENGTH, Mn, = 147260 in.-LB 0Mn = 120710 in.-LB DEFLECTION AT HON. MOMENT STRENGTH= 4.588$ in FACTORED ULTIMATE MOMENT, Mu,= 106540 in.-LB 0Mn= 120710 >=Mu= 106540 *** DEFLECTION CHECK*** DEFLECTION LIMIT= l/ 150 I~= 561.52 in.A4 Icr= 118.03 inA4 Mer= 30439 in.-LB DELTA er= .19936 in Ms= 70161 in.-LB DELTA s = 1.6918 in. DELTA s = 1.6918 in. <= DELTA allow= 2 in. LYONS, WARREN & ASSOCIATES Consuhing Structural and Civil Engineers San Diego. California (619) 578-8380 <e ::t:::t: *:t:t::t:t:f:***:**** *:t.:t.**** :t:TILT-UP PANEL DESIGN:t: *1-FOOT WALL SECTION:t. ********************** REF.. 1986 U . 8 . C . CASE 3 ********************** :t.:t. DATA I t~PUT ;t::t. HEIGHT OF WALL= 25 FT. PANEL THICKNESS= 8.25 in. ULTIMATE COMPRESSIVE STRENGTH OF CONCREtE = 2000 PSI {AI§Lt1_ §;TR~NGTH OF REINFOf;.:CEMENT \9 o0EH:.1~ P5I EFFECTIVE DtPTH OF REINFORCEMENT = 6 i.h. UNFACTORED DEAD LOAD ON PANEL FROM ROOF= 2732 L8 UNFACTORED LIVE LOAD ON PANEL FROM ROOF= 1067 LB UNFACTORED WIND LOAD ON PANEL= 34 PSF UNFACTOR~O SEISKIC LOAD ON PANEL = 35 PSF PARAPET HEIGHT= 1 FT. e = 3.79 in. ce Project 'RE~E'A~H C.e.t,,n:\2.... -P '-A -ui.. By f>C.. · Date ¾,7 Sheet No./D3 Of __ _ Subject Bl ,lt?l '3 Job No. ___ _ A t...TEx...f...J.ATE. . Ve.._, ,c;.. 1--..1 ******************** p= .0026222 <=.6Pb= .008552 # 5 BARS@ 19.5 IN. 0. C. SUPERIMPOSED FACTORED AXIAL LOAD J Pu= 5690.8 LB FACTORED WALL DEAD LOAD, UPPER ONE-HALF= 1461.8 LB FACTORED LATERAL LOAD, ~IND OR ·EARTHQUAKE= 49.088 PSF NOMINAL MOMENT STREHGtH, Mn, = 95i313 in. -LB 0Mn = 80050 in.-LB DEFLECTION AT NON. MOMENT STRENGTH= 4.1~84 in FACTORED ULTIMATE MOMENT, Mu,= 77414 in.-LB 0Mn= 80050 >=Mu= 77414 *** DEFLECTION CHECK*** DEFLECTION LIMIT= l/ 150 fr= 223.61 I~= 561.52 in.A4 I et-= 85. 053 i n·'·-4 Mer= 30439 in.-LB DELTA er= .19936 in Ms= 50394 in.-LB DELTA s = 1.4074 in. DELTA s = 1.4074 in. <= DELTA -:1lli:,1.,.1 = 2 in. LYONS, WARREN & ASSOCIATES Consulting Structural and Civil Engineers San Diego. California (619) 578-8380 Project J<.iE.of;A.llC.fJ Cs~Tt;JL 'R..A""Z.A € By :Jo( Date 1/c;r::z Sheet No.104 Of __ _ Subject 13ui:,c, 3 Job No. ___ _ • ..,., _____________________________ A_1...r __ D ___ E;:i_1c._1-.1_· _· ________ _ • f-s" -z.soo "~ f. @ Ul-..15 C ~ z.. 'P=-S-4,C. S4 . (, It..' 6 :r 'Z. 1-rp f't, = J , 4 ( '3 Z .-z..) ~ I .. J ('Z i . 4-J • 8 3, ·z. l r;-o" 83, ~-70y--= 3. C,-1 l:."<:>( Mv" 3. e, 1 r 4';:s -~~:t ')l z /z.. =(7.45) (4. 7SJ " 3S. 4 k.-, ~~:L. .. 0S, 4 (IZ..)/ i (4, 7S)(l-z..')( 8)'2. =-, /7-."/ JF .00'2..3 <. As-=-,DOZ-3(4,7:SJ(t?-)(B) ~ /,)4 11 lJSe. ~ -~4 (3/::,.~ ~ E:A !JA ~r @ Lit.JG.. clt I ~" 4 S. 41 k 4-S.4-I / :-18,z. 0 lt..s LYONS. WARREN & ASSOCIATES Project 'R EOEAk < H Ce: ..... JTEK-PLA. "t.4, By f:>C. Date %rz Sheet NoJa5 Of __ _ ConsultinK Structural and Civil EnKineers San Diego. California (619) 578-8380 Subject 'f5c..p'-i ,3 Job No. ___ _ • ALTc"--A.la r---------~~~-- • • WRool'! ~ L 1so ( 8 1~s ") (1:3")(-z..') + 1 ~ (Bt> >]-=-4001 11 r Yy = . I 6(.. (400 I) -. 74t:i 41 /. < 7Ci l 11 01<.I<; II-JAL C..6..~E. ~OLI. kJ,.,):,, [,so(B~-Z:){1'3J+ 1s(1:sc.'),. 1so(s)(1-z..')] -:4281 11 l='"xx :: , /bC (42-81 }:. 7~C-*/ < b'12.. ~ Ok.lC:,lf-.JA.L C..A";,€. C.,Otl e L.1ue... E' _I';) t:.> ~ 0' l,.Jt,. u.. II Vu~ Z.4 71 "2.. q,vc..-=-, 8S (z. > (-z.ooo')'I'-( 7.S" ') L. E> (e,')(rz..')J q Vc/4_ 437o/ I /z. = Z I~ i C. -.1 ) Z.4 71 L 1'1-=-7c.., l (z...::i) ( /40-Z.4) /-z.. (54) : /'Z_ 7 /0 14 11.. l IO/ 2.5G,O (1. z..s') (1. ~ "3,) r Z.. C 7 1-Z.. ,10 /4 -z....s = 30' : 437'11 . . . --.~v10 ~· , . . . ·,. . ·.-. r.. . ·,1 k--rv 6 o-V ~ .-..... : ... }01 ~-<(1' /: . : . . . . . "'::) TRU~ QTY. DEPTH GIVEN OUT TOOUl .MK~ PITCH DIMENSION LENGTH 11 1/J-4..-1 0 Pl <J,'1 . </f-o-o ~/-?..-ID ii 1/ . 73-1-/0 J;A JO .r(-o-0 il-1-10 /Z-z f 1, ,I . .Jf-,:?-/ 2.. 'S i-;o-~ :3< -·2-1 z..- J'i'-S: (., /3 0 .. it/ 0 /()-0 -p.., 37. -s--l,, f3/+ 4, </6'/ ,}''1 -J -</ :_S'/-10-/J .3'?--.J--;/ 35'-s-?> f .3-13 ~ : (, ,I </0-0-/Z., 3 ?--s-&. Ml.SC. MATERIAL 9t, -rr9'8 // s1 ,<_ -J/tJ Sl>lv · 1./ t5 -~ L.T0j,j BRG.COND. BRG. CONO. LEFT CLEAR SPAN RIGHT c 7.3-¢.-JO E e . -/.3-'--)/) <! E JY-~-IZ c e 39-S-(p . d c · 39-s-c/ c C .3/-S:-&> c • -< -($LT :; 1.3 -3 fe,_Je/ r;l's-c) • !" : 8¾/1 : of "i 1$11/ c'.//l-JJJ:. COMMENT ur' 1 l:.le.:; ,4),r,,17 7,(, J!..o o:,~. /,r, llo,/,;t! /Jo;/.,,__,_"'- /4-c 0",d,,) (/.e<?/c.) ;sy,/ 17 1'a. i' e.5 /a,-/,-,, r 0Yypla.li!_~ ' /J, . / CJ// • ./!Cj I SHT. NO. ;a/; REV. / ---. ····· - JOB: CARLSBAD-P 1, P2. P3 1 flA I f JA, fJ b THIS DESI.GN HAS BEEN PREPARED fROM _COMPUTER INPUT _SU_BM,lTT§D=~y .TRU!?S. ~.AB_~!CAJOR. TOP CHORD (2)4X2 .MSR-H. FIR 21.0'.0'F-l.8E BOT CHORD · < 2 )4X2 MSR-H. ·FIR 21.0'.0'F-l. BE WEBS 4X2 FIR-LARCH STUD. EXCEPT AS SHOWN :Wl-{2)4X2 MSR-H. FIR165.0'F-l.5E::W2-{2}4X2 MSR-H. FIR135.0'F-1.3E: :W3-4X2 MSR-H. FIR 21.0'.0'F-l.,8E ::w</-(1) '/·n. "1:sJ?-H, F1R.J3~P.-l,3F": CONl:4E<::TOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. REFER TO DRAWING A15.0' FOR TYPICAL PLATE LOCATIONS. IT IS THE RESPONSIBILITY OF THE BUiLDING ARCHITECT AND ENGINEER TO VER.IFY THAT THESE TRUSSES CONFORM TO THE BUILDING DESIGN SPECIF I CATIONS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE TRUSS DIMENSIONS. NOTE: THIS TRUSS MUST BE INSTALLED AS ,SHOWN. IT CANNOt BE USED UPSIDE DOWN~ TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR •. 'L PROVIDE FOR ADEQUATE ROOF DRAINAGE. IF PARAPET \./ALLS OR ,c· CONDITIONS EXIST THAT RESTRICT FREE RUNOFF OF WATER, DRAINS AND SCUPPERS MUST BE PROVID~D THAT WILL ALLdW COMPLETE . DRAINAGE AND PREVENT PONDING AT ALL TIMES. PLATES DESIGNED IN ACCORDANCE WITH I.C.B.O. CRITERIA. ~~e~~~o:~~WN ARE CONTROLLED BY TRUSS FABRICATOR PLATE \II USE 1 "X 1" 16 GA. <A36 STEEL> STANDARD KNEE BRACE. ATTACH TO ,1. SUB-PURLINS AND BOTTOM CHORD WITH (4) 9 GA, X 2.25" NAILS. 3/8" & LARGER LAG SCREWS OR BOLTS NOT ALLOWED IN CHORD M~MBERS. UNLESS SPECIF1ED BY TRUTRUS. /l)t>TE/ f!A f.JA) f.3 l3 -.::sxi plAn-::J Ac::~,.)~ r,:;;, cJJot b J . \ AT 0!.o {),/:.. (FoR ,.)Au .. 1..J9 ?ATT~e-0J . . W -ALPINE, WOODCO 2.0' GAGE PLATES HY -ALPINE, WOODCO HIGH YIELD 2.0' GAGE PLATES /-~~? T 3-10-0 J_ R-5452ff: II-3.5D" <,.S )(4 Sf~IC.c j>t!.AU: AT TOP Q.t/0/<1°::'> r,t,.,Jett S ,Z .,.,,O,~ f/6.2" TYP. r · ·1 /,.:i'.xS-fr'/.l~'r11sfy ,4 s-x S' T 3-10-0 J_ R~~452ff: w-3.SDW ,<'..:,)((. ::Srt.lC:c f't!.ATe" ,+r tx:>nor>1 c. #0£. b ;>,1,,Ui!. s .2 '1tJ '! ---------------------4q-o-o------------=A------...;__---1..., PLATE TYPE--ALPINE f 11 /IA- />Z />.:JI f.JA I f.J,{s SEON--38871¾ . OVER 2 SUPPORTS FURNISH A COPY OF THIS DESIGN TO ERECTION CONT •·-TPI • Tf!USS PLATE INSTITUTE, NOS • _lflTIDNAL OESJGN SPECIFJCATION FOR ij00D CDNSTRUCTICll ~-...-... ------·-~:':~~ ~ ~-=~~~-, ~ ".:"" ~-~ ~~~ ... --~t:_ '.::-::" ;• --.. ~ :!:"""' ~ -::::. ~:: ::::.'.::::. ~ :=:. ~~: • -~"'. :::~ ~ ::~ ::-"'::::·:::"" ::~:" ..... ~ .... ;~ ..,. ~~ .............. -..... DRVG XXIJSERq XX-ENG 0/A LEN. qq-o-o DEPTH LfB.O" TYPE SYLf2-- USER4 U# 2 OF.0'JH ************** ALPINE ENGINEERED PRODUCTS INC. .0'******12.2 • .0'** THIS PRINTOUT IS TO BE ·USED FOR ESTIMATING PURPOSES ONLY JOB~ cARLSBAD-Pl,P2,P3 SEAL--CA * * * ** * * ** * * ** *"** ** ** *·*'*** ********ii******* *1' ** * * * * * * ** * ** * * *·* ** * * * * * * * * * DESIGN 'CRIT TPI/UBC * REF * * TC LIVE'LOAD 16 • .0' PSF * DATE .0'6/12/87 * * TC DEAD LOAD 14 • .0' PSF * SEQN 38674 * * BC DEAD LOAD 2 • .0' PSF * XX-ENG * * T01AL 32 • .0' PSF * 0/A LEN. 43-1-.0' * * OUR. FACTOR 1. 25 * DEPTH 46 • .0'.0'" * * SPACING ~6 • .0'" * TYPE SY42 * * * * * * * * * *·* ** * 11<1' ** "'* ** * * *·* *********'It******************************"***** 1----2-----3-----4-----5-----6-----7-----8----~9----1.0'--~-11----12 ! / \ ! / \ !\ ! / \ ! / \ ! I \ , l / \ I \ !. / \ ! · / \ I \ I / \ ! \ I / \ ! / \ !/ \I/ \! \!/ \!/ \ . !/ \!/ \! \!/ \!/ \!. 18----------17----------16----15----------14----------13 A X= -.0'.46 1,/= 3 .5,0'" R= 5452** ** NOTE--REACTION EXCEEDS MAX ALLOl,/ED A X= 43.54 W= 3.5.0'" R= 5452** ************************************************************************ * ID PITCH --LUMBER PPSA II--AXL BND CSI LOAD * 11.0' TPI A LC'l33 295 ~.0'~ 3.0'5 318 3.0'8 319 18.0' 47 6665 5 8.0' 25 13 6B 1 34 3 11 1.0' i3 1 32 3 5.0' 2 45 .0' 8 . . 18.0' B 1 ==================================== 1.0'.0' CARLSBAD-Pl,P2,P3 12.0' SV42 43.0'1.0'.0' ST.0' 16 14 2 25 96 13.0' 4 46.0'.0' 14.0' .0' 4 15.0' .0' 4 *'ti.. 16.0' 42 41 46.18 44 19.5549 1 2 2 43 -19.5549 .0' 17H LE157 BW5.0'8 Bll.0'.0'.0' RE157 BW5:0'8 Bll.0'.0'.0' BXl L-.5 BX 1 R-.5 18H 34 3 11 74 M23 &N & 1 18 2 3 &12 13 2 3 & 3 18 2 2 & 3 17 2 2 & M23 1.0' 14 2 2 &1.0' 13 2 2 & .0' M5.0' 1 1 &.0'.0'.0'.0'.0'H.0'.0'.0'.0'.0'.0'.0'.0'H.0'H.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'11.0'.0'1.0'.0'.0' M5.0' &.0'11.0'.0'1.0'.0'.0'.0'1.0'1.0'111.0'.0'.0'.0'.0'.0'.0'.0'1.0'.0'1.0'.0'.0'.0'.0'.0'.0'.0'1.0'1.0'.0' M5H &.0'.0'.0'H.0'.0'Hl.0'1.0'.0'.0'.0'.0'.0'.0'.0'.0'1.0'.0'.0'.0'H•k.0'.0'•.0'.0'.0'•.0'.0'.0'.0'.0'.0'.0'H M5.0' &l.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'H.0'.0'.0'.0'•.0'.0'•H.0'.0'•kis.0'S * TC l H • .0'.0' {2}4X2 HF 21.0'.0'F-1.8E .0'.74 .0'.22 .0',96 * LOC 8 * CH•38.0' WB=334 WB=3.0'4 WB=276 DS=6.0'.0' MT• 744 ED=l * CNOTE~-PLATES DESIGNED WITH A DUR. FAC. OF 1 • .0'.0'} * BC i .0' •• .0' C2)4X2 HF 21.0'.0'F-1.8E .0'.8.0' .0',.0'6 .0'.85 * 15-16 * * ****~******************************************~*******"'*******•******** L-SCAR'F .0' • .0'6. L-HEEL HT 46.l?IH" R-SCARF R-HEEL HT H.12' 46 • .0'.0" BUTT CUT Rf .Rf.0'·" RBF 1..0'/lf ALPINE PLATES REFER TO DRAWING FOR APPLICABLE PLATES INTER-PANEL SPLICE I' " ONE 1" X 1" X 1,6 GA STANDARD KNEE BRACE REQUIRED AT CENTER OF SPAN. FASTEN TO BOTTOM CHORD AND SUB-PURLINS WITH' FOUR 9 GA NAILS. JOINT PLATE CHORD WIDE FACE NARROW FACE BLOCK SIDE TC AXIAL FORCES 1 2 3 . 4 5 6 7 8 9 / -5524 / -5524 /-13182 /-13182 /-16455 /-16437 /-16437 /-13183 / 11 12 9 1.0 /-13183 / -5524 / -5524 / BC AXIAL. FORCES 18 17 16 15 14 I 987.0' I 15345 I 16455 I 1S345 I 13 9871 / --WEBS TO BE 4X2 FL STUD UNLESS OTHERWISE NOTED--- WEB FORCE SIZE ----GRADE-----BRACES 1-18 7493 {2}4X2 HF 165RIF-l.5E 2-18 -lR/24 3-18 -5893 C2}4X2 HF 135.0'F-l,3E JT PLATE-JT TYPE PANEL PLATE PLATE PLATES 1 * lSX 16 1-48 1-2 NA 2 * 2X5 1-5.0' 2-3 NA 3, * 8X16 2-51 3-4 NA 4 * 2X5 1-5/lf 4-5 NA 5 * 7X8 2-51 5-6 NA 6 * 5X6 2-53 6-7 NA . 7 * 2X5 1-5.0 7-8 NA 8 * 7X8 2-51 8-9 NA 9 * 2X5 1-5.0' 9-1.0' NA HY * 8Xl.6 2-51 lRf-11 NA 11 * 2X5 1-5/lf 11-12 NA 12 * 1SX16 1-49 12-13 NA 13 * ---13-12 NA ----------·--• ..t._.-.. _ ------r-.... -----·----M--'--· --.... -~----·-... , -· ---· -..-::..-,-_________ .... .,~ ---------- 3-17 4-17 5-17 5-16 6.,.16 6-15 7.:.1:5 8-15 8-14 9-14 l.0'-14 l.0'-13 11-13 12-13 4491 C2>4X2 HF -91.0' -2933 15.0'4 -926 -24 4X2 HF -IX~ l}F 135.0'F-l.3E 21.0'.0'F-1.8E /'SSO p. -·/, ~(i' -91.0' U-81 -2931 /Ir /3SO P -/,:,[: 4X2 HF 21.0'.0'F-1.8E -9.0'7 4492 {2}4X2 HF 135.0'F-1.3E -5895 ( 2 >·4X2 HF 135.0'F-l.3E -1.0'24 7493 C2}4X2 HF 165.0'F-1.5E 14 * 15 * 8X.12 3-57 14-13 6X8 3-57 15-14 NA NA 1~ * 6k6 2-53 16-15 NA 17 ~ 8X12 3-57 17-16 NA 18 * ---10~17 NA ....... ,., ?..; ALPINE PL .AREA {1 MEM--BO'fH NOTE---PLAJES LISTED CONTROLLED FACES>= 2.0'88 • .0' SQ.IN:$$ BY ¥LAT~ lNVENTORV ~- *=THIS PLATE USED IN CALCULATING PLATE AREA $$ = PLATE AREA DOES NOT INCtUDE ALL JOINTS = UNABLE TO PLATE THIS JOINT NA= THIS JOINT IS NOT ALLOWED NOTE---SPECIAL PLATES ARE TO BE USED ON SOME JOINTS FOR THIS DESIGN NOTE---PLATES ARE TO BE POSITIONED 1/4" FROK OUTER EDGE OF CHORDS JT X-LOC V-LOC LOAD #MEM MAPPINGS 1 f6 • .0'.0' 3.71 469 2 2 18 2 3.91 3.71 939 3 3 18 1 3 7.82 3. 7t 939 4 4 17 18 2 4 11.73 3.71 939 3 5 17 3 5 15.64 3.71 939 4 6 16 17 4 6 19.55 3.71 946 4 7 15 16 5 7 23.53 3.71 946 3 8 15 6 8 27.44 3.71 939 4 9 14 15 7 9 31.35 3.71 939 3 1.0' 14 8 1.0' 35.26 3.71 939 4 11 13 14 9 11 39.17 3.71 939 3 1:;: 13 1.0' 12 43.Z8 3.71 469 2 13 11 13 39 .17 .0' .12 63 4 14 1.lir 11 12 14 31.35 .0' .12 125 5 15 8 9 1.0' 13 15 23.53 z.12 94 5 16 6. 7 8 14 16 19.55 .0'. 12 94 4 17 5 6 15 17 11. 73 /J.12 125 5 18 3 4 5 16 18 3.91 .fir .1 ~ 63 4 1 2 3 17 DEFLECTIONS CINCHES> -----LIVE LOAD----------DEAD LOAD-----JT XDEFL VDEFL L/XXX XDEFL VDEFL L/XXX 12 -!J .15 *BRG* *** -!J. 15 *BRG* *** 13 ----.0'.25 L/999 ----Z.25 L/999 14 ----Z.67 L/778 ----'.lir.67 L/778 15 ----.0'. 9.lir L/582 ----.0'.9.lir L/582 16 ----Z.89 L/587 ----Z.89 L/587 17 ----.0'. 67 L/785 -----Z.67 L/785 .. ·-., --.I ... .. --J, -..... ---·--... ... •• --.. ... -"'-• .... .. -----... •• ~ ... --... lo -· • -----·--...... ------' ---....... -~-... --...... , -' -... -··-·-·-... --.. -_ ........ _ ..... ,, __ _. ................ _I"' ........ _____ _...... ... _.......__._ 18 -.0'.25 L/999 -z. 25 L/999" l'.,; ·_,, ,.z ***************************~******************************~*******************************************************************;****• -" ! ''\;,, "· .. • ,,,,rl ·1;~:(rH\J' -..;r~ ~~'tr,v: . •. ' ,', ""''{;,r,\~~;., l¾fol,}i'i· mli11:11rfrf.·t/1i't ~-1, '1• :i~jft\•fiic\ ,1 lffl \. -• ,. ** .... .,......._.,._ '.'I~--,: ,,,•i ~ ,, ..,v ....... ..., ............ _ ........ I .... , ... , ..... ' JIM) I'-'"'' IV'(.) IHI~ u~~!GN HAS BEEN PREPARED FROM COMPUTER INPUT sutrrto ~v TRUSS fABRICATQR,· ~OP CHORD (2HX2 MSR-H. FIR 21..0'~F-l.8:: 30T CHORD { 2) 4X2 MSR-H. FIR 2l'ZHf-l. 8E ~£3S 4X2 rIR-LARCH STUD, EXCEPT AS SnO~N :Wl-{2l4X2 MSR-H. FIRt65.0'F-l,5Et;W2-(~}4XZ MSR-H. FIR135.0'F-l,3Es : \.13--' X2 l-'ISR-H. f IR 2 l.0Jff ~ ~ • 8E : :w<J ·/,) -/·q_ ,.,;;st -,.i Fllt:. /.3:ft';; -J. j ~ : CONNECTOR PLATES MUST BE '·INSTALLED lH ACCOltDANC£ IJlTH RfOUIREME.IHS OF !.C.B.O. RESEARCH REPORT #2949. NOTE: THIS TRUSS MUST BE lNSTAlLf~S SHOWN. IT CANNOT SE USED UPS IOE DOWN. . TOIIF JR JSS MUST RE MARKED ~V TRUSS FABR iCATO~ fROVID~ FOR AOEQUATE·ROOF ORAI~AGE.IF PARAPET WALLS OR CONO ITIONS EXIST THAT !tESTR IC:T FREF.UtfOFF OF \/ATER, ORAI,.S. AND SCUPPERS HUST BE PROVIDED THA~ :LL ALLOV COMf>LETE DRAINAGE AtiD PREVEliT ~ONDING AT AlrIMES, . 11R~FER TO OR.AWING AlS.0' FOR TYPICAL PLATE LOCATIONS. ) ~LATES DESIGNED, IN ACCORDANCE WIT~.C.8.0, CRITERIA •. PLAY.ES SHO~N ARE CONTROLLED BY TR.~fABR1CATOR PLATE INVENTORY. ., !T IS THE RESPO.NS IBILITY OF THE 't!UILDIHG ARCHITECT AN!> ~,ENGINEER TO VERIFY THAT THESE TRUSSES CONFORM TO THE • BUJLOING DESIGN SPECIFICATIONS. \LI USE 1 "Xl • 16 GA. {A36 STEEL) ST/1.N:.I. KNEE BltAC:E. ATTACH TO . IT IS THE RESPONSJ BI LITY. OF ntE CONTRACTOR TO VER !FY tHE TRUSS DIMENSIONS • 4 SUB-PURL INS AND BOTTOM CHORD ~ITH ( 9 GA. X 2.25" NAILS. ~,3./8" & LARGER LAG SCREWS OR BOLTS NOT AltOWED IN ; CHORD MEMBERS. UNlESS SPECIFIEO BY TRUTRUS. /!/tJr,;, -. />IA, r.JAJ f .3 lJ -.::x</ p1~·:J AT 0!.o t, 4('.l>..J(i r~;, CHe~b \ (J:c,R .,.)Au. ,.J7 jATT,F~~ J ) ~ 11 w -ALPINE. VOODCO ~ HY -ALPINE, VOODCO 2.0" GAG£ PLATES HIGH YIELD 2Z GAGE PLATES :4 ,. :, :, ... T 3-D-D I _L ,.,----~s-)(G, :S/UCc j>~AT,t: '4T 71 f!.Ao.Ri'::, rlf,Je~ S Z :,lo'~ . /,:f"x$" 1-~7? I I /-SYS ss.2· ,~a,-,z'/y @ r-""I e-D I w * • w f . ,.s,,,-/iYID';,,,,';; ~.4Y1z½,;;,,I ~'i) tK 1-ff · l:m...·,.J ii N 1W o fl u;:; ' . R ..,._j . j I :m' T R-51s2i ~-3.so· 3-10-0 J_ R•Sq52J ~-3.SfJ• < . ::r .X t-:s,>,=-?~AT ,r 4 r I tc.·T7°'"1 i:. -'/-* ?,t,.;,~-,! .:s ~ 7't) ,: ----------------------tfll-0-0------------~.--------,.... OVER 2 SUPPORTS ,) PLAT£ TYPE--RLPINE SEClN--38674 A.RNISH A CDPY OF lHIS t.EHGN TO ERECTION CO FLf>!NE ENG[teRE!J PRtn.t:TS, IM:. 'l1ll6SES iEWJllr ErnllOE tfillf: __ [> I p ... • .. I MPDRTANT ·~ SH'll II)! BE AEllPlllii!!t.E FllR Ffl\' WRRNI NG DI lfftl:ll,t;, ER£CT!Oli FIN) ·-t~ I . ) 1 /H--CO'Il>Tlttl flD'l Tl£SE; SPECIFICRTJCOO Cit Ff« !JE'flflT!O!r FRCn BAA!:.ti;.56: 'l!VT-7lt",(118AtU6 WDl'.I TRIISSES: L~V f) TH:S C£SI~ ~ ~'!' FR!LllRE T1> BU)LI), !&: RIS$ lN CCt,FllR!fll,CE CO'l'll:lr.!lil1 ;NJ IIEIXJ7a,llftTIINl·•lPII. ~ ''f 2 \H l1i TH: -o:FL!TY COM'R!I. tff,U:\L• l!'i' :'PI. l'l.PJ~'E CONilll:ClJIIS THIS ::ESICN FO'I ffiC! Tirff'll SN:l:!il. r.::;7il\l , • Fv!E Jftl.ffi'.:TIJlf:ll Flltn io &:.UE GRL'lflliltzt:l Sl'EEL mu:ss MEJ,-; 8RICJ~ ltfOUIIEl'ENTS. U1t.ESS on-eurc ' 1'3 fJA (J./3, OTl1£i~!Sl:: S>fJlll,i, !'EEll~ RDJ::k7'.erTS Or FGTK R'lq& lillflC£ ij, s.tCl.'?l, i~P·C-i:fi!I Sliitl !lE LRTERFU.Y , { r· / t Ff'PLl COIIIB:T::QS ":'C tOlh nll:ES FiT EI£:l ..OINr Aloi) ;.OCAT:: .~ .. ilTH ?RO>cfd..T flTT'f0£:) Pll~OOCJ SHLJ':1Hl-~ .• :: SH!lllli. BE'lil !~ li,crns f4IE q. • 1,£1'1) "1'l. uu:ss Dl1£llll lS!; S,Cljij. .lOTTtrl ~ II HH ltlC!O CE l\.Illll CR aRfC tllit ' :ESICN sr;ui~uis tolFtlUI lo'JIH. Ff'l"L!Cllll'..E PllOo' ISIUllS Cf' ~ 51'£::IF lED 1),1 tell~. co NOT USE nu\'., 'li •ll)S-62 FW •1P[·71 Ill PCT·l:O. C€SJCli iI~ll F:U: Rl:."TFIICMT TltERTal LU"BER, +-·nl • TRJSS PLRlE tNSTl"i'~TE, ~ • _Pfll[O"-'~-,:;_~~J;;li__Sl'l':C!f'Cl::'1HO'i Rt'! ~-XO ~O~'TRU:TJO,i ORVG ausatlJ :(X-ENG 0/A LEN. l¼'¼-0-0 DEPTH qs.rr TYPE SY !!2-- .\. . •' f, LYONS. WARREN & ASSOCIATES Project .. J?..1::.·SF.Q.KL\-1 (==E.l--ng.,,1_1= PL-1.,_ ·:; .. ~ Con.suiting Stru1·tural and Ci1•i! l:.i1Kineers San Diego. California (619) 578-8380 ! 0C. <;,/p.•1 -/O'"J-., By -~-_,---Date -~-Slleet No. _'Uf ------·- Subject A<-1].~Jc..t--.l.C-..JE: __________ Job No. _____ :... _____ _ V t::7:., 1,::., f., )?:, (_ k'C:., ::-. ------------------- lJACL t::?... Ll&...te:. S 1:"' 1.-,a,k. r::,<: /0<. ,CJ + ::32..03 /, (l,5°,.:5'1 , 30,0 I ) l,..J b._1_,.__ J.J.Au. .... I ,. 51:::E. l 3 -0 W .td .. .' ..... 01<...I~ I #,.JAc_ C....l.>.LC.... '::> M I "-J ;:::, l--1 E::b.l.{_ RE I t-J tt:' lt...t~·Q _ '5 El?: QI.(_,! c'...t IN A. L CA LC'::> I -., (2.. 3.-0 -D kiAL<- \'0 =-'1.. ( tot.. bOO -f '37..C?-30 ') C 1-f-.s) ~ 17-,. 1,6 .. ct>' II,._= , es C ~) (ux:,o )1/x.. ( 11.. ') [ • 8 (3 .o){t z.) J ~ 2.< •. :z. 7 4.1 ., Q llc../2 ~ 2C.2. 141 · /-z ·=" /'3 / 3 7'3_ < l 7'71 7"18 I I • .•. ( '• '\ · .30 , ( .... ~ j() , k Mor .-: ·101.., ~ J ( -~ 1 l.4 . .S ) ·• :3t ... O 3( ;;-0 ~ ') ( 111.6 J --/"iC 7 --1 . 4...,-r,....., "1 ,..;./ [ lo~ (I')( Z.<l . .:s) (:3.<>)'/L J Ir l5-, 44)(4 )("36)'•/z..] tot,. E>.j ( ) --.. -::-. 2 .t. 3.0 1-4 (1.33} I..) SE -Z -"S l3A1-t_..-:::., .,. /7 -1_.1:.., . ~ ... ---~ -zoc.t ·_ "--• I ,-~ -, 0 -& 7 I i tJ r 2- . . . . Clt/2-L!.> B/fD /2,£ :5tT/rl2. ell- : .. i · .... Hf· ===-·ll1ql(-··Y1#'id pl. .. .... f'tJ == 5 o -ks/ . · ~FlLLe:N ~~ R.kfto Ho£,.Jz.00TA-l ~ 55/ -., ., . . . . ., .. . ' 1Fv-~ , -4 F~ _fy'-=-, I/;(_ 50/0tJ ~ ,z. *. ()351 f -~~/ -==· }tj/. I) pLJ \/~{2-r,_;A-L i=FP.LG-lBIJ Gi-£-k-TtO ~ . • f tJ 7 ( /Ot1//-fl-oldtflJ f 61,t -jl. i ~J,9,b -:::d//5' p7i ;JoT~ tttl v'A-LJes A-~ pe12-PMf2-oF plife.5. WooD~o pL, }t-ff-6 1/fff jlJ-/lJff erf? c;et/c.;j-A-.S J/-tffl+-/!&'cLd lrXCfff)T w/ rd~ 33KC>i 4' Wot1bto /rte-({JE-5;!6; NM&lJ f,-6 Jd_~ 2. JE,0293t-124, TRUTF.'LIS "F'HX" 0 I _ _.__-4-_______ L ______ -'_·-'-----------1-~- ~ ' ., ( ,, ( \ ' ,;,,, l fA.t,,J7 lloc,.K J~.)~L ~----.. ---.. #~..J ,;,,.~)( ::-- .l':l ~J, Jx ~ ----·· ---+--------- ' J½, ~ (w,dd yXl/;/::,~):)' X J*J/ {Aa .. r--..J'~A~ )( //)Oo/:,~· .r /t),f"oO.:J!. ( /6-/--2- .... J ..... ... .. . ..... . 4t /x~R11 --4---~ 6Loc.K.._ #o I<. 1~ ~ S //4-/J K ,,ro £ /I/ j) ~A .re l-;i / 1/,A.. /cR ? ~(?.. o} p CA I~~ . -to~1//-J-klltt2J ·ON ?;}~dt # [bf;;-l, -~:i,------·----· ·-----··-···--.... • ·--·--· -· ... -.... ·--··----•• --....... _ ........ """·-·---·--·---·---.... -· -.-·-·-·-·--··---·-·----------· -~..ii.<.1.,,:.-·· --------~-~------------..... __ , .......... ~ .... _ _,.,' ·----.... ·--.-: --,·,Jo~-i:ARLSBAD-Pl,P2,P3 THIS DESIGN ~AS BEEN PREPARED FROM COMPUTER INPUT SUBMITTED BY TRUSS FABRICATOR. TOP CHORD BOT CHORD VEBS (2)4X2 MSR-H. FIR 21BBF-1.8E (2)4X2 MSR-H. FIR 2IHHF-1.8E 4X2 FIR-LARCH STUD, EXCEPT AS SHOWN :Vl-(2)4X2 MSR-H. FIR165BF-l.5E::\.12-{2)4X2 MSR-H. FIR135BF-1,3Et :W3-4X2 MSR-H. FIR 21H.0'F-1.8E : :w</-(i) </)(z. ,.,:sl->l, Fl~ l3~F -1,lF": CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH REQUIREMENTS OF I.C.B.O. RESEARC~ REPORT #2949. REFER TO DRAWING A15B FOR TYPICAL PLATE LOCATIONS, IT IS THE RESPONSIBILITY OF THE BUILDING ARCHITECT AND ENGINEER TO VERIFY THAT THESE TRUSSES CONFORM TO THE BUILD I-NG DESIGN SPECIF I CATIONS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE TRUSS DIMENSIONS. 3/8• & LARGER LAG SCREWS OR BOLTS NOT ALLOWED IN CHORD MEMBERS. UNLESS SPECiFIED BV TRUTtU~. W -ALPINE, \.IOODCO 2H GAGE PLATES HY -ALPINE, WOODCO HIGH YIELD 2H GAGE PLATES NOTE: THIS TRUSS MUST BE.INSTALLED AS SHOWN. IT CANNOT BE USED UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. PROVIDE FOR ADEQUATE ROOF DRAINAGE. IF PARAPET WALLS OR CONDITIONS EXIST THAT RESTRICT FREE RUNOFF OF WATER, DRAINS AND SCUPPERS MUST BE PROVIDED THAT WILL ALLO\.I COMPLETE DRAINAGE AND PREVENT PONDING AT ALL TIMES. PLATES DESIGNED IN ACCORDANCE WITH I.C.B.O. CRITERIA. PLATES SHOWN ARE CONTROLLED BY TRUSS FABRICATOR PLATE INVENTORY. \V USE l"Xl" 16 GA. CA36 STEEL> STANDARD KNEE BRAGE. ATTACH TO 4 SUB-PURLINS AND BOTTOM CHORD WITH (4) 9 GA. X 2.25" NAILS. J----~S-)(4, :s;e.1c:.c ?~Arc AT roi> <2.tf.0/<i:::, rl'f~e~S z ,t'c>;J . l-l'b~ J/,';x1</. /,S")(:J'"" JfYI01"(!S-1/,; ~-/,S')'S-SXB uNlx;.r-1/1 T 3-10-0 J_ R-51¼521 II-3.50" PLATE TYPE--ALPINE SEON--3867q Fl.PINE EIGINEEREO . PRllllA:TS, INC. . TRUSSES .REWIRE EXTREl'E CARE .... IMPORTANT•• SHFU t«>T BE RESl'DNSlfllE•FDR ANY WARNING IN HANOCINl, ERECTION ANO IJEYIRTION FIIOl1 THESE SPECIFICATIONS OR !WY DEYlATlDN FRlll1 111111:ING,SEE "811T-7S", lllRAC!N6 KOOl ffilJ!!SES: THIS DESIGN DR ANY FAILIM!E 10 BUILD TI£ TRUSS IN CDIFORl'flNCE COIIMENTRRT FNO RECD'IMENDAT!DNS...,11'11 • SEI lllTH Tl£ . "OUALITr CONTRDL l1ff«JRL • B'I' TP-I • RI.PINE .CONNECTORS THIS DESIGN FOR FODITIONIL SPECIAL PElll'IA, ARE MfWIJFACTIAIEO FR0l1 20 C!lUCE GIURNrZED Sl'EEL IJN..ESS NENT BRACiNG REllUIREl'IENTS, UILESS OTHERVI! OTt£RlllliE SHOWN, MEETING l!fW!R~NTS OF ASTn fl'iqQ GRAil: fl. SHOIIN, TO~ CHORD SliAlL BE LflTERll,Lf BRICI APPLY CONNECTORS TD 60TH FRCES AT EACH .JJINT AIIHOCATE ·RS VITH PROPERLY RTffiCHED PLYVODD SHERTHIN .• SHOllN. BEARING 1/IDTHS ARE q• NDl1lNfL UNLESS DTHERIIISE Sflll/N. 8011111 CHORD I/ITH RIGID CEILIIIG OR BRACI DESIGN STANOIRDS ClllFORM IIITH. FPPI.ICA!l.E PRWISIONS OF AS SPEJ,IFIEO ON· DESIGN, DO NOT USE THI •NDS-B2 ANO rtlPI-78 !JI PCT-eo. DESIGN VllH FIRE' RETARDANT TREATED LUMBER. •--TPI -muss PLATE INSTITUTE, --NOS -fflTIONAL OES]GN SPEClFICRT]ON FOR l/00D CDNSTRUCTIOO ffB.2" TYP. r ··1 /.~:r' ft'/ID'rt1s-J'fi /,J"XS-/IYIZ ~ X 1/. ·T 3-10-0 J_ R-sqs21 w-a.so· ___ ___,.'--_ <.. ::,,)( I-:Sj>l. IC. c i'U# Ti!" ,;f-T &:,770,.-t C.,¥o,4?l) /;f,.J£t!.S ~ ]'ti 'f DRVG XXUSERIJ ·xx-ENG DIR LEN. ·qq--o-o DEPTH qs.O" TYPE ·sy LJ2 -- ~ ~· -.:_, ... ~ USER~ U# 2 OF.0'.0'1 ************** ALPINE ENGINEERED PRODUCTS INC • .0'******12.2 • .0'** THIS PRINTOUT IS TO BE USED FOR·ESTIMATING PURPOSES ONLY JOBi CARLSBAD-Pl,P2,P3 SEAL--CA • ********************************************************************** * DESIGN CRIT TPI/UBC * REF * * TC LIVE LOAD 16 • .0' PSF * DATE .0'6/12/87 * * TC DEAD LOAD 14 • .0' PSF * SEQN 38674 * * BC DEAD LOAD 2 • .0' PSF * XX-ENG' * * TOTAL 32 • .0' PSF * 0/A LEN, 43-1-.0' * *DUR.FACTOR 1.25 * DEPTH 46 • .0'.0'" * * SPACING 96 • .0'" * TYPE SY42 * * * * * * * *·* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 1----2-----3-----4-----5-----6-----1-----0-----9----1.0'----11----12 I \ ! / \ !\ ! / \. I / \. ! I \ I / \. l \. ! / \. ! / \ ! I \.!/ \!\.!/ \.!/ \. I \. ! / \. I ·\ ! / \ ! / \ I • .!/ \!/ \! \.!/ \!/ \1. 18----------17----------16----15----------14----------13 A A X= -.0'.46 W= 3.5.0'" R= 5452** X= 43.54 W= 3.5/J" R= ~452** ** NOTE--REACTION EXCEEDS MAX ALLOWED **********************************************************~************* * ID PITCH --LUMBER PPSA iI--AXL BND CSI toe LOAD * .,,.... . 11.0' TPI A .LC 133 295 3.0'1 3.0'5 318 3.0'9 319 18.0' 47 6565 5 8.0' 25 13 68 1 34 3 11 1.0' 23 1 32 3 5.0' 2 45 .0' 8 18.0' .0' 1 -------=-=--------==-==------==--=-= 1.0'.0' CARLSBAD-Pl,P2,P3 . 12.0' SV42 43.0'1.0'.0' ST.0' 16 14 2 25 96 13.0' 4 46/J.0' 14.0'; .0' 4 15.0' .0' 4 16.0' 42 41 46.18 44 19.5549 l 2 2 43 -19.5549 .0' 17.0' LE157 BW5.0'8 BLl.0'/J.0' RE157 BW5.0'8 BLl.0'.0'/J BXl L-.5 BX l R-.5 18.0' 34 3 11 74 M23 &N & t 18 2 3 &12 13 2 3 & 3 18 2 2 & 3 17 2 2 & M23 1.0' 14 2 2 &1.0' 13 2 2 & .0' ~~i lsl1;:1i:::fif:fffZj::f:::f::f::::::i:f}t::urss_ M5.0' &.0'/JS.0'.0'.0'.0' 1.0' 1 /J/J.0'.0'.0'.0'.0'.0'.0' l .0'.0'/J.0'/JiS.0'/J.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0'.0' MS.0' &1H.0'.0'.0'.0'.0'.0'.0'.0'H.0'.0'.0'.0'.0'.0'.0'/J/J.0'.0'.0'.0'.0'.0'/J.0'.0'.0'.0'.0'.0'~.0'.0'.0'.0'.0'.0'.0'.0' * TC. 1 .0' • .0'.0' (2HX2 HF 2~.0'.0'F-L8E .0' .74 .0'. 22 .0' .96 8 *· CH•38.0' WB=334 WB•3.0'4 WB=276 DS=6.0'.0' MT• 744 ED•l * . (NOTE--PLATES DESIGNED Wit.H .A DUR. FAC. OF 1.BB> * * . . * BC 1 .0' • .0'.0' (2)4X2 HF 21.0'.0'F-1.8E .0'.8.0' .0',.0'6 .0',85 15-16 * * *****************************************************·******************* L-SCARF .0' • .0'6 ' L-HEEL HT 46 • .0'.0'" . R-SCARF R-HEEL HT .0'. 12' 46 • .0'.0'·" BUTT CUT .0' .S.0'" RBF 1..0'/J ONE PX 1" X 16 GA STANDARD KNEE BRACE REQUIRED AT CENTER OF SPAN. ,. FASTEN TO BOTTOM CHORD AND SUB-PURLINS WITH FOUR 9 GA NAILS. ~ TC AXIAL FORCES 1 2 3 4 5 6 7 8 9 / -5524 / -5524 /-13182 /-13182 /-16455 /-16437 /-16437 /-13183 / 9 1B /-13183 i 11 12 -5524 / -5524 / BC AXIAL FORCES 18 17 16 15 14 I 987.0' / 15345 / 16455 / 15j45 i 13 9871 / --WEBS TO BE 4X2 FL STUD UNLESS OTHERWISE NOTED--- WEB FORCE SIZE ----GRADE-----BRACES 1-18 7493 (2J4X2 HF 165.0'F-l.5E 2-18 -1.0'24 3-18 -5893 (2}4X2 HF 135.0'F--l.3E ~ ALPINE PLATES REFER TO DRAWING FOR APPLICABLE P~ATES INTEl-PANEL SPLICE JOINT PLATE CHQRD WIDE FACE NARRO\,/ F(\CE BLOCK SIDE JT PLATE-JT TYPE PANEL PLATE PLATE .PLATES 1 •· 1.0'X16 1-48 1-2 NA 2 * 2X5 1-5.0' 2-3 NA 3 * 8Xl6 2-51 3-4 NA 4 * 2X5 1-5.0' 4-5 NA 5 *' 7X8 2-51 5-6 NA l;i * 5X6 2-53 6-7 NA 7 * 2X5 1-5.0' 7-·8 NA 8 * 7X8 2-51 8-9 NA 9 * 2X5 1-5.0' 9-1.0' NA 1.0' * 8X16 2-51 1.0'-11 NA 11 * 2X5 1-5.0' 11-12 NA 12 * 1.0'X16 1-49 12-13 NA 13 * ---13-12 NA * ~......_. ____________ _ •• 3-17 4-17 5-17 5-16 6-16 6-15 7-15 8-15 8-14 9-14 1.0'-14 1.0'-13 11-13 12-13 4491 <2>4X2 HF -91.0' -2933 15.0'4 -926 -24 4X2 HF <It~ /IF 135.0'F-1.3E 21.0'.0'F-l.8E rssoF -/,Jc -91.0' 1481 -2931 /IP /3Y0 F -1,:Jt: 4X2 HF 21.0'.0'F-l,8E -9.0'7 4492 (2}4X2 HF 135.0'F-1.3E -5895 C2}4X2 HF 135.0'F-1.3E -1.0'24 7493 C2}4X2 HF 165.0'F-1. SE 14 .,, 15 * 16 * 17 * 18 * 8X12 3-57 14-13 6X8 3-57 15-14 NA NA 6X6 2-53 16-15 NA 8X12 3-57 17-16 NA ---18-17 NA :c::;:\.;f 1- 0 ·, ALPINE PL.AREA Cl MEM--BOTH NOTE---PLATES LISTED CONTROLLED FACES>• 2.0'88 • .0' SO.IN.$$ BY PLATE INVENTORY *•~HI~ PLATE USED IN CALCULATING PLATE AREA $$=PLATE AREA DOES NOT INCLUDE ALL JOINTS = UNABLE TO PLATE THIS JOINT NA= THIS ~OINT IS NOT ALL0WE0 · · NOTE---SPECIAL PLATES ARE TO BE USED ON SOME JOINTS FOR THIS DESIGN NOTE---PLATES ARE TO BE POSITIONED 1/4" FROM OUTER EDGE OF CHORDS 'JT X-LOC V-LOC LOAD #MEM MAPPINGS 1 .0' • .0'.0' 3.71 469 2 2 18 2 3,91 3.71 939 3 3 18 1 3 7.82 3.71 939 4 4 11 ta 2 4 11.73 3.71 939 3 5 17 3 5 15.64 3.71 939 4 6 16 17 4 6 19.55 3.71 946 4 7 15 16 5 7 23.53, 3.71 946 3 8 15 6 8 27.44 3.71 939 4 9 14 'l 5 7· 9 31.35 3.71 939 3 1.0' 14 8 rn 35.26 3.71 939 4 11 13 14 9 11 39.17 3.71 939 3 · 12 13 1.0' 12 43 • .0'8 3.71 469 2 13 11 13 39.17 .0'.12 63 4 14 1.0' 11 12 14 31.35 .0'.12 125 5 15 8 9 1.0' 13 15 23.53 .0'.12 94 5 16 6. 7 8 14 16 19.55 .0'.12 94 4 17 5 6 15 17 11.73 .0'.12 125 5 · 18 3 4 5 16 18 3.91 .0'.12 63 4 1 2 3 17 DEFLECTIONS CINCHES> -----LIVE LOAD----------DEAD LOAD----~ JT XDEFL VDEFL L/XXX XDEFL VDEFL L/XXX 12 -.0'.15 *BRG* *** -.0' .15 *BRG* ***' 13 ----.0'.25 L/999 ----.0'.25 L/999 14 ----S.67 L/778. ----14. 67. L/778 15 ----S.9.0' L/582. ----H.9/6 l/582 16 ----.0'.89 L/587 ----S.89 L/587 17 ----S.67 ~/785 ----.0' .67 L/785 '8, 06>24 14:2E Z 1602936,24? TRUTRUS "F'HX" --4---~---~'-------.-l--------1--- ( ( 1,, - tUU11,,I,;; I lloc.X l«J..'t 'L v·,-;-,,,f' ;,jv .,l .._...,-,, ,,-:• ,) ,:.::. ,u I ro \ SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY September 10, 1986 L. Owen Chrisman Architects, Inc. 10052 Mesa Ridge Court, Suite 180 San Diego, California 92121 Attention: Jack R. Gibson SUBJECT: FOUNDATION PLAN REVIEW Proposed Commercial. Development Job No. 30038-00 Log No. 6-6294 Lot 9, Phase I, Carlsbad Research Center Carlsbad, California Reference: "Foundation Investigation, Proposed Commercial Development, Lot 9, Phase -1 Carlsbad Research Center, Carh;bad, California," ·dated July 18, 1986 prepared· by San Diego Geo.technical Consultants (30038-00) Gentlemen: As requested, we have reviewed the subject Foundation Plans and have found them to be in accordance with the recommendations contained in our referenced report. If you should have any que~tions regarding the above, please contact the undersigned at your convenience. This opportunity to be of professional service is sincerely appreciated. Very truly yours, SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. Dave Seevers Staff Engineer DS/AFB/pt t ony F ?e1fi.~c 40333 Expirat· n Date: 3-31-87 Chief Engineer Distribution: (2) Cardon Meadows Attn; Jerry McClenny (2) L. Owen .Chrisman Architects, 6455 NANCY RIDGE DRIVE• SUITE 200 • SAN DIEGO, CALIFORNIA 92121 • (619} 587-0250 SAN DIEGO GEOTECHNICAL CONSULTANTS, INC SOIL ENGINEERING & ENGINEERING GEOLOGY July-24, ~986 Cardon Meadows Development 9339 •Genessee Avenue, Suite 250 San Diego, California 92121 Atten-tion: Mr. Jerry Mcclenny SUBJECT: FOUNDATION RECOMMENDATIONS. Proposed Commercial Developm~nt J.ob No. 30038-00 Log No. 6-6094 Lot 9, Phase I, Carlsbad Research Center, Carlsbad, California Gentlemen: This will confirm our conve:rsation-with Mr. Cosart, of this date. Foot~ngs for the proposed structure founded at a minimum of 24 inches below lowest adjacent finished s·ubgrade, may be designed for an allowable bearing value of 2,500 pounds per a sq.uare foot. All other recommendations in our previous report remain as stated. This opportunity to be continued service, is sincerely appreciated. Very truly yours, MJM/pt Distribution: (2) Addressee (2) Lyons, Warren, and Associates 10731 Treena Street, Suite 100 San Diego, CA 92131 Attn: Mr. Cosart 6455 NANCY RIDGE DRIVE ··SUITE 200 • SAN 0IEGO, CALIFORNIA 92121 • (619) 587-0250. ... SAN DIEGO GEOTECHNICAL CONSULTANTS, INC SOIL ENGINEERING & ENGINEERING GEOLOGY July 7, 1986 Cardon Meadows Development Co. 9339 Genessee Avenue, Suite 250 San Diego, California 92121 Attention: SUBJECT: Mr. Jerry McClenny RESPONSE TO CITY OF CARLSBAD Proposed Comme~cial Development, Job No. 30038-00 Log No. 6-6032 Lot 9, Phas.e I; Carlsbad Research Center Carlsbad, California - Dear Mr. McClenny: This letter is to delirteate the existing on-site conditions, as requested by the City of Carlsbad. Observation and testing services for the rough· grading of the Carlsbad Research Center site, were provided by this office. A field exploration and reconna.issanee program was und:ertaken in early June to establish surface and sub-s-urface conditions,. Presently-we are developing foundation recommendations £or the subject site. From our reconnais.sance and field data, we have found that the conditions on-site are approximately the same as they were at the end of. rough grading. Approximately the upper one (1) foot of soils on the entire lot hav-e b-ecome desiccated since rough grading. Remedial ~rading to eliminate this condition will be addressed in ' the forthcoming foundation r1;commendations. 6455 NANCY RIDGE DRIVE• SUITE 200 • SAN DIEGO, CALIFORNIA 92121 • (619) 587-0250 .... Cardon Meadows Development Co. July 7, 1986 Job No. 30038-00 Log No. 6-6032 Page 2 If you have any questions or comments, please do not hesitat.e to call. ·Very truly yours, SAN DIEGO GE'OTECHNICAL CONSULTANTS, INC. David T. Seevers Staff Engineer DTS/AFB/pt Distribution: (4) Addressee ~~~~E. C 40333 Expi~ation Date: 3-31-87 Chief Engineer ;,, °' ~-:~~·-~/: ---~ ~:,. ~~ i .. i ': . ...,· .•. :-r---- June 5, .19'86 ~ .. -· RE.CE\VEtl JUII \ 0 \986 SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY • -, '~; ~-~. f"'J ~ ,._,• ' • ' -..-,_.;. I ~ ~' .. _ ...... ··tti'rdon Meaa·ows .. lfovelopment Company , 9339 Ge-n:e.ssee·_,!'Av·e·nue·, Suite 250 · · JJb -N.1. : lXJ38-00 -~~ -::.-· · __ Sa:n Diego_~;-:CA-,: .... 9~121. ·.. :: .... • • -~ A _ .. , • :. . =·. · Att-entfon·:··. _ Mf.-/;:J~-rty -McC'renn{-::-: .: "':>: .. : ' ···-~-. _'. ·.~ -,..·,_~,.,,~~:[.':, ·--,, _.,, ••• , ... .', .. :. , •,, , '-"!J• • t.1, "f: .. -.... ,.., • , ,,. 'l·_. :.,:. ·' .,.. ~r,.. ~ / • -~ • 1-, • , "'[?:??'-f:-:·t:t:--:s1mrs~e-ert"t.\~,f~o·?61s:E'o··~coMMiRti'it '·.ofqf,ia~Pf-1Ert+-~~;\::-_ · ---Phase l, Lot 9,. c·ar!'sbad ifesea-rch Cente·r Cail§bad, California · . . . Gentlem~n : .. .. ' ~ ~-· . _ .. _·., ;:,· ~-'!:. ~:.. . .. ,_ . . .. _,. . ,' .... J ...... .. ". .. .... . TtiJs··will co-nf.0irm·;:o't1r. conye-rs.~:tforfs',-w{th--MT'. O~en _Chr_ism'~n: of. L. dwen· Chr~~-s-man_-A-rchite·cts wit_h_:j·egard to .preliminary foundation .. perameters -for· th·e subject project. . we· underst.ai:id that t'h ree t0n-crete t·ilt-up ·bu-ildings, with pa-nel h-~ights .of approximately 20-28 feet.ate planned for the_subj~ct site •. Je understand that the_se structures·::;a're. planneci·for@reet by 40 feet bay.s an,d wi 11 b e s 1 ab · on -g. r a.de . st r u c ~ u res .. . -(\-0 . . 1 • ,, .... -,-, ·A's you ar·e.aware;;··~we ha·ve p~·bv·i_de<t~:-g~t,"technical testing.and obser- -_ · .... :_·-s_---~-•iat ions -~e··r y i. ~-~~Jl-{fr,._ the: Kol L.Conip a:ny :··cf U t i.ng deve 1-opme n t. of this ..... l¥ .. ....::~~.-~ • •' ' " .. ";"·<I ••• t__ ~' .. ·-• :· .,-: ' ; -' • • •• • • • ·:_.:. · -··· project; ·:..B·ased->o:r:1-·o:ur pre-V-i-O''!'S"'·kntrwl:e-d:ge .-_of th·e·.site, we antic- ipate th.at the two major geotech:n i ca I con st r-a i nts on the project w i 1 1 · be exp an s i v e -so i I s and-the i:>-o:s s 1 b 1 e p re s e r.1 c e of th e d a y 1 i g ht . ~ ,~ ,:-.. 1 in e ·on th i-s · l O't •· ·---.! ~ - .,, -~f'l)!O't: i-n·g"S-' s:niof'tt~,;)~,,,;:;cfe 's' { g·n~~tf :'rflF ''lf~frl1j"~:;e 5fp.a n s il~ ·s: o i 1 · c an·d ft f' o h-s : . and. we· wo,u·ic1·,..··a11t1~c:1·-p~ate:·t·h:a:t~-ftrot:fi-fg~;:,·s:li·o'lfi~a tr~ f6u-nd'e·d at· a· de·pt:li of·; 2 4 t tt·t rrt-~","1';e"t~~--lo W~'S t'·~·dj· a1t~~frt ·_ f -i: nri s Mfd· s iibjg r a·d e ·; ·we· aTse>·· . -a· nt t c t-p--a t"e .,. fl'fn·~-f,f;tfft' i' n-g ~-:-rrn1{.y, .. ~&~,~.:Ef~};~glf:e·tt. 'f·o·r crn·:· a l 1 0 W~a· b·te,.~tr~0a··r·f ·n g-·-l•,., . ,.:· ~:_:SUBSIDIAR'(OFIRVINE.CONSULTING~GROUP;tNC. -• . 6455 NANCY RIDGE DRIVE• SUITE200 • :sAN'.DIEGO, CA92121 •. (619) 587-0250 ,,. t ... ,..._ 41,)1' .-!!' ,: . . . ~-~ ... . .. : .. : :,-~: c:a id~ n-fv1'e c1 d o\tfs~;:·:o~,ij:,.. C-o. ".:/\tt?::\_;t1·t:rfe s:, · 1.986":~t:;~--;-~'..;;: _ -~•, ' ... -;.:·· :. ,'".... , .. ,,·,,,,,. ' .. :·:'.• .. : ~---.'-. ' .... ' ...... ' ... ·' --.. ---. -·, . -.... ,• .--~.-: .. f·· -.,, -~.',I . .. .... • !' -.·.-.:... . t ,. Jo~,N~. 30038-00 ·'. · ·.· Pag:e· Two ., .. -;-·) ....... , ... -.... 1': .. 'l '' --. .. ~·· ·s1a·bs .. s·houl_d. :co.ns_tst of a minimum,.crf S-in·1d1es of con.crete a.ppropr- ---:-.... :-.. · iat.ely .rei·nfo·tc-eQ .. in e.ach dire'cti~n;._ .. Sla·b:-s s-ho'ul.d be underlain .. . . . . .. .. :~y: ::4-,t n c·'h e S: 'Cifi 'Cl' ll'.:S;h e d· a g,g ,r ~:tfa•·fe: ·'O~V:e r· f?_a:-i n' by . o.n e-t·o ·tW O ·i·-tl C h·tfS ···-· , .. , . ·-. . ··::\·· .. :o:f :cl·ean ·s,ai1:t:c;l'"!:~O:v1in:r:lairr ··by a ·,v-i'S·q-0:e!~M~·-m:or·sture :b:arri-efr-: ahd-: ove·r:lain b-y -tw:o·· -f.-nt·h:e·~ · o'f.-~sa;nd -· 1crb·o·ve ,t:h:e.:-.:v':Ls cruiren· ·moist,~·r~ bar-rf er. • ••• ,"'11 :·· ": ' MJM/tj s. · ... t: ••. . . . :-. · .. , ........ . . ' . '·, ... -~. ~-:. ' ·: ... ~ .. ..:, "'·. j"•, -~ ,f: • ..:,?~ ,.. ... ,·. ~-,~,:~;<t" ... i_·:'"' ~1\';,. l / .. ' -.· ... ·r ...... · .•• ,,-,·:.,>.._ .·i,{::.;s~:",-.'~,.,..~~~-·-' • .-;:: s.~_·.-_,.-• : · ..,,'.·.:;, r • ' .. ~ ~~-~, _;~~:.~~-~ ~~~·~. Jj:~: ~~f '"\~~ ~ ( V • '. ,~: . ~ . . ,. ~ . i I I I I I I I I I I I I I I I I I I .I July 18~ 1986 Cardon Meadows Development 9339 Genessee Avenue, Suite 250 San Diego, California 92121. Attention: Mr. Jerry McC.lenny SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY Job No. 30038-00 Log No. 6-6042 SUBJECT: FOUNDATION INVEST.IGATION Proposed Commercial Development Gentlemen: Lot 9, Phase I, Carlsbad Reseg.rch Center Carlsbad, Cali£~rnia As requested, we have completed our Foundation Investigation for the • site of the proposed commercial project. Presented herein are our fin4ings and recommendations. If you should have any queitions after reviewing our report please do not hesitate to contact t;he undersigned at your convenience. -This opportunity to be of professional service is sincerely Very truly yours, SAN DIEGO GEOTECH~ICAL CONSULTANTS, INC. MJM: WLV : rri ;:;. · W. Lee Vanderhurst, e.E.G. 1125 Registration Expires 6-30-88 Chief Geologist 6455 NANCY RIDGE DRIVE• SUITE 200 • SAN DIEGO, CALIFORNIA 92121 • (619) 587-0250 I I I I I I I I I I I I I I I I I I 1.0 2.0 3.0 4.0 5.0 6.·o 7.0 TABLE Of CONTENTS Page INTRODUCTION . . . . . . . . . . . . . . . . . .................. · •••••• 1 1.1 1.2 Proposed Development ••••••••••••••••••••••••••• 2 Scope of Services •••••••••••••••••••••••••••••• 3 EXECU'l'IVE St.JMMA.liY •••••••••••••••••••••••••••••••••••• 3 SITE SITE 4. 1 4.2 4.3 DESCR.IPT.ION .••...•.••• ~ ••.•••.•••••••.•••••..•••.. 3 INVESTIGATION .......... . . . . . . . . . . . . . . . . . . . . . ••.. 4 Fi.eld Investig_ation ••••••••••••••••••.•.••••••• 4 So i 1 Types . . . . . . . . . . . . . . . . . . _. . . . . . . . . . . . . . . . . . . 4 Laboratory Testing Program ••••••••••••••••••••• 5 4. 3. 1 4.3.2 4.3.3 4 .• 3 .4 4.3.5 4.3.6 4.3.7 Classification ••••••••••••••••••••••••• 5 Particle--Size Analysis ••••••••••••••••• 5 Atterberg Limits ••••••••••••••••••••••• 5 Exp·ansion T.ests ......................... 6 Direct Shear Tests ••••••••••.••••••••.• 6 In-Sit~ Moisture-Density ••••••••••••••• 6 R-Value .. ; ..........•.•...•............ 7 GEOLOGY . . . . . . . ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... 7 5. 1 5.2 5.3 5.4 Geologic Geologic 5. 2. 1 5.2.2 Setting ••••••••••••••••••• . . . . . . . . . ... 7 Uni ts ..••............................. 8 Point Loma Formation~ •••••••••••••••••• 8 Fill ..... -.............................. 8 Cut/Fi 11 Transl t ions ••••••••••••••••••••••.•••• 9 Groundwater ....•...• , ......•..................... 9 SEISMICITY . . . . . . . . . . . . . . . . ~ . . . . . . . . . . ••••• 1 0 6. 1 Regional Seismicity •••.••••• . . . . . ••••••• 1 0 6.2 Earthquake Effects.~ ••••••.•••••••••••••••••.. 10 GEOTECHNICAL EVALUATION AND· RECOMMENDATIONS ......... 12 7. 1 7.2 General Grading· 7. 2 .1 7.2.2 Di-s cu,s·S ion ............................ 1 2 and Earthwork ......................... 12 General ............•.........•...•..•. 1 2 Geotechnical Observation •••.•••••••••. 13 I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS (Continued) 7.2.3 Site Preparation •••••••••••••••••••••• 13 7 .2.4 Compacted -Fill •••••••••••••••••••••••• 13 7.2.5 Trench Backfill ••••••••••••••••••••••• 14 7.2.6 Pavement Subgrade •••••••••••••••••.••• 14 7.3 Settlement Considerations ••••••••••••••••••••• 16 7. 4 Surf ace and Sub grade Drainage .••••••••••••••••• 1 7 7.5 Foundation and Slab Recommendations ••••••••••• 17 7. 5. 1 7.5.2 7.5.3 7.5.4 Foundati-ons ••••••••••••••••••••••••••• 1 8 Slabs ................................. 19 Foundation Observation ••.••••••••••••• 19 Lateral Load Resistance ••••••••••••••• 20 7.5.S Review of Plans ••••••••••••••••••••••• 20 7._ .. :S;..6 Reactive Soil ••••••••••••••••••••••••• 21 8.0 LIMITATIONS OF INVESTIGATION .•...................... 21 FIGURES Follows Page 1 Location Map ••••..••.••••••..•.•••.••••.•••••.•.••• 1 2 Plot Plan ........................................ 3 3 Regional _Fa-ult Map •• ,. ••••••••••••••••••••••.••.•••••• 11 APPENDICES A References B Logs of Borings C Laboratory Data D Standard Earthwork and Grading Recommendations I I I I I I I I I I I I I I I I I I I FOUNDATION INVESTIGATION PROPOSED COMMERCIAL DEVELOPMENT LOT 9, PHASE 1, .CARLSBAD RESEARCH CENTER CARLSBAD,, CALIFORNIA 1 .0 INTRODUCTION 1.1 Proposed Development This report presents the results of our foundation investigation for the proposed commercial develop- ment. Specifically, the site encompasses approx- im~tely 5 acres and is known as Lot 9, Phase 1 of .~ ' Carlsbad Research Center. The subject site was pre- viously graded under the observation and testing of this office (Reference 1). The location of the site is shown on the Location Map, Figure 1. The proposed develovment consists of construction of three concrete tilt-up buildings, with panel heights ranging from approximately 20 feet to 28 feet and concrete $labs on-grade. ·The location of the three buildings are shown on the Plot Plan, Figure 2. The proposed development will also include the construc- tion of parking and driving areas surrounding the three buildings. To assist in our investigation, we were provided with a Site Analysis Plan prepared by L. Owen Chrisman Architects, Inc. dated March 18, 1986. I I I I I I I I I I I I I .I I I I 0 ----2000 FEET JOB NO.: 30038-00 4000 DATE: l ...... --1. ~--.,_-'---------~-- A-DAPTED FROM U.S. G.S. 7.5° SAN L U·I S REY Q U AD RANG LE ( 1 9 7 5) LOCATION MAP JULY 1986 FIGURE: 1 S.AN DIEGO GEOTECHNICAL CONSULTANTS, INC. I I I I I I I I I I I I I I I I I I -1- . . Cardon Meadows Development·co. July 1 8, 1 986 1.2 Scope of Servic~s Log No. 30038-00 Job No. 6-6042 Page 2 The purpose of our investigation was to evaluate the surface and subsurface soil and geologic conditions at the site and, based on conditions encountered, ·to provide recommendations pertaining ~o the geotech- nical ~spects of the proposed site development, as previously described. The conclusions and recom- mendations included herein are based on an analysis of the data obtained from our field explorations, laboratory testing program, and our experience with similar soil and geologic conditions in the area. Specifically, the scope of our geotechnical investi- gation consisted of the following: 1 • t• 1 ~r·:- Review of previous geologic and soils ehgin~ering reports; 1.2.2 Subsurface exploration utilizing a truck- mounted 8 inch hollow stem auger. The subsur- face exploration program included the collec- tion of hoth relatively undisturbed and bulk soil samples for laboratory testing; 1 .2.3 Evaluation of laboratory and field test data gathered during the exploration program. 1.2.4 Evaluation of groundshaking potential resulting from seismic events occuring on. significant faults in the area; 1 .2.5 Development of site preparation recommenda- tions·; I I I I I I I I I I I I I I- I I I I I Cardon Meadows Development Co. July 18, 1986 Log No. 30038-00 Job No. 6-6042 Page 3 1 .2.6 Recommendation of an appropriate foundation system for the anticipated structures, development of geotechnical criteria for the foundation design and development of pavement section recommendations for the proposed park- ing areas and driving lanes. 2.Q EXECUTIVE SUMMARY The project site is considered geotechnically suitable for the proposed development, provided the recommendations contained herein are complied with. The primary geotechnical constraints identified is part of this investigation inclu~e expansive soils on-site and the presence of a cut-fill transition. Recommendations to mitigate these conditions are contained herein. :,,~ • The project site is a previou§ly graded site underlain by up·to 23.5 teet of fill as encountered in our borings. The fill is compact and suitable to support the proposed structures. 3 •. 0 SITE DESCRIPTION As mentioned earlier, the subject site was previously graded as Lot 9, Phase 1 of Carlsbad Research Center, under the observation and testing of this office. The site con- sists of an approximately level lot (elevation 290±) bounded by Rutherford Road on the south and lots 8, 10, and 40 to the north, east and west respectively. The lot drains to Rutherford Road by sh_eet. flow. The site is presently void 0£ any significant vegetation, and no sur- fac-e or subsurface improvements exist. The lot configur- ation along with the proposed building locations are de- picted on the Plot Plan, Figure 2. ------------------- 0 80 -----40 ~ FEET EXPLANATION 8-7 APPROXIMATE + LOCATION CUT OF BORING FILL GUT/FILL LINE ~ ~ .. ~··-----=··~··-------~':; ~~;.i n1---,·---r·r··-~~TT~---rrr11 ---· c.->Y~~ -, •. ~ 1 29 f· ~ \ '· I ~: : i \ I ' i \ \ I \ l n"!-1,J \ I I I )"'/ I ,., ~,~~i \ \ \ \ I \ I \ I \ ' I ', \ )'~t;\ I\ _> \)-<,. .. d __ ., I 1 '' ' ' • • t i.:11~C. · ·-.. ' .,, ··~-· ) "· .-'-" .. B I "'" •. :I -' / ' ' 'B ' . ' ' ' ' . . I •• , .-I I ·~ \ UllDI ' ' i \ I ' I . \ I I I I " ' ' I I I I · a · ~\ .,,.--· \=----~~t-2 ,.~ .. -----. ~.-=---~···· r···· --· . -I I ; ; ' ' -,,ml,, ,i . I ' . ', .. -' -_ .. ,, \ ' _.\.---: , ..... ~ ' ' . ' . ' :_ ·-' -.~ i I __,-i • \ -.----,---t·-;B-3 ' < ----·\ B-1 . I I \ ,I \ 1 I I 1 1 • : ~ -•• 1 '.i ) \\ \ ) ' • \ \ ' ' • • •• \:: .. ---+--~-,----r-~-·_,--. -I . ·-~ ,. -· -":l!=,~~~=1,~~..,,.sa:!lt: , --' • . ' ' ,_ < " . .. -· ,. , , .. ' -· .-I .' \..-· .... ) ' ' '° "' .; 0 ... ' ·t~ CJ,ffflllllT\lTTT~ \ l/)-l> /4"-..l·i;I r:-n n ·,~~ ') ' . ~ \ d-/~r[ 4 IJl1_~lillllJ\ ~-/~s ·(:~~: .. ··,/4 • ,---:~<~-~-..., c',•'j • c--' I · · ) c' ...... .... ' · '· ' · l .. · .,./ · · • I . , , • ~.. \--· -4S j . / ' I ' , • 1 .\ ·-r .. : 3: "'\ 1,...----. • ..,,,..,.,..,,,.,,,,.,,,,----·· ' ' •• ,., ' -\'° • ·. .---s-1=-= ,· -·~ . (_ .,.. -4 . . 1 ' . \;_:\ ~=-=--------\ I _,. -lb,, ~ .' · .~ _,,._ .. .l--·' · ·1 ; . ' ' ' . 'I" ' . • •• ,,~ "J • ,___ .. --.. C. T. 1 ? . . I <' ' \' '· ' AREA I -• \ 0 , . ,;:... u:i,i~; \. .. \ __ ,.,_ . \-.. ~ ::::. -~ '\ ·., RlfJLblNl@'. . ·,' ; L ... -\ z -:-c--\I 1' \ : .. .. : , ~-· ,,.., II . . ' '... 'r,:: .. ' . " ,< . \ ' ~:,:\ \ "l!:!lh IING f : L~ ''.'J ------',. -; ,: . .· I ,,,"-:·,:--~~ 1 \ ••¥»~ P ? r ;' ·• I \ -t_·1· -~.··) \\--.-··· ........ ---+---8:..6 ~-,\.... B-,f ....... 'CC( I \ \ , .• \ \ I _.J, /, -... '·., ... ~5 \\ \ . . , I 'I",· • ,.,... .... . ) ·1 ' , . . . \ , ' \ I ' , ., · l,d · -, :· I : a I ---. II , I ,· l . J I "-J . 5,· . \ \ ,.......,...) ·9l-' •"""". -' .. £ , . ' ' . I . I ·, ., . ' ,_\ ( .,~~~_cc=· .... J r--...... -.. ,JI ., -• " · ~-· ---_c • -'""'""' • "'""oo"'"--- ------------.Jl!l_:illl;~FQRJ2)10A:-·--"-.. : .. ·. : ..... :: :. . . ·----·--·H----·------· 0 •••• PLOT PLAN-PROPOSED OFFICE BUILDINGS-CARLSBAD, CALIFORNIA JOB NO.: 30038-00 DATE: JULY 1986 FIGURE: 2 SAN DIEGO GEOT ECHNICAL CONSULTANTS·; .IN"C. I I I I I I I I I I I I I I I I I I I Cardon Meadows Development Co. July 18, 1986 Log No. 30038-00 Job No. 6-6042 Page 4 ·4.0 SITE INVESTIGATION 4.1 field Investigation 4.2 A field investigation was performed on June 9 and 10, 1986 and consisted of a site reconnaissance by our geotechnical personnel and the drilling of seven exploration borings. The exploration borings were located in the vicinity of the proposed structures to obtain a generalized cross section of the subsurface conditions at the site. The locations were marked in the field by pacing·and use of a Brunton compass, further accuracy of boring locations is not implied. Eight-inch diameter borings were drilled using a continuous flight auger to depths ranging fr9~ approximately 11 feet to 26 feet below existing grade. Sampl~s were obt~iBed using a standard Split Spoon Sampler, a 2.5-inch I.D. Modified California Sampler and by bulk methods. Logs describing the subsuface conditions encountered are presented in Appendix B. Appr6ximate location of our exploration borings are shown on the Plot Plan, Figure 2. Soil Types Lines defining the change between soil or rock types on the bo~ing logs were determined by interpolation between sample locations and are, therefore, approxi- mations. The transition between soil types may be abrupt or may be gradual. I I I I I I I I I I I I I I. I, I I I I Cardon Meadows Development Co. July 18, 1986 Log No. 30038-00 Job No. 6-6042 Page 5 4.3 Laboratory Testing Program Laboratory tests-were performed on representative soil samples to d.etermine their relative engineering properties. Tests were performed in accordance with test methods of the American Society for Testing Materials (ASTM) or other accepted standards. The following presents a brief des·cription of the various test methodB Used. 4.3.1 Classification _-,,. Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing __ of selected samples and classification in accordance with ASTM D 2487 •• The soil classifications are shown on the Exploration Boring Logs. 4.3.2 Particle-Size Analysis Particle-Size Analysis were performed ~n selected representative samples in accordance with ASTM D 422. The results are shown on Figures 11 and 12 in Appendix C. 4.3.3 Atterberg ·Limits The liquid limit, plastic limit and plasticity index of s-elected representative samples were determined in-accordance with ASTM D 4318. The results are presented in Appendix C. I I I I I I I I I I I I I I I I I I ·1 Cardon Meadows Development Co. Log No. 30038-00 Job No. 6-6042 Page 6 · July 1 8, 1 986 4.3.4 Expansion Tests 4.3.5 .. ,,. 4.3.6 Expansion tests were performed on representa- tive samples which were visually determined to contain a sufficient percentage of clay to be detrimentally expansive. Tests were per- formed in accordance with the Uniform Building Code (UBC) No. 29-2. Samples were remolded and surcharged to 144 psf prior to satu- ration. The test results are summarized on the attached Table I. Direct Shear Te~t~ Consolidated, drained direct shear tests were performed in accordance with ASTM D 3080. Tests were performed using relatively undis- turbeq sa~ples f~om the liner rings of a 2.5 inch I.D. Modified California Sampler, and tested in a saturated condition using normal loads of 1 ksf, 2 ksf~ and 4 ksf. The result of the ~hear test presented on Figure 13 in Appendix C. In-Sit~ Moisture/Density The in-situ moisture content and dry unit weight of selected samples were determined using relatively undisturbed samples from the liner rings of a 2.5 inch Modified California Sampler. The dry unit weight and moisture contents are shown on the attached Boring Logs~ in Apendix B. I '.I I I I I I I I I I I I I I I I I I Cardon Meadows Deyelopment Co. July 18, 1986 Log No. 30038-00 Job No. 6-6042 Page 7 4.3.7 R-Valµe 5 .O GEOLOGY R-Value (Resistance Value) tests were per- ~ormed on selected samples in accordance with ASTM D 2844. R-Value tests are a means to evaluate the supportive characteristics of sµbgrade soil for pavement section design. 5. 1 G.eologic Setting The subject site is iocated in the Peninsular Ranges Geomorphic Province of California near the western margin of the southern California batholith. At the edge of the batholith, the topography changes from t~~-typically rugged landforms developed over the granitic rocks to the ftatter, more subdued landforms underlain by sedimentary bedrock associated with the coastal plain. The predominate material at the site consists of a variable thickness of compacted fill overlying Point Lomq Formation bedrock, placed during rough grading for Phase I of Carlsbad Research Center. The results of observations and testing are cited in our As-Graded Geotechnical Report, Reference 1 in Appendix A. The structural fill placed during rough grading is considered capable of supporting additional fill or structural foundations. I I. ·.1 I 1· I I I I I I I I I I I I . I I Cardon Meadows Development Co. July 18, 1986 Log No. 30038-00 Job No. 6-6042 Page 8 5.2 Geologic Pnit~ 5.2.1 Point Loma Formation 1·. 5.2.2 The Point Loma Formation bedrock underlying the site is predominately a thinly interbedded light brown to olive, moist, stiff to very stiff silty claystone with some orange stain- ing. The hedrock is exposed in the extreme northern portion of the pad and is covered by as much as 25 feet of fill throughout the rest of the lot. No laboratory testing was performed during this investigation on the bedrock material. Engineering properties of the Point Loma For- mation bedrock are documented in the refer- enced.reports in Appehdix A. The bedrock material exhibits a high expansion potential as documented by previous laboratory testing. The bedrock is considered suitable to support compacted fill or structural loads. Fill At ail boring locations compacted light brown, moist, stiff to very stiff silty clay overlies the Point Loma Formation bedrock. The fill is generally classified as a CL in the Unified Soil Classification System. The existing fill was placed and compacted in the early 1980s (Reference 1). The fill varies in thickness from approximately 4.5 feet to 23.5 feet in the area explored . I I I I I I I I I I I I I I I I I I I Cardon Meadows Development Co. July 18, 1986 Log No. 30038-00 Job No. 6-6042 Page 9 5.3 TEST Results of the evaluation of the engineering properties of the existing compacted fill are presented in Appendix C. Generally, the existing fill is considered suitable to support additional compacted fill or structural loads. The fill has a medium to low expansion potential as determined by laboratory testing and the results are summarized in Table I. Table I Summary of Expansion Testing DEPTH EXPANSION EXPANSION LOCATION (feet) INDEX POTENTIAL .... B-1 • 3 85.0 MEDIUM B-2 3 45.4 LOW B-4 5 65.4 MEDIUM B-5 3 29.0 LOW B-6 3 39.0 LOW B-7 3 50.0 LOW-MEDIUM Cut/Fill Transitions A transition from cut to fill soils occurs in the area north of proposed building III. The transition runs east to west as shown on the attached Plot Plan, Figure. 2. 5 .4 Grou.ndwater Groundwater or caving was not encountered in any of the exploratory borings. However, minor seepage was I I I I I I 1, I I I I I I I I I I I Cardon Meadows Development Co. July 18, 1986 Log No. 30038-00 Job No. 6-6042 Page 10 enc,ountered in boring No. 5 at a depth of approxi- mately 21.5 feet below existin~ grade. The apparent seepag.e was confined to a relatively thin sand lense within the fill. This minor seepage is not con- sidered to be significant from a geotechnical engineering standpoint. 6.0 SEISMICITY 6.1 ~egional Seismicity The site can be considered to be a seismically active area, as can all of Southern California. There are, however, no known active faults on or adjacent to the site. The relationship of the site with respect to known faults in the area is shown on the Regional Fatllt Map, Figure 3. Seismic risk is considered low, as compared to other areas of southern California, due to the distance from active faults. Faults near the project are listed in Table II along with the estimated peak bedrock accelerations that could be expected on site. 6.2 Earthquake Effects Based on available information, the most significant event for the intended development is, in our opinion, a 7~0 Magnitude earthquake located on the Elsinore Fault Zone. The anticipated accelerations produced at the site by such an event would exceed those events which might occur on other known active faults. A magnitude 7.0 earthquake on Elsinore Fault Zone could produce a peak ground acceleration of 0.20g at I I I I I I I I I I I I I I I I I I I Cardon Meadows Development Co. Ju 1 y 1 8 , 1 98 6 Log No. 30038-00 Job No. 6-6042 Page 11 the subject site with the duration of strong shaking exceeding 30 seconds. Peak accelerations are not, however~ representative of the accelerations for which structures are actually designed. Design of structures should be in compliance with the require- ments of the governing jursidictions and standard practices of the Structural Engineers Association of California. l·. I I I I I I I I I I I I I I I I I I I TABLE II -SETSMICITY FOR MAJOR FAULTS MAXIMUM ESTIMATED REPEATABLE PROBABLE PEAK BEDROCK HIGH BEDROCK FAULT DISTANCE EARTHQUAKE 1 ACCELERATION 2 ACCELERATIONS 3 Elsinore 22 Miles 7.0 0.20 g 0.20 g San Jacinto 45 Mil.es 7.5 0. 1 2 g 0. 12 g Coronado Banks i._1 Miles-6.0 0. 12 g 0.08 g ' San ·Clemente 56 Miles 6.0 0.04 g 0.04 g Rose ·canyon4 7 Miles 6.0 0.32 g 0.22 g San Andreas 66 Miles 8.0 0.09 g 0.09 g Newport/ Inglewood 40 Miles 6.5 0.06 g 0.06 g 1. Seismic Safety Study, City of San Diego (June 1983) & Bonilla (1970) 2. Seed and Idriss (19'83) 3. Ploessel & Slosson (1974) 4. Potentially Active ·-·----------------- -~ \j ~ -"\ /4'--I I I \I\ \ I \ I' .... ... ~ . , ' ,2.• 11•• I _L__ -0-- -DtLAMO \ I IAKIIIIS,tlLD ~ u,n ,D ISAHLLA/lll!lll:P1- '\ ... I YJ-!_ ~v=1~1':~"L :7.t. ~~··· I J ~ ~I " Af. • I I 1 · ... ... ~AN NICOLAS ~ISLAND SANTA CATAL~ ISLAND INA~ ... ... _______ ,. \. ... VsoLANA I ~ , _ \ 1,~· '-~\ ) ""='='c. u• I I ~ I ~ '! 1 I 2 J .o ao•u, 'H I Ir 31_ r 1 r r"a.O•IUl.0 I AOAl>YIO 1110M' Jlt1M1t1GI:. Ul't. I CIII..IPOIIJIU4 DIYIIIO" o, MINIS ANO 0101..00Y u1u..1 wrir or urn°'!l'f!A ~o - 12~ 12~ ,,.. 11•• Tt•· ~ . .. , REGIONAL FAULT MAP JOB NO.: 30038-00 DATE: JULY 1986 FIGURE: 3 SAN DIEGO GEOTECHN'ICAL CONSULTANTS, INC. I I I I I I I I I I I I I I I I I I I Cardon Meadows Development Co. July 1 8, 1 9'86 7.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 7.1 General Discussion Log No. 30038-00 Job No. 6-6042 Page 12 No geotechnical conditions were apparent in our explorations which would preclude the site develop- ment as planned, provided the recommendations discussed in this report are fully complied with. The major constraints identified at the subject site are the expansive soils conditions and the cut/fill transition north of proposed building III. At the present time finalized plans with firtish pad elevations for the three proposed concrete tilt-up buildings are not available. Our investigation utilized a 30 scale, Site Analysis Plan, prepared by L. •owen Chrisman,Architects, Inc. Final pad grades should be designed such-that a minimum of three feet of fill is present below the bottom of the lowest footing. Our primary concern is with the northerly portion of building III where presently 4.5 feet of fill exists below existing grade. Generally, grading should be confined to moisture conditioning the upper two (2) feet of soils within the slab areas and reco:rnpacting the upper approximate one (1) foot of surface soils within, and to five (5) feet out~ide the proposed building limits. 7.2 Grading and Earthwork 7.2.1 General All earthwork and grading for site development should be accomplished in accordance with the I I I I I I. I I I I I I I I I I I I I Cardon Meadows Development Co. July 1 8, 1 986 Log No. 30038-00 Job No. 6-6042 Page 13 attached Standard Earthwork and Grading Recom- mendations Appendix D, and chapter 70 of the UBC. All special site preparatton recommendations presented in the following paragraphs will supercede those in the attached Standard Earthwork and Grading Recommendations. 7.2.2 Geotechnical Observation 7.2.3 Continuous observation by the Geotechnical Consultant is essential during grading to confirm conditions anticipated from our foundation investigation and to determin€ that grading proceeds in general accordance with the recommendations contained herein. . . Site Preparation· The site should be cleared 0£ existing weeds and grasses. Holes resulting from th.e removal of any buried obstructions which extend below finished site grades should be backfilled with compacted fill. 7.2.4 Compacted Fill The loose and dry surface soils (12"±) within the building area and to 5-feet beyond, should be moisture conditioned and compacted to a minimum relative compaction of 90 percent in accordance with ASTM D 1557. Prior to placing fill or asphaltic concrete, the exposed subgrade soils s:hould be scarified I I I I I I I I I I I I I I I I I I I Cardon Meadows Development Co. July 1 8, 1 986 Log No. 30038-00 Job No. 6-6042 Page 14 to a depth of 8 to 12-inches, brought to near optimum moisture conditions and compacted to at least 90 percent relative compaction. Fill placed at the site should be compacted to a minimum re].ative compaction of 90 per-cent, based on ASTM Laboratory Test Designation D 1557. Fill placed within 18-inches of finish subgrade should be placed at 4% over optimum moisture content. Fill should be compacted by mechanical means in uniform lifts of 6 to 8- inches in thickness. Rock fragments greater than 6-inches in maximum dimension should not,, be placed within the compacted fill. Fills should also be placed and all grading perfo~rned in accordance with the City of Carlsbad Grading Ordinance and the requirements of the Uniform Buil.ding Code. 7.2.5 Trench Backfill Utility trench backfill should be compacted by mechanical means to a minimum of 90 p.ercent of the laboratory maximum density·. 7.2.6 Pavement Subgrade Areas to be paved with asphaltic concrete should be graded in accordance with the site preparation recommendations given above. The following preli~inary pavement sections are recommended based on an R-value of 21. I I I I I I I I I I I I -1 I I I I I I Cardon Meadows Development Co. July 1 8, 1986 Light Vehicles (T.I. =4.0) Log No. 30038-00 Job No. 6-6042. Page 15 3-inches of asphaltic concrete placed in two lifts over 4.5 inches of untreated Class II aggregate base o·r 5-inches of untreated Class III aggregate base (D.G.) Driveways (T. I. = 5. 5) 3-inches of asphaltic concrete placed in two lifts over 9-inches of untreated Class II • aggregate base or 10-inches of untreated Class III aggregate base (D.G.) We recommend that the upper 8 to 12-inches of pavement subgrade soils should be scarified and moistened to near optimum conditions and compacted to 90 percent of the-maximum density. Specifications for aggregate Class II base may be selected from Section 200-2 of the "Standard Specifications for Public Works Construction" and should have an R-value of 78 or more. Specifications for Cla·ss III aggregate ba&e may be selected from Section 400-2.3.2. of this reference, and should have a minimum R-value of 7~ and a minim1;1m sand I I I I. I I I I I. J I I I I I I I I I I Cardon Meadows Development Co. July 1 8, 1 986 Log No. 30038-00 Job No. 6-6042 Page 16 equivalent of 30. We recommend that you require the Contractor or supplier to assure conformance with specifications. In addition, we recommend that verification testing be performed prior to placing base materials. It should be noted that verification testing may require 5 to 7 days. We recommend that all aggregate base be compacted to 95 percent of the maximum laboratory density. Asphalt con- crete type and class should be as required by the project specifications. We recommend th~t the area within and around the trash enclosure be paved with Portland Cement Concrete (P.C.C.). P.C~C. paving should be a minimum 5-inches thick, reinforced with 6x6x10/10 welded wire mesh. Subgrade soils and aggregate base£ should be prepared as recommended above for asphalt paving. Concrete paving should be provided with appropriate contraction joints at a maximum interval of 20-feet and divided into a.nearly square panels as possible. 7.3 Settlement Considerations The anticipated total and/or differential settlements for the proposed structures may be considered to be within tolerable limits provided the recommendations in this report are followed. In general, total settlements are estimated to be less than 1 inch, with differential settlements less than 0.50 inches across the structure. If more exact settlement I I I I I I I I I I I I I I I I I .I Cardon Meadows Development Co. July 1 8, 1 986 Log No. 30038-00 Job No. 6-6042 Page 17 determinations are de~ired, it will be necsssary tb perform a detailed review of the actual foundation plans and loading conditions. 7.4 Surface and Subgrade Drainage The performance of foundations is highly dependent upon maintaining adequate surface drainage both during and after construction. The ground ·surface around structures should be graded so that surface water will be carried quickly away from the building without ponding. The minimum gradient within ten feet of the building will depend upon surface landscaping. In general, paved or lawn areas should have a minimum gradient of 2 percent, while heavily landscaped areas should have a minimum gradient of 5 percent. Roof drains should be carried across all backfilled areas and discharged at least ten feet away from structures. Planters should be cons·tructed so that moisture is not allowed to seep into the foundation areas or beneath slabs and pavements. 7.5 Foundation and Slab Recommendations Our investigation indicates that the existing soils exhibit a low to medium expansion potential. The following recommendations are provided fot' the design of footings and slabs based on the soils presently on site. Our recommendations are considered generally consistent with the Stahdards of Practice. The implementation of these recommendations should serve to reduce the risk of distress resulting from expansive soils. The potential for favorable I I I I I I I I I I I I I I I I I I .1 Cardon Meadows Development Co. July 1 8, 1 986 Log No. 30038-00 Job No. 6-6042 Page 1 8 foundation performance can be further enhanced by maintaining uniform moisture conditions.· The footing configurations and reinforcements recom- mendations herein do not preclude more restrictive criteria by the governing agencies or by structural considerations. A Structural Engineer should evaluate configurations and reinforcement requirements for structural considerations. 7.5.1 Foundations The results of expansion testing are summerized in Table I. The recommended type of foundation is conventional spread footings, either square or continuous. No footings should straddle~ cut/fill interface. All footings for a given building should be founded either entirely in bedrock or entirely in compacted fill. Foundations may be designed for a maximum allowable bearing capacity \~~_funds per square foot with a cme-third"i.-ne-r·e-ase for short-term wind or seismic loads. Footings should be at least 12-inches wide and should extend a minimum of 18-inches below lowest ad.iacent finish grade. Continuous footings should be continuously reinforced with at least two number four qars placed both at the top and bottom of the footing. If the struc- ture is to be supported on isolated spread footings, a moisture cut-off wall should be I I I I I I I I I I I I I I I I I I Cardon Meadows Development Co. July 1 8, 1 986 Log No. 30038-00 Job No. 6-6042 Page 19 poured around the perimeter of the building to a depth of 24-inches below lowest adjacent finish subgrade. 7.5.2 Slabs Slabs should be designed by a Structural Engineer for anticipated use and loading based on a modulus of subgrade .reaction of 150 kcf for on site compacted fill soils. Following general recommendations are provided as a guide based on the expansion potential of on- site soils. Slabs should be of 5-inch actual thickness re- inforced with welded wire mesh located at mid- heighti supported.on concrete chairs~ Sla.bs should b~ underlain with 6-inches of crushed aggregate followed by a 6-mil "visqueen" (or equivalent) moisture barrier. The moisture barrier should be sealed at all splices and overlain by at least 2-inches of clean. sand. Slab subgrade soils should be-moisture conditioned to at least 4 percent above. optimum moisture content to a depth of 18- inches below slab subgrade prior to placement of concrete. The moisture content should be verified by the Soils Engin~er prior to placing visqueen. 7.5.3 Foundation Observation All foundation excavations should be observed by the Soils Engineer prior to the placement . I I I I I I I I I I I I I I I I I I I Cardon Meadows Development Co. July 1 8, 1,986 Log No. 30038-00 Job No. 6-6042 Page 20 of forms, reinforcement, or concrete, for determination of conformance with the intent of the recommendations herein. All excavations should be trimmed neat, level and square. All loose or unsuitable material should be removed prior to the placement of concrete. Materials from footing excavations should not be spread in sla]?-on-grade areas unless compacted. Presat~ration should be verified prior to the placement of concrete. 7.5.4 Lateral Load Resistance ResisGance to lateral loads may be provided by a passive pressure against the vertical faces of the foundations or walls and by the frictional resistance between concrete and soil. Passive pressure for compacted on-site fills may be considered to be 125 pounds per square foot per foot. A coefficient,of friction for soil to concrete-may be assumed to be 0.3. When combining frictional and passive resistance, the later should be reduced by one third. 7.5.5 Review of Plans As foundation and grading plans ar~ completed, they should be forwarded to the S.oils 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 Cardon Meadows Development Co •. July 18, 1986 7.5.6 Reactive Soil Log No. 30038-00 Job No. 6-6042 Page 21 The results of previous sulfate testing indicate that either type I or II cement may be utilized for concrete in contact with the subgrade soil. 8.0 LIMITATIONS OF INVESTIGATION Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included 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. As in most major pro;ects, conditions revealed by excavation may be at variance with preliminary findings If this occurs, the changed conditions must be evaluated by the Project Soils Engineer and Geologist and design$ adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and I I I I I I I I I I I I I I I I I I _I Cardon Meadows Development Co. July 1 8, 1 986 Log No. 30038-00 Job No. 6-6042 Page 22 engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of.time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three year$. *** I I I I I I I I APPENDIX A I REFERENCES ,, I I ,, I I I i J 1 I I _, I I I I I I I I I I I I I I I I I I· ·1 1 • 2. 3. 4. APPENDIX A REFERENCES "As-Graded Geotechnical Report, Rough Grading Completed, Carlsbad Research Center, Phase I, Carl$bad Tract No. 81- 10, Carlsbad, California" prepared by San Diego Soils Engineering, Inc. dated June 7, 1984, Job No. SD1144-10; "Preliminary Soil and Geologic Inve.s:tigation, Carl.shad Research Center, Carlsbad, California," pr.epared by Woodward-Clyd-e Consultants, dated April 27., 1981; Additional Studies, Carlsbad Research Cente·r, Phase· r, Carlsbad, California," prepared by Woodward-Clyde Consultants, dated August l7, 1981; "Addendum to Additional Studies, Carlsbad Research Center, Phase I, Carlsbad, California," prepared by Woodward-Clyde Consultants, dated September 3, 1981; I I I I I I I I I APPENDIX B I BORING LOGS I Figure 4 through 10 I I I I I I I .I I I I I I I' I I I I I I I I I I I I _I en ..J 5 en C ~ < a: C, w (/) a: < 0 0 (/) ..J 0 en ~ < a: C, w z U: PRIMARY DIVISIONS GROUP SYM. SECONDARY DIVIS:IONS GRAVELS MORE THAN HALF OF COARSE FRACllONIS LARGER THAN NO. -4 SIEVE SANDS MOFE THAN HALF OF COARSE FRACTION IS SM•• I fq THAN NO. 4 SEVE CLEAN GRAVELS GW Well _graded gravels, gravel-sand mixtures, little or i-_;....;..-4~n~o~f~1n:,:.:e~s~. -,--,----,---· ---:----:---:--· -:---·-----t (LESS THAN 5" GP Poorly graded gravels or gravel-sand mixtures, FINES) little or no fines. . . ~ .. ave. WITH GM Sjlty gravels, gravel-sand-silt mixtures, non--o astrc -fines. · . . . RES GC Clayey gravela,gravel-iland-clay mlxtur.es. olastrc lines. . CLEAN SANOS SW Well graded sands, gravelly sands, llttle or no ( fines. . . . ·. ~ :S~ SP Pooi:ly graded sands or gravel!Y· sanes, ·little or no f111es. . . . . . SM SIity sands, aand-ailt mixtures, non-plastic fines. SAN>S wrTH FIES._--+----------· ----,---·----· --"'"1 SC Clayey sands, -sand-clay mixtures, plastic fines. SIL TS ANO CLAYS UQUD LMT IS LESS THAN so,r, ML CL Inorganic slits ~nd very fine. l!ands ro!=k flour silty or . clayey fine sands or clavev silts with sllaht .olaatlcitv. · Inorganic clays of low to medium plasticity, gravelly clavs. aandv clays, silty clays, lean clays. . . OL Org_anlc slits and. organic silty clays of low plasticity SIL TS AND CLAYS MH Inorganic ailts..1 ffllcaQeous or. dlatomaceo1.1a fine aan<fy or silty 110 a, elastic alltss . . .. U0UID LMT IS GAEA TER THAN so,r, CH Inorganic clays_ of high plasticity, fat clayi;. OH Organic clays of medium to high plasticity, oroanlc silts. . . HIGHLY ORGANIC SOILS Pt Peat and other highly organi.c soils. DEFINITION OF TERMS U.S. STAADARO S~RIES s·1EVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 SIL TS AND CLAYS SAND GRAVEL 1----------.-----+-------.----.-----i COBBLES fBOULDERS FINE I MEDIUM I COARSE FINE I COARSE . GRAIN SIZES SANOS,GRAVELS AND NO~PLASTICS SIL TS BLOWS/FOOTt CLAYS AND PLASTIC SIL TS STRENGTH• BLOWS/FOOi VERY LOOSE LOOSE 0 -4 4 -10 10 -30 30 -50 VERY SOFT SOFT FIRM STIFF VERY STIFF 0 -1/4 0 -2 1/4.,. 1/2 2 -4 1/2 -1 4 -8 1 -2 8 -16 2 -4 16 ,. 32 MEDIUM DENSE DENSE VERY DENSE OVER 50 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY t Number of blows of 140 pound hammer falling 30 inches to drive a i inch· 0.0. (1-3/8 in9h LO.) split spoon (ASTM D-15861. •Unconfined compressive strength In tons/sq. ft. as determined by laboratory .testing or !3pproximated by the standard· penetration test (ASTM 0-1586), pocket penetrometer, torvane, or visual observation .. KEY TO EX PL ORA TORY BORING LOGS Unified Soil Classification System (ASTM D-2487) JOB NO: FIGURE: ... SAN DIEGO SO1LS ENGINEERING.INC. I I I I I I I I I I I I I I I I I I I DATE OBSERVED: 6-9-86 METHOD OF DRILLING: 81' Solid Flight Auger 140 Lb. H.amme.r, 30" Drop LOGGED BY: PAT GROUND ELEVATION:. 290:l: LOCATION: CRC, 'Lot 9 z 0 w >-tL ,.., 0 I-..... ... 0 w .J w! a:o w i= 0 mw a. ca. BORING NO. 1 w < ~ cc ... Li. 2 LL cc .J w .... .... ..... ::) Q. < ::) z O,~ SOI~ TEST :c !:!: en ... ~ Cl) ~w ;: !!?< 0~ <-... Cl) ll.:: .J Cl) a. Cl) 0 QC/) .J Q. z w < .J z :;) ~o zW DESCRIPTION Q .J m ::) m 0 0 -c i-o -FILL: Light brown silty CLAY, moist very stiff to hard - - -CH 22 j_ ~ Particle-Size Atterberg Limits·, 5-[I CL 37 Expansion - - - - 10-[[ -CL 49 -CL BEDROCK: Point Loma Fm (Kpl): Light brown -to grey silty CLAYSTONE, moist, 15-T hard, orange st;aining -CL 84 . ~ -TOTAL DEPTH: 16.Si : No Water 20-Backfilled 6-10-86 - - -; - 25- - - . 30-- - . - 35- - - 40- JOB N0.:3,0038-00 LOG OF BORING I FIGURE: - 4 ' ' SAN DIEGO GEOTEC''HNICAL CON$,UlTANTS., INC. I I I I I I I I I I I I I I I I I I I . DATE OBSERVED: 6-10-86 METHOD OF DRILLING: 8 II Solid Flight ·A.uger 140 Lb. Hammer 2 JO.fl Dro_E LOGGED BY: PAT GROUND ELEVATION: 294+ LOCATION: CRC, Lot 9 z 0 >""" .... 0 I-w .... I-0 w ...I w? a: LI. w s 0 mw a. of BORING NO .. 2 w ::E a: I-Li. 2 LI. a: ...I w""' ..... .... :>a. < =>z o> SOIL TEST !!: (/) 1-::E (/) ,-w :c ~I-< I- I-(/) 3:: ~<· ::.:: Oz ...I 0 a. (/) 0 .Q (/) ...I .a.z DESCRIPTION w < ...I z ::::> ::EO zW Q ...I C0 ::::> C0 (.) (.) -0 -o -FI.LL: Light brown silty CLAY, moist, -very stiff to hard -_ CL 27 rx [X Direct Shea:t Expansion 5-cg 20.7 101. L -CL Sb BEDROCK: Point Loma Fm (Kpl): Light Moisture/Density brown to olive silty CLAY STONE, moist, -hard, orange staining - - 10-rr _ CL 90 - -TOTAL DEPTH: 11.5 I No Water -Backfilled 6-10-86 15- -. - • - - 20- - - . - 25- - - - . 30- - - - . 35- - I - - - · 40- JOB NO.:30038-OQ LOG OF BORING I FIGURE: 5 . . SAN DIEGO GEOTECHNICA.L CONSULTAN_TS, I.NC. I I I I I I I I I I I I I I I I I DATE OBSERVED: 6-10-86 METHOD OF DRILLING: 8'' Solid Flight Auger 1.40 Lb. Hammer, 30" Drop LOGGED BY: PAT GROUND ELEVATION: 295+ LOCATION: CRC, Lot 9 z C w .... 0 I-I-0 w ..J w ~ 0 mw a. w ~ u. 0 LI. a: ..J ..... .... :::)Q. < g "' 1-:::E "' :c I-"' == 22< ~ a. "' 0 QC/) ..J w < ..J z :::) C ..J ai :::) ai ... 0 0 - - -[ -CL 19 5-[[ -CL 27 - -'- - 10-[[ -CL 49 - - . 15 ~ CL 89 n- - - - 20- - - - 25- - - - - 30- - - - - 35- - - - - 40~ JOB N0.:30-038-00 >-ii: ,... w~ a:o Ca. a: I-w ..... :::)z t-w o>-221-<t: Oz -'rn :::EO a.z zW 0 -o BOR-ING NO. 3 DESCRIPTION FILL: Light brown silty CLAY, moist, very stiff to hard BEDROCK: Point Loma Fm (Kpl): Light brown to olive silty CLAYSTONE, moist~ hard • TOTAL DEPTH: 16.5' No Water Backfilled 6-10-86 LOG OF BOR-ING SOIL TEST IFIG0~E; 6 SAN DIEG-O GEOTECHNICAL C·ONSULTAN-TS, INC ... I I I I I I I I I I I I I I I I I I I DATE OBSERVED: 6-10-86 METHOD OF DRILLING: 8 II Solid Flight Auger lf'!O LQ, Hammer. 30" Dro11 LOGGED BY: £AI GROUND ELEVATION: 294± LOCATION: CRC, Lot 9 z 0 w >-.... .... o· I-.... I-0 w ..I w~ a: LI. w ~ IX) w a. Q~ BORING NO. 4 w 0 a:""' u. (.) LI. a: ..I ~ ::,I-w""' -~ ' ::,a. < 1-Z o>-SOIL TEST :c Cf) I-~ Cf) cnW < !:: I-Cf) ;: ~< :.:: _..,. Oz ..I Cf) a. Cf) 0 QCfJ ..I ~o O.z DESCRIPTION w < ..J z :::::, zW 0 ..J IX) :::::, m (.) (.) -o -o FILL: Light brown silty CLAY_, moist, ---very stiff to hard - -~ -CL 25 22.7 101.E Moisture Density 5- -CL 28 X X 24.3 95.S Moisture Densi-ty Particle Siz~ -Atte-rberg Limits -Exp~msion - 10-~ -CL 39 ' - BEDROCK: Point Loma Fm (Kpl): Light ---... -~------ 15-brown to olive silty CLAYSTONE, moist, ('T h~ X hard -TOTAi, DEPTH: 16.5' -No Water -Backfilled 5-10-86 20- - -' - - 25- - - - - 30- - - - - 35- . - - - - 40- JOB N0.:30038-00 !-,OG OF BORING JFIGUR~: 7, S AN p I E GO G E OT E CH N 1-c AL C-0 N S·.tl LT ANTS, IN C; I I I I I I I I I I I I I I I I I I . DATE OBSERVED: 6-10-86 METHOD OF DRILLING: 8" Solid Flight Auger 140 Lb. Hammer.2 30·11 Dr02 ' LOGGED BY: PAI GROUND ELEVATION: 292+ LOCATION: CRC. Lot 9 z 0 w >" ..... 0 I-..... I-0 w ..I wf a: LI. w ~ mw 0. Q~ BORING NO. 5 w 0 ::E a: I-Lt. 2 LI. a: ..I w"" ..., ..... :>a. cc ~z o> $OIL TEST :c !:!: "' 1-:E "' . Cl)W cc~ I-fl) 3; !ace ~ -t-oz ..lu, 0. fl) 0 Qf/) ..I O.z w cc ..I z :) 20 zW DESCRIPTION Q ..I al :::> al 0 0 -c -o -FILL: Light brown silty CLAY, mois-t, -very stiff to hard - -Ci 29 LL ~ Expansion 5-[ -CL 16 - - - 10-IT -CL 19 - -- 15-[I CL 14 - - • - - 20-:r CL 19 @ 2½' sand lens & seepage - - - - 25-rr BEDROCK: Point Loma Fm (Kpl): Light CL 79 brown to olive silty CLAYSTONE, rnoi$t, -hard -"' - - 30-TOTAL DEPTH: 26.5' Seepage at 21.5' -Backfilled 6-10-86 - - - 35- - - - - 40- JOB No.:aooaa-oo LOG OF BORING . IFIGU~E: ~ SAN DIE.GO-GE0TEC,H.NICAL CONSULTANTS. INC. I I I I I I I I I I I I I I I I I I I DATE OBSERVED: 6-10-86 METHOD OF DRILLING: 8" Solid Flight Auger 140 Lb. Hammer, 30'"-Drop LOGGED BY: z I-.... 0 I-0 w ~ 0 w LI. Q LI. ..... .... ::c !: u, I-u, == a. u, 0 w < ..I 0 _, m -o 0 - - - -CL 25 5- CL 18 - - - - 10~ -CL 23 - - - 15- -SC 16 - - 20- _ CL 50 - - - 25- - - - - 30- - - 35- - - 40-c- PAT 0 w w ..I mw a. a:..1 :::s ::, a. < 1-:::S u, ~< ::ii: Q.U, ..I z ::, ::, m LL ~ I I DJ T GROUND ELEVATION: 291 + LOCATION: CRC. Lot 9 BORING NO. 6 DESCRIPTION FILL: Light brown silty CLAY, moist, very· stiff to hard Medium brown sandy CLAY, moist, medium dense r--~----.---------,,------'-------f BEDROCK: Point Loma Fm (Kpl) : Ligh·t brown to olive silty CLAYSTONE, moist, hard TOTAL DEPTH: 21.5' No Seepage Backfilled 6.-10-86 SOIL "FEST Expansion JOB N0.:30038-00 LOG OF BORING _ _ IFIG_URE:. 9 SAN DIEGO GEOTE-CHNICAL CON$ULTANTS. HfC.: I I I I I 1· I I I I I I I I I I I I I DATE OBSERVED: 6-10-86 METHOD OF DRILLING: 311 Soli<l. Flight Auger 140 I,,b. Hammer, 30"_ Drop LOGGED BY: PAT GROUND ELEVATION: 290+ LOCATION: CRC. Lot 9 z 0 w >i:L: "' 0 I-"' I-0 w ..I wi!l1t a:o w ~ mw Q. BORING NO. 7 w 0 :E a: .... OQ. Li. (.) LI. a:..1 ::,I-w .... .... ~ .... :;JQ. < t-Z o> SOIL TEST ::c (/) I-:E (/) (l)W <I- I-(/) . ;: ~< :lie: -t-..I w C. (/) 0 00 ..I Oz a.z w < ..I z :::, :EO zW DESCRIPTION Q ..I m :::, m (.) -c (.) -o -FILL: Light brown silty CLAY, moist, -very stiff to hard - CL 30 X X 23.2 101.2 Mois.ture/Density -Direct Shea-r 5-~ CL 23 23.7 92.9 Expansion -R-Value -Moisture/Density - - 10-~ -CL 25 - BEDROCK: Point Loma Ftn (Kp1): Light -brown to olive silty CLAYSTONE, moist, 15-rx hard CL so -TOTAL DEPTH: 16 I -No Seepage -Backfilled 6-10-86 20- - - . - 25- - - - - 30- - - - - 35- - - - -_. 40- JOB N0::30038-00 LOG OF BORING _ !FIGURE: 10 SAN DIEG.O GEOTECHNICAL CON·S-UlTANTS, lN,C •. I I I I I I I I I APPENDIX C I LABORATORY DATA • I Figures 11 through 13 · I I , I I I I I I ------------------- C/J > z 0 '-0 m z 0 ~:. 0 0 (A) 0) I 0 0 - '1J )> JJ -I 0 r-m (/) N m -i I·~ 0 )> Ci) ·m 0 ~ (/) ;;:· ·1 CiJ b :t .z 0 > r 0 0 ·Z C/J, C r -I > z !--,--"Tl ,Ci) C :u !11 -I ·1 -C/J' - GRAVEL SAND COARSE MEDIUM I FINE SILT CLAY SIEVE SIZES-U.S. STANDARD 3/4" 1/2" 100 11 I 1111111lL1 II 111111111 1::r I 11111111 I I 1111111 I I I 1/4" 4 10 20 40 100 200 100 • 0 11 11111111111 II 1111111111 I f#illil I I 11111111 I I 90 • 0 11 11111111111 i 1111111 II I I I 1111111 fkl 11111111 I I 80 ,o I! ! 1111 !I I ! I I ! 11 !1111 !I I I ! 111 !1111 I ~ 111111 I I I 1 70 r:I! !1111!111111! 111111111111111!111111 -1 I "O 60 ~ :u 0 m z ~50 -I > C/J "O > C/J C/J ~· 4011 I 111111, 111 I 11 1.111 I I I II I I I 11111 I I I I I . 111 I I I I I I I Ci) 40 z 30 11 I I I I 111 111 I II ·I 111 I I I II I I· I 11 111 I I I I I . · 11 I I I I I I I I 3Q ~0.11 I 11 I 111 111 I . II 1-1 II I I I II I I I . 11 I. I . I I I I I I 11 I I I I I I I I 20 10 II I I I I I II I I I · I II · 1111 I ·1 I 11 I I 1 · I I I rl I I I I I 11 I I I I t I 1 · I ,10 0 II I I :.I II "· I ) )) ) ) ) )) '· I ). I I 111 I I I I I 11 I I I I I I I I 1(>'.0 0 1.0 0;1 PARTICLE SIZE-MILLIMETERS BORiNG No. I DEPTl-1 (FEET> I svMeo~ 1uqum LIMIT !·PLASTICITY INDEX 1 3 58 .. 3 32.0 ,01 .001 CLASSIFICATION CH Ci) z 0 -~------------:---------------__.:.-------------......... ----....:._-_:__J ';.~J , '-'=-----' ·" -'"--·».I'",,, .. ,.,. ., __ ,,_._~ ,. ' ------------------- (,) 0 0 (,) OD I 0 0 c.. Q. al z ~ - ""O )> :0 -i () r-m ~: (/) z N C m m )> Ci) z 0 )> ~-~ 0 (/) -f -m . (I) 0'. ::i::: z 0 > r 0 On•· z 'Tl (IJ G> C:.: C: r . :x,I. -t· m. > .. 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 1111111 Ill I ·11 111111 l=tl I I 11111111 I I 1111111 I I I 100 ··II I 1111~ 1111 ! 1111111111 TtiffitUJ I I 11111111 I I 90 80 70 ' "lJ "lJ m 60 ~ ~ 60 m :x, :x, 0 0 m z -f 50 "lJ > N "N.. m z 50 -t "U > .en "' en z 40 'r---J40; Ci) 30 30 20 II : I I I I I II I I I I II I I II I I I II I I I I I I II I I I . I I I I I I I I I I I I 20 10 II I .f I I I II I I I I II I Ill I I . I II I I I I I I ti I I I I · I . I I I I I I .I I I 110 · · 1 I' -1 I 1 111 1 1 1 1 1 I' 1 1 1 1 1 1 ' ,10 0 II I I' I I II , I , ( I( I ( (( ( , , , II, .. , . . .001 10.0 1.0· ct1 PARTICLE SIZE-MILLIMETERS .01 ElQRl!".J~ NO., DEPTH CFE;ET)I SYMB-OL j LIQUID Llt,11T !'PLASTICITY INDEX CLASSIFICATION Ci) ~1=1 I 0 . 4 I s I ----I s1,1: I 29.4. CH \ I 'I I I I I I I I I I I I I I I I I ,... LL. (/J 0. ..., :r: I-C, z w BORING NO. 2 DEPTH COHESION, ANGLE OF SAMPLE DESCRIPTION ( FEET) (PS F) FR ICTION,0 1----_..;.-~.=...c;.....;..;;;..:;.;.,;.;.;_.;...;...;:'-'-'---_,;,..,.; 3 1800 18 ·ct UNDISTURBE.D 40001------'-~---'----.-----''----~~---'---,-------,--'---...----'-I 30001------+------+-----+----~-t-'____.~~-----::;_--+----------.-l ~J ~ a: 2000 .....-: ~-~ a: < w :c (/J ,... LL. (/J a. ..., :c I- C, z w a: I-(/J C, ;g; a: < w :c (/J 1000--------------------------------------- BORING NO. 1000 2000 3000 4000 5000 . 6000 NORMAL LOAD (PSF) DEPTH COHESION, ANGLE OF . SAMPLE DESCRIPTION (FEET) (PS F) FR ICTJON. 0.t--------"'-~~~;;..:;.;.,;.;.;_.;;..:..;;.~---------1 4000t------~------.----'------,--..__----.---------,--,.----------; 3000 2000 1000 0o 1000 2000 3000 4000 5000 6000 NORMAL LOAD (PSF) JOB NO.: I 30038-00 SHEARING STRENGTH TEST IFIGU.RE: 13 SA.N. OTEGO G·EOTl;CHN!C,AL C.ONSU!,.TAt•fTS,: INC .• · I I I I I I I I I I I I I I I I I I I APPENDIX D STANDARD EARTHWORK AND GRADING RECOMMENDATIONS· I I I I I I I I I I I I I I I ·I I I I l 2. 3. 4. 5. 6. 7 •. 8. 9 • 10. 11. 12. APPENDIX D STANDARD GUIDELINES FOR GRADING PROJECTS TABLE OF CONTENTS GENERAL • . . • • • . • • • • • • . • . . . ., . . DEFINITION OF TERMS .•••••••• .. . . . . . OBLIGATIONS OF PARTIES . . . . . . . . . . . ... SITE PREPARATION . . . . . . . . . . . . . ~ . . SITE PROTECTION ••.•.. EXCAVATIONS •.•... . . ~ . . . . ~ . . . . • • • • 6.1 6.2 6.3 UNSUITABLE MATERIALS ••••• CUT SLOPES ••.••.•.•• . . . . . . . . . . PAD AREAS •. COMPACTED FILL PLACEMENT .. MOISTURE ' FILL MATERIAL FILL SLOPES • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ 7.1 7.2 7.3 7.4 7.5 OFF-SITE FILL •. . . . DRAINAGE . . . . . . . . . . . . . . . . . . . . STAKING •••••• SLOPE MAINTENANCE . 10.1 LANDSCAPE PLANTS 10.2 IRRIGATION 10.3 MAINTENANCE 10.4 REPAIRS . TRENCH BACKFILL STATUS OF GRADING . . . . . . . . . . . . . . . . . . . . . i, . . . . . . . . . . . . • . . ' . . . . . . . . . . . . . • . . . . . . . . . . . . .• • . . Page 1 l 5 6 7 9 9 9 10 10 11 13 13 15 1.7 18 18 19 l~ 19 20 20 20 22 ,_ ! I I I I I I I I I I I I I I I I I I I 1. 2. STANDARD GUIDELINES FOR GRADING PROJECTS GENERAL 1.1 1.2 1.3 1.4 1.5 The guidelines contained herein and the standard details attached hereto represent this firm's stanclard recommendations for grading and other associated operations on construction projects. These ·guidelines should be considered a portion of the ptoject specifi~ cations. All plates attached hereto shall be considered as part of these guidelines. The Contractor should not vary from these guidelines without prior recommendation by the Geotechnical Consultant and the approval of the Client or his authorized representative. Recommendati.on-by the Geotechnical Consultant and/or Client should not be considered to preclude requirements for approval by the controlling agency prior to the execution of any changes. These Standard Grading Guidelines and Standard Details may be modified and/or superseded by recommendat.i.ons contained in the text of the preliminary geotechnical report and/or subsequent report$. ·, . If disputes arise out of the interpretation of these grading guidelines or standard detail~, the Geotechnical Consultant shall provide the governing. interpretation. DEFINITIONS OF TERMS 2.1 ALLUVIUM --Unconsolidated detrital deposits resulting from flow of water, including sediments deposited in river beds, canyons, flood plains,.lakes, fani at the foot of slopes and estuaries~ · 2.2 AS-GRADED (AS-BUILT) --The surface and subsurface conditions at completion of grading. 2.3 BACKCUT --A temporary construction slope at the rear of earth retaining structures such as buttregsea, shear keys, stabilization fills or retaining walls. 2.4 2.5 BACKDRAIN --Generally a pipe and g+:"avel or similar drainage system placed behind earth retaining structures such buttresses, stabilizat:i.on fills, and retaining walls. BEDROCK --A more or less solid, relatively undisturbed rock in place either at the surface or beneath superficial deposit~ of soil. ·1 I I I I I I I I I I I I I I I I ·1 .I Standard Guidelines for Grading Projects Page 2 2.6 BENCH --A relatively level step and near vertical rise excavated into s-loping ground on which f il.l is to be placed. 2.7 BORROW (Import) --Any fill material hauled to the project site from off-site areas. 2.8 BUTTRESS FILL --A fill mass, the configuration of which is designed by engineering calculations to retain slope conditions containing adverse geologic features. A buttress is generally specified by minimum key width and depth and by maximum backcut angle. A buttress normally contains a backdrainage syst~m~ 2.9 CIVIL ENGINEER --The Registered Civil Engineer or· consulting firm responsible for preparation of the grading plans, surveying and verifying ·as-graded topographic conditions. 2.10 CLIENT --The Developer or his authori2ed represen-· tative who is chiefly in charge of the proje9t. He shall have the responsibility of reviewing the findings and recommendations made by the Geot.echnical Consultant and shall authorize the Contractor and/or other consultani;s to perform work-and/or provide services. · · 2.11 COLLUVIUM --Generally loose deposits usually found near the base of slopes and brought there chiefly by gravity through slow continuous downhill creep (also see Slope Wash). · 2 .12 COMPACTION --Is the densification of a fill by · mechanical means. 2.13 CONTRACTOR --A person or company under contract or otherwise retained by the Client to perform demoli- tion, grading and other site improvements. 2.14 DEBRIS --All products of clearing, grubbing, demoli- tion, coritaminated soil material unsuitable for reus~ as compacted fill and/or any other material so designated by the Geotechnical Consultant. .2.15 ENGINEERING GEOLOGIST --A Geologist holding a valid certificate of registration in the specialty of Engineering Geology. 2.16 ENGINEERED FILL --A fill of which the Geotechnical Consultant or his representative~ during grading, has •.j I I I I I I I I I I I I I I I I .I Standard Guidelines for Grading Projects Page 3 made sufficient tests to enable him to conclude tha.t the fill has been placed in substantial compliance· with the recommendations of the Geotechnical Consultant and the governing agency requirements. 2.17 EROSION --The wearing away of tbe ground surface as a result of the movement of wind, water, ancl/or ice. 2.18 EXCAVATION --The mechanical removal of earth materials. 2.19 EXISTING GRADE --The ground surface configuration, prior to grading. 2.20 FILL --Any deposits of soil~ rock, soil-tock blends or other similar materials placed by man. 2.21 FINISH GRADE --The ground surface configuration at which time the surface elevations confoim to the approved plan. 2.22 GEOFABRIC --Any engineering textile utilized in geotechnical applications including s.ubgrade stabilization and filtering. · 2. 23 GEOLOGIST --A ~eprese.ntat_i ve of the Geotechnical Consultant educated and trained in the field of geology. 2.24 GEOTECHNICAL CONSULTANT --The Geoteahnical Engineering and Engineering Geology cdnsulting firm· retained to provide technical services for the project. For the purpose of these Specifications, observations by the Geotechnical Consultant incl-ude observations by the Soil Enginee·r, Geotechnical Engineer, Engineering Geologist and those performed by persons employed by and responsible to the Geotechnical Consultants. 2.25 GEOTECHNICAL ENGINEER --A licensed Civil Engineel;'.' who applies scientific methods, engineering pri.ncip'.l,.es and professional experience to the acquisition, interpre- tation and use of knowledge of materials of the earth's crust for the evaluation of engineering problems. Geotechnical Engineering encompasses many of the engineering aspects of soil mechanics, roe)(· mechanics, geology, geophysics, hydro.logy and rel·ated sciences. 2.26 GRADING --Any operation consisting of excava~ion, I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 4 filling or combinationi thereof and associated operations. 2.27 LANDSLIDE DEBRIS --Material, generally porous and of low density, produced from instability bf natural of man-made slopes. 2.28 MAXIMUM DENSITY --Standard laboratory test for maximum dry unit weight. Unless otherwise specified, the maximum dry unit weight shall be determined in accordance with ASTM Method of Test D 1557~78. 2.29 OPTIMUM MOISTURE --Test moisture content at the maximum density. 2.30 RELATIVE COMPACTION --The degree of compaction (expressed as a percentage) of dry unit weight of a. material as compared to the maximum dry unit w~ight of the material. 2.31 ROUGH GRADE --The ground surface configuration at which time the surface elevations approximately conform to the approved plan. · 2.32 SITE --The particular par~el of land where grading is being performed. 2.33 SHEAR KEY --Similar to buttress, however, it is generally constructed by excavating a slot wi~hin a natural slope in order to stabili~e the upper portion of the slope without grading encroaching into the - lower portion of the slope. 2.34 SLOPE --Is an inclined ground surface the steepness of which is generally specified as a ratio of horizontal: vertical (e.g., 2:1). 2. 35 SLOPE WASH --Soil and/or rock materia.l that has been transported down a slope by mass wasting assisted by runoff water not confined by channels (also see Colluvium). 2.36 SOIL --Naturally occurring deposits of sand, silt, clay, etc., or combinations thereof. 2.37· SOIL ENGINEER --Licensed Civil Engineer experienced in soil mechanics· (also see Geotechnical Engineer). 2.38 STABILIZATION FILL --A fill mass, the configuration of which is typically related to slope height and is I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 5 3. specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabilization fill is normally specified by·minimum key width and depth and by maximum backcut angle. A stabilization fill may or may not have a backdrainage system specified. 2. 39 SUBDRAIN --Generally a pipe and gravel or. similar drainage system placed beneath a fill i-n the alignment of canyons or former drainage channels. 2. 40 SLOUGH --Loose, noncompacted fill mate.rial generati:;d during grading operations. 2.41 TAILINGS --Nonengineered fill which accumulates on or adjacent to equipment haul-roads. 2.42 TERRACE --Relatively level step constr~cted in the face of graded slope surface for drainage control and maintenance purposes. 2.43 TOPSOIL --The presumably fertile upper zone of soil which is usually darker in c?lor and loose. 2.44 WINDROW --A st,i;ing of large· rock buried within engineered fill'in accord~nce with guidelines set f.orth by the Geotechnical Consultant. OBLIGATIONS OF PARTIES 3.1 The Geotechnical Consultant should provide observation. and testing services ana. should make evaluations in order to advise the Client on geotechnical m~tters. The Geotechnical Consultant should report his findings and recommendations to the Client or his· authorized representative. 3.2 The Client should be chiefly responsible for all aspects of the project. He or his authorized representative has the responsibility of reviewing the findings and recommendations ·of the Geot~chnical Consultant. He shall authorize or cause to hav·e · authorized the Contractor and/or other consult~nts to perform work and/or provide services. During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to· make decisions necessary to maintain the flow of the project.· I I I I I I I I I I I I ·1 I I I I I .I Standard Guidelines for Grading Projects Page 6 3.3 The Contractor_should be responsible for the safety of the project and satisfactory completion of all gra,ding and other associated operations on construction. projects, including but not limited to, earthwork in accordance with the project plans, specifications·and controlling agency requirements. During. grading, the Contractor or his authorized representative Should remain on-site. Overnight and on days off, the Contractor should remain accessible. 4. SITE PREPARATION 4.1 4.2 4.3 4.4 4.5 The Client, prior to any site preparation or grading, should arrange and attend a meeting among the Grading Contractor, the Design Engineer, the Geotechnical Consultant, representatives of the appropriate governing authorities as well as any other concerned parties. All parties should be given at least 48 hours notice. Clearing and grubbing should consist 9£ the removal of' vegetation such as brush, grass, woods, stumps, trees, roots of trees and otherwise deleterioµs natural materials from the areas to be graded. Clearing and: grubbing shquld,,extend to _the outside of all propc;>sed excavation and fill areas. · Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, · seepage pits, cisterns, mining shafts, tunnels, etc.) and other man-made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/6r te~routing pipe- lines at the project perimeter and cutoff and capping of wells in accordance with the requirements of· the governing authorities and the recommendations of the Geotechnical Consultant at the time of demolition. Trees, plants or man-made improvements not plan·ned to be removed or demolished should be protected by the Contractor from damage or injury. Debris generated during clearing, grubbing arrd/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the observation of the Geotechnical Consultant. I I I I I I I I I. I I ·I I I I I I I I Standard Guidelines for Grading Projects Page 7 5 . 4.6 The Client or Contractor should ~btain the required approvals from the controlling authorities for the project prior, during and/or after de~olition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. SITE PROTECTION 5.1 Protection of the site during the period ot grading should be the responsibility of the Contractor. 5.2 5.3 5.4 Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such tima as the entire project is complete as identified by the Geotechnical Consultant, the Client and the regulating agencies. The Contractor should be responsible for the stability of all temporary excavations. Recommendations by the Geotechnical Consultant pertaining to temporary exca- vations (e.g., backcuts) are made in consideration of· stability of th~ completed. project and, therefore, should not be considered to preclude the respon- sibilities of the Contractor. Recommendations by the Geotechnical Consultant should not be considered to · preclude more restrictive requirements by the regulating agencies. · Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or ~nundation by poor or improper surface drainage.· Temporary provisioris should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps shoulo be kept on hand to continually remove water during periods of rainfall. · During periods of rainfall, plastic sheeting should be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the Contractor should install checkdams, desilting basins, riprap, sand bags or other devices or methods necessary to control er.cs.ion and provi~e safe conditions. I I I I ,, I I I I ·I I I I I I I ,I I I Standard Guidelines for Grading Projects Page 8 ·5_5 During periods of rainfall, the Geotechnical Consultant should be kept informed by the Contractor as to the nature of remedial or preventative work being performed (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). 5.6 Following periods of rainfall, the .Contractor should contact the Geotechnical Consultant and arrange a walk-over of the site in order to visually assess rain related damage. The Geotechnical Consultant may also · reco!Mlend excavations and testing in order to aid .in his assessments. At the request of the Geotechnical Consultant, the Contractor shall make excavations in order to evaluate the extent of rain related d~mage. 5.7 Rain related damage should be considered to include, but may not be limited to, erosion, silting., satura-_ tion, swelling, structural distress and other adverse conditions identified by the Geotechnical Consuitant. Soil adversely affected should be classified as Unsuitable Materials and should be subject to over- excavation and replacement with compacted fill or other remedial grading as recommended by the Geotechnical Consultant. ~. . 5.8 Relatively level areas, where saturated s~ils and/or erosion gullies exist to depths of greater than 1.O-foot, should be overexcavated to unaffected, competent material. Where less than 1.O-foot in depth, unsuitable materials may be processed in-place to achieve near optimum moisture conditions, then thoroughly recompact.ed in accordance with the appli- cable specifications. If the desired results are not achieved, the affected materials should be over~ excavated, then replaced in accordance with the applicable specifications. · 5 .9 In slope areas, where saturated soil a11d/or· erosion gullies exist to depths of greater than 1.0-foot, they should be overexcavated and replaced as compacted' fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.O-foot or less below proposed finished grade, remedial grading by moisture conditioning in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials shou.ld be overexcavated and replaced as co~pacted fill in accordance with tne slope repair I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 9 6. recommendations herein. As field conditions dictate, other slope repair procedures may be recommended by the Geotechnical Consultant. EXCAVATIONS 6.1 UNSUITABLE MATERIALS 6.2 6.1.1 Materials which are unst;titable should be excavated under observation and recommendations of the Geotechnical Consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bec:irock and nonengineered or otherwise deleterious fill materials. 6.1.2 Material identified by the Geotechnical Consultant as unsatisfactory due _to its moisture conditions should be overexcavated, watered or dried, as needed, and thoroughly blended to a uniform near optimum moisture condition (as per. guidelines reference 7.2.1) prior to placemant as compacted fill • ... CUT SLOPES 6. 2 .1 Unless otherwise recommended by the 'Geotechnical Consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2:1 (horizontal:vertical). 6.2.2 If excavations for cut slopes expose loose, cohesionless, significantly fractured or other~ wise unsuitable material, overe~ca,vation and replacement of the unsuitable materials with a compacted stabilization fill should be accomplished as recommended by the Geotechnica,l Consultant. Unless otherwise specified by the Geotechnical Consultant, stabiliza,tion fill construction should conform to the requirements of the Standard Details. 6.2.3 The Geotechnical Consultant ~hould review cut slopes during excavation. The Geotechnical Consultant should be notified by the.contractor prior to beginning slope excavations. 6.2.4 If, during the course of grading, advers~ or potentially adverse geotechnical conditions are· I I I I I I I I I I I I I I I ·1 I ·1 Standard Guidelines for Grading Projects Page 10 7. 6.3 encountered which were not anticipated in the preliminary report, the Geotechnical Cons1,1ltant should explore, analyze and make recommendations to treat these problems. 6.2.5 When cut slopes are made in the d,irection of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at th.e top-of-cut. PAD AREAS 6.3.1 All lot pad areas, includin~ side yard terraces, above stabilizatio·n fills or buttres-ses should be overexcavated to provide for a minimum of 3-feet (refer to Standard Details) of compacted fill over the entire pad area. Pad areas with. both fill and cut materials exposed and pad areas containing both very shallow (less than 3-feet) and deeper fill should be overexcavated to provide for a uniform compacteo. fill blanket with a minimum of 3-feet in thickness (refer to Standard Details). Cut areas exposing signifi- cantly varying material types should also be overexcav~ted to provide for at least a 3-foot thick compacted fill blanket. Geotechnical conditions may require greater depth of over- excavation. The actual depth should be delineated by the Geotechnical Consultant during grading •.. 6.3.2 For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope. This may be · accomplished utilizing a berm and/or an appropriate pad gradient. A gradient in soil areas away from the top-of~slopes of 2 pe~cent or greater is recommended. · COMPACTED FILL All fill materials should be -compacted as specified below or by other methods specifically recommended. by the Geotechnical Consultant. Unless otherwise specified, the minimum degree of compaction (relative compaction) should be 90 percent of the laboratory maximum density. 7.1 PLACEMENT 7.1.1 Prior to placement of cqmpacted fill, the Contractor should request a re~iew by the I -1 I I I I I I I I ·1 I ·I I I I I I I Standard Guidelines for Grading Projects Page 11 Geotechnical Cons-ultant of the exposed gr01.1nd surface. Unless otherwise redoinmended, the exposed ground surface should then be scarified (6-inches minimum), watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions, then thoroughly compacted to. a minimum of 90 percent of the maximum density. The review by the Geotechnical Consultant should not be considered to preclude requirement of inspection and approval by the governing agency. 7.1.2 Compacted fill should be placed in thin norizontal lifts not exceeding 8-inches in loose thickness prior to compaction. Each lift should be · watered or dried as needed, thoroughly blend.ed to achieve near optimum moisture conditions then ·thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like ma.nner until the desired finished grades are achieved. 7.1.3 The Contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of~fill being placed in consideration of moisture retention properties of the materials. If necessary, excavation equipment should be "shut down" temporarily in order to permit proper compaction of fills. Earth moving equip- ment should only be considered a supplement and not substituted for conventional compaction equipment. 7.1.4 When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufticient to provide at least 6-foot wide benches and a minimum of 4-feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area subsequent to keying. and benching until the area has been reviewed by the Geotechnical Consultant. Materi~l generated by the benching operation should be move·d sufficiently away from the bench.area to allow for the recommended review of the horizontal ·I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 12 bench prior to placement of fill. Typical keying and benching details have been included within the accompanying Standard Details. 7.1.5 Within a single fill area where grading proce- dures dictate two or more separate fill·s, temporary slopes (false slope~) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot ve+tical bench should be established ~ithin the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achie~ed. 7.1.6 Fill should be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should con- form to ASTM Method of Test D 1556-64,, D 2922-78 and/or D 2937-71. Tests should be provided for about every two vertical feet or 1, 0-00 cubic yards of fill placed. Actual test interval may vary as field conditions dictate. F.ilI found not to be in conformance with the grading recom-:- mendation~ should be·-removed or otherwise handled as recommended by the Geotechnic-al Consultant. 7.1.7 The Contractor should assist the Geotechnical Consul~ant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. 7.1.8 As recommended by the Geotechnical Consultaht,. the Contractor should "shut down" or remove grading equipment from an area being tested. 7.1.9 The Geotechnical Consultant should _maintain a plan with estimated locations of field·tests. Unless the cliertt provides for act~al surveying of test locations,-the estimated locations by the Geotechnical Consultant should only be considered rough estimates and should not be utilized for the purpose of preparing cross sections showing test locations or in any case for the purpos·e of after-the-fact evaluating of the sequence of fill· placement. I I I I I I I I I I· I I I I I I I I .I Standard Guidelines for Grading Projects Page 13 7.2 7.3 MOISTURE 7.2.1 For field testing purposes, "near optimum" moisture will vary with material type and other factors including compaction procedure. "Near optimum" may be specifically recommended ih Preliminary Investigation Reports and/or may be evaluated during grading. 7 .2.2 Prior to placement of additional compacted· fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, watered or dried as needed, thoroughly blended to near- optimum moisture conditions, then recompacted to a minimum of 90 percent of laboratory maximum dry density. Where wet or other dry or other unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be overexcavated. 7.2.3 Following a period of flooding, rainfall or overwatering by other means, no additionai f~li should be placed until damage assessments have been made,. and remedi_al grading performed as-· described under Section 5.6 herein. FILL MATERIAL 7.3.1 Excavated on-site materials which are. acceptable to the Geotechnical. Con-sultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placeme?t. 7.3.2 Where import materials are required.for use on-site, the Geotechnical Consultant should be notified at least 72 hours in advance of importing, in order to sample and test: materials from proposed borrow sites.: No import materials should be delivered for use on-site without prior sampling 9-nd testing· by Geotechnical Consultant. 7.3.3 Where oversized rock or similar irreducible· material is generated during g.rading, it i.s recommended, where practical, to waste such material off-site or on-site in areas I I I I I I I I I I I I I ·I I I I I I Standard Guidelines for Grading Projects Page 14 designated as "nonstructural rock disposal areas". Rock placed in dispo.sal. areas should be placed with suffici~nt fines to fill voids. The rock should be compacted in lifts to an unyielding condition. The disposal area should be covered with at least three· feet of compacted fill which is free of oversized material. The upper three feet should be placed in accordance with the guidelines for compacted fill herein. 7.3.4 Rocks 12 inches in maximum d:imension and smaller may be utilized within the compacted f i 11, provided they are· placed in such a manner that nesting of the rock is ayoided. Fill should be placed and thoroughly compacted over and around all rock. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve size. The 12-inch and 40 percent recommendations herein may vary as field conditions dictate. 7.3.5 During the course of grading operations, rocks or similar irreducible materials greater than 12-inche~ maximum d.imension (over.;:;ized material) may be generated. These rocks should not be placed within the compacted fill unless placed as recommended by the Geotechnical Consultant. 7.3.6 Where rocks or similar irreducible materials of greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the accompanying Standard Details is recommended. Rocks greater than four feet should be broken down or disposed off-site. Rocks up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 20-feet to any slope face. These recommendations could vary as locations of improvements dictate. Where P+actical, oversized material should not be placed below areas where. structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overex~a~ated or unyielding compacted fill or firm natural I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 15 7.4 ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroghly flooded over and around all windrowed rock, such that void:s are filled. Windrows of oversized material should be staggered so that sucessive strata Of oversized material are not in the same verticai plane. 7.3.7 It may be possible to dispose o:f; individual larger rock as field conditions dictate and as recommended by the Geotechnical Consultant at the time of placement. 7.3.8 Material that is considered unsuitable by the Geotechnical Consultant should not be utilized in the compacted fill. 7.3.9 During grading operations, placing and mixing the materials from the cut and/or borrow areas may result in soil mixtures which possess unique physical properties. Testing may .be required of samples obtained directly from the fill areas in order to verify conformance with the specifications. Processing of these additionpl samples may take two or more working days. Tne Contractor may elect to move the operation to other ar$as within the project, or may continue placing c6mpacted fill pencling laboratory and field test results. Should he elect the second alternative, fill placed is done s6 at the Contractor's risk. 7.3.10 Any fill placed in areas not previously·. reviewed and evaluated by the Geotechnical Consultant, and/or in other areas 7 without prior notification to the Geotechnical · Consultant may require removal and recompaction at the Contractor's expense. Determination of overexcavations should be made upon review of field conditions by the Geotechni¢al Consultant. FILL SLOPES 7.4.1 Unless otherwise recommended by the Geotechnical Consultant and approved by the regulating· agencies, permanent fili slopes should not be steeper than 2:1 (horitontal to vertical). I I I I I I I I I I 1· I I I I I I I .I Standard Guidelines for Grading Projects Pag.e 16 · 7.4.2 Except as specifically re.con'lmenc:ied otherwise or· as otherwise provided for in these grading guidelines (Reference 7.4.3), compacted fill slopes should be overbuilt and cut back to grade, exposing the firm, compacted fill inner core The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved; the existing slopes should be overexcavated and reconstructed under the guidelines of the Geotechnical Consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the Contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. 7.4.3 Although no construction procedure produces a slope free from risk of future movement, overfilling and cutting back of slope to a compacted inner core is, given no other constraints, the most desirable prbcedure. Other con·straints, however, must often be considered. These constrai.nts may include property~line situations, access, the critical nature of the development and cost. Where such constraints are id-entif ied, slope face compaction may be attempted by conventional· construction procedures including b~ckrolling techniques upon specific recommendation by the Geotechnical Consultant. As a second best alternative for slopes of 2:1 (horizontal to vertical) or flatte~, slope construction may be attempted. as outlined herein. Fill placeme.nt should proceed in thin lifts, i.e., six to eight inch loose thickness). Each lift should be moisture conditioned and thoroughly compacted. The desired moisture condition should be maintained and/or re-established, where necessary, during the period between successive lifts. Selected lifts should be teste~ to asceitain that desired compaction is being achieved. Care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finish~d slope surface or more as.needed to ultirriate:J.y establish desired grades. Grade during I I I I I I I I I I I I I I I I I I .I Standard Guidelines for Grading Projects Page 17 construction should not be allowed to ioll off at the edge of the slope. :tt may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts shquld not be allowed to drift down over previous lifts. At intervals not exceeding four feet in vertical slope heigpt or. the capability of available equipment, · whichever is less, fill slopes should.be thoroughly backrolled utilizing a conventional sheepsfoot-type roller. care should be ta~en to maintain the desired moisture conditions and/or re-establishing same as needed prior to backrolling. Upon achieving final grade, the slopes should again be mo.isture conditioned and thoroughly backrolled. The use of a side-boom roller will probably be necessary and vibratory methods are strongly recommended. Without delay, so as to avoid ( if possible) furthe·r moisture conditioning, the slopes should then be grid-rolled to achieve a relatively smooth surface and uniformly compact conditon. In order to monitor slope construction procedures, moisture an<i d'ensi ty tests will be taken at\regular intervals. Failure to achieve the desired results will likely result in a recommendation by the Geotechnical Consultant to overexcavate the slope surfaces followed by reconstruction of the slopes utili~ing overfilling and cutting back procedures and/or further attempt at the conventional backrolling approach. Other recommendations may also "be. provided which would be commensurate with field conditions. 7.4.4 Where placement of fill above a natural slope or above a cut slope is propos.ed, the fill slope configuration as presented in the accompanying Standard Details should be adopted. 7.4.5 For pad areas above fill slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm and pad gradients of at least 2 percent in soil areas. I ·1 I I I I I 1· 1. I I I I I I I I I I Standard Guidelines for Grading Projects :i?age l8 8.' 9 • 7.5 OFF-SITE FILL 7.5.1 Off-site fill should be treated in the same manner as recommended in these specifications for site preparation, excavation# drains, compaction, etc. 7.5.2 Off-site canyon fill should be placed in preparation for future additional fill, as shown in the accompahyin9 Standard Details. 7.5.3 Off-site fill subdrains temporarily terminated Cup canyon) should be surveyed for future relocation and connection. DRAINAGE 8.1 8.2 8.3 8.4 Canyon subdrain systems specified by the Geotechhical Consultant should be installe_d in accorda,rtce with the Standard Details. Typical subdrains for compacted fill buttre·sses, slope stabilizations or sidehill masses, s:tiould be installed in accordance ~ith the specifications of the accompanying Standard Details. Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, concrete swales). For drainage over soil areas immediately away from structures Ci. e., within four feet).; a minimum of 4 percent gradient should be maintained. Pad drainage of at least 2 percent should be maintained over soil areas. Pad drainage.may be reduced to at least 1 percent for projects where no Slopes exist, either natural or man-made, of greater than 10-feet in height and where no slopes are planned, either n~tural or man-mad~, steeper than 2:1 (horizontal to vertical slope ratio). 8.5 Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns can pe detrimental to slope stability and foundation performance. STAKING 9.1 In all fill areas, the fill should be compacted prtor to the placement of the skates. This particularly is I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 19 important on fill slopes. Slope stakes should not be placed until the slope is thoroughly compacted (backrolled). If stakes must be placed prior to the completion of compaction procedures, it must be recognized that they will be removed and/or demolished at such time as compaction procedures resume. 9.2 In order to allow for remedial grading operations, which could include overexcavations or slope stabilization, appropriate staking offsets should be provided. _For finished slope and stabilization backcut areas, we recommend at least a 10-foot setback from proposed toes and tops-of-cut. 10. SLOPE MAINTENANCE 10.1 LANDSCAPE PLANTS In order to enhance surficial slope stability, slope planting should be accomplished at the completion of grading. Slope planting should consist .of deep-rooting vegetation requiring little w(3.tertng. Plants native to the southern California area and plants relative to native plants are generally desirable. Pla.Q,ts native.to other semi-arid and arid areas may also be appropriate. A Landscape Architect would be the test party to consult regarding actual types of plants and planting configuration. 10.2 IRRIGATION 10.2.1 Irrigation pipes should be anchored to slope faces, not placed in trenches exda~ated into slope faces. 10.2.2 Slope irrigation should be minimized. If· automatic timing devices are utilized on irrigation systems, provisions should be made· for interrupting normal irrigation during, periods of rainfall. 10.2.3 Though not a requirement, consideration should be given to the installation of near-surface moisture monitoring control devices. such devices can aid in the maintenance of relatively uniform and reasonably constant moisture conditions. 10.2.4 Property owners should be made aware that overwatering of slopes is detrimental to slope stability. I I I I I I I I I I I I I I I I I .I Standard Guidelines for Grading Projects 10.3 MAINTENANCE Page 20 10.3.1 Periodic inspections of landscaped slope areas should be planned and appropriate measures should be taken to control weeds·ana enhance growth of the landscape plants. Some areas may require occasional replanting and/or reseeding~ 10.3.2 Terrace di;-ains and downdrains should.be periodically inspected and maintained free of debris. Damage to drainage improvements should be repaired immediately. 10.3.3 Property owners should be made aware that burrowing animals can be detrimental to slope stability. A preventative program should.be established to control burrowing animals. 10.3.4 As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended,. beginning wi.th the period of time prior to landscape planting-. 10 4 REPAIRS 10.4.1 If slope failures occur, the Geotechnical Consultant should be contacted for a field rev1ew of site conditions and development of recommendations for evaluation and repair. 10.4.2 If slope failures occur as a result of· exposure to periods of heavy rainfall, the failure area and currently unaffected are?l,s should be covered with plastic sheeting to protect against additional saturation. 10.4.3 In the accompanying Standard Details, appropriate repair procedures ar·e il-lustrated for superficial slope failures (i.e., occurring_ typically within the outer one foot to three feet of a slope face). 11. TRENCH BACKFILL 11.1 Utility trench backfill shouldt unless otherwi~e recommended, be compacted by mechanical means. Un1es:s otherwise recommended, the degree of compaction should· I I I I I I I I I I' I I I, I I I I Standard Guidelines for Grading Projects be a minimum of 90 percent of the labo.ratory maximum density. 11.2 As an alternative, granular material (sand equivalent greater than 30) may be thorougply jetted in.:.place. · Jetting should only be considered to apply to trenches no greater than two feet in width and four feet in depth. Following jetting operations, trench backfill should be thoroughly mechanically compacted and/or wheel-rolled from the surface. 11.3 Backfill of exterior and interior trenches extending below a 1:1 projection from the outer edge of foundations should be mechanically compacted.to a minimum of 90 percent of the laboratory maximum density. 11. 4 Within slab areas, but outside the influenc·e of foundations, trenches up to one foot wide and two feet deep may be back:f;illed with sand and consolidated by jetting, flooding or by mechanical means. I:f; on--site materials are utilized, they should be wheel~rolied, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot•. testing may be elected if deemed necessary, based on review of backfill operations during construction. 11.5 If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the Contractor may elect the utilization of light weight mechanical compactio·n equipment and/or shading of the con<;lui t with clean, granular material, which should be thol'.'oughly j~tted in-place above the conduit, prior to initiatirig mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate , . upon review by the Geotechnical Consultant at the time of construction. 11.6 In cases where clean granular materials ate proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the Geotech.nic.al Consultant. 11. 7 C;I.ean granular backfill and/or bedding. are no·t recommended in slope areas unless provisions are made for a drainage system to mitigate the potential build-up of seepage forces. I I I I I I I 1· I I ·1 I I I I I I I .I 4• DIAMETER PERFORATED PIPE BACKDRAIN 4• DIAMETER NON-PERFORATED PIPE LATERAL DRAIN 1. JOB NO.: SLOPE PER PLAN H/2 PROVIDE BACK DRAIN PER BACK DRAIN DETAIL. AN ADDITIONAL BACKORAIN AT MID-SLOPE WILL BE REQUIRED FO-R SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER (GENERALLY 1 /2 SLOPE HEIG-HT, 15' MINIMUM) TYPICAL STABILIZATION FILL DETAJL 30038-00 DATE: JULY 19.86 Fl,GURE: D 1 i -) . I ..._ I I I. I I I I I I I I I I I I I I I 4• DIAMETER PERFORATED PIPE BACKDRAIN 4• DIAMETER NON-PERFORATED PIPE LATERAL DRAIN SLOPE PER PLAN 1' H/2 PROVIDE BACKDRAIN PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQU.IRED FOR SLOPE IN EXCESS OF 4·0 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER TYPICAL BUTTRESS FILL DETAIL JOB NO.: 30038-00 DATE: JULY 198.6 FIGURE: 02. I I I I I I I I I I I JOB NO.: NATURAL GROUND \ PROVIDE BACKDRAIN PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR BACK SLOPES IN EXCESS OF 40 FEET HIGH. LOCA- TIONS OF BACKDRAINS ANO OUTLETS PER SOILS ENGINEER AND/OR EN- GINEERING GEOLOGIST DURING GRADING. COMPACTED FILL PROPOS'ED GRADING BASE WIDTH •w• DETERMINED BY SOILS ENGINEER , TYPICAL SHEAR KEY DETAIL 30038-00 DATE: JULY 1-986 , FIGURE: D $ I ) I I I I I I I I I I I I I I I I I JOB NO.: ,I FINAL LIMIT OF EXCAVATION OVERBURDEN (CREEP-PRONE) DAYLIGHT LINE OVER EXCAVATE FINISH OVEREXCAVATE 3' AND REPI..ACE WITH COMPACTED FILL SOUND BEDRO'CK TYPICAL BENCHING PROVIDE BACK DRAIN_ PER BACK DRAIN DETAIL. LOCATION OF BACKDRAIN AND OUTLETS PER SOILS ENGINEER AN0/O'f? ENGJNEERING GEOLOGIST DURING GRADING EQUIPMENT WIDTH (MINIMUM 15') DAYLIGHT SHEAR KEY DETAIL 30038-00 DATE: JULY 1986 FiGlJRE: 04 . ~ I I I I I I I I I I I I I I I I I I . 1. JOB NO.: BENCHING Fill OVER NATURAL SURFACE OF FIRM ·· EARTH MATERIAL (INCLINED 2$ MIN. INTO SLOPE) BENCHING FILL OVER CUT . FINISH FILL SLOPE SURFACE OF FIRM. EARTH MATERIAL 10' TYPICAL 15' MIN. OR STABIL'ITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) BENCHING FOR COMPACTED FILL DETAIL 30038-00 DATE: JULY 1986 FiGURE: 05 I I I I I I I :1· -I I I I I I I I I I I FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAL APPROVED FILTER ROCK* A 2 'lEI MINl·MUM GRADIENT A 4• MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIRE- MENTS DURING GRADING 'I, COMPACTED FILL 4• MINIMUM APPROVED PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GR·ADIENT TO OUTLET BENCH INCLINED T'OWARD DRAIN TYPICAL BENCHING DETAIL A-A 12• MINIMUM COVER COMPACTED , BACKFILL TEMPORARY FILL LEVEL 4• MIN.IMUM DIAMETER APPROVED SOLID OUTLET PIPE 12• MINIMUM__/ *FILTER ROCK TO MEET FOLLOWING SPECIFIC AT IONS OR APPROVED ~QUAL: **APPROVED PIPE TYPE: SCHEDULE 40 POLYVINYL CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI. SIEVE: PERCE}lTAGE P~SSING 1-• 314• 3/8" N0.4 NO.30· NO.SO NO.20 0 100 90-100 40-100 25-40 5-15 0-7 0-3 TYPICAL BACKDRAIN DETAIL JOB NO.: 30038-00 DATE: JULY 1986 F'IGURE: 06 I I I I I I I I I I I .I I I I I I I I FINISH SURFACE SLOPE MINIMUM 3 FT3 PER LINEAL FOOT OPEN GRADED AGGREGATE* TAPE ANO SEAL AT CONTACT JOB NO.: COMPACTED Fll..L A 2 % MI NIM U M GRAD I.E·N T SUPAC 8-P FAl3RIC OR APPROVED EQUAL A 4" MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS 4" MINIMUM APPROV·ED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TYPICAL · TOWARD DRAIN BENCHING •. DETAIL A-A TEMPORARY Fl.LL ,LEVEL COMPACTED MINIMUM BACKFILL 1·2" COVER MINIMUM 4" DIAMETER APPROVEP SOLID OUTLET PIPE J_ jl_._1211--Y 1 MINIMUM 'I * NOTE: AGGREGATE TO MEET FOLLOWrNG SPECIFICATIO'NS OR APPROV~O E.QUAL:. SIEVE SIZE 1 1/2" 1" 3/4" 3/8" NO. 200· PERCENTAGE PASSING 100. 5-40 0-17 0-7 0-3 BACKDRAIN DETAIL (GEOFABRIG) 30038-00 DATE: JULY 1986 FIGi.:JRE: D7 I I I I I I I -1 I I I I I I I I I I -~SURFACE OF . FIRM EARTH MATERIAL ----------· ----' / ~ . ' ~/ . '\."\ COMPACTED FILL /// TYPICAL BENCHING \\ /./ \ \'\. // '----\o. ........._ _ _,,,, A---'-' ~ ~/ SEE DETAIL BELOW DETAIL · REMOVE UN-$UJTABLE MATE·RIAL INCLINE TOWARD DRAIN MINIMUM 4• DIAMETER APPROVED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 9 FT3 PER LINEAR FOOT OF APPROVED FILTER MATERIAL •• ,__ __ -______ ._,_ l• FILTER MATERIAL BED·DJNG, L 14" ~ 1 M·INIMUM 1 FILTER MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE 1· 100 314• 90-100 31a• 40-100 N0.4 25-40 N0.30 5-15 NO.SO 0-7 N0.200 0-3 APPROVED PIPE TO B·E SCHEDULE 40. POLY-VINYL-CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUS·H STRENGTH 1000 p.si . PIPE DIAMETER TO MEET t·HE FOLLOWING CRITE-R-IA, SUBJECT TO flELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENC.OUNTERED DURING GRAD-ING LENGTH OF R-UN UPPER 500' NEXT 1000' ~ > 1500' PIPE DIAMETEfl !3. TYPICAL CANYON SUBDHAIN DETAIL JOB NO.: 30038-00 DATE: JULY 1986· FlGUA~: 08 1· I I I I I I I I I I I I I 1· I I I I I CANYON SUBDRAIN DETAILS FIRM EARTH . 7-SUR.FACE OF 0 // . "'" / / TYPICAL BENCHING "\\ COMPACTED FILL/// \"\ I; \ '\.. /I; .___..., '-... / ---- :---.. -/ R E MO V E U:N S:U I t A~ LE MATERIAL INCLJN·E TOWARD DRAIN SEE DETAILS TRENCH DETAIL 6..:....1:! I N I M J!..!:L O V E 13...!::...6. P OPTIONAL V-DITCH DETAIL MINIMUM 9 FT3 PER LINEAL ·· FOOT OF APPROVED DRAIN M--A TERI AL SUPAC 8-P FABRIC OR APPROVED EQUAL 2 4• MINIMUM ~ 2 4• l, 1 MINIMUM1 SUPAC ~-P FABRIC OR APPROVEI:> EQUAL MINIMUM 9 FT 3 PEA LINEAL FOOT OF APPROVED DRAIN MATERIAL DRAIN MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: ADD MINIMUM 4• DIAMETER APPROVED PERFORATED PIPE WI-IEN GRADIENT IS LES·s THAN 2% SIEVE SIZE 1 1 / 2 • PERCENTAGE PASSING 1 • 314• 3/8. NO.200 IJOB NO.: 30038-00 88-100 5-40 0-17 0-7 0-3 APP·RO-VED PIPE: TO BE SCHED-ULE 40· POLY-VIN·YL- CHLORIDE (P.V.C.) OR APPROVED EQUAL. Ml'NIMUM CRUSH STR.ENGTH 1000 psi. GEOFABRIC SUBDRAIN I DATE: JULY 1986 t ---------·------· ---· - REMOVE ALL TOPSOIL. COLLUVIUM AND CREEP MATERIAL FROM TRANSITION CUT/ Fl LL CONTACT ON GRADING PLAN CUT/FILL CONTACT ON •AS-BUILT• . NATURAL~ -- TOPOGRAPHY . --------------CUT SLOPE* -/ ------------o',JE-_..--I ---~€.\A ---~----~t:,E------:~o C ..-~ -.. .... ---',J\\}ff' ---\_.\..\) ---cO ---' o \ \..• .,...,.~------~ I -;..----"'{~_:.--TYPICAL -----~---- FILL ~15' MINIMUM--t BEDROCK OR APPROVED FOUNDATION MATERIAL * NOTE: CUT SLOPE PORTION SHALL BE MADE PRIOR TO PLACEMENT m= FILL . . FILL SL,.OPE ABOVE CUT SLOPE DETAIL Joa tlb.t 1 o Cl 3 a-o·o .,DATE: JULY. 1986 _ FIGURE: D11 A I I I I I I I I I I I I I I I I I I GENERAL GRADING RECOMMENDATIONS - CUT LOT ----_,-.. ----------------·----~~~~ ~ -TOPSOIL, COLLUVIUM AND _._.- WEATHE.REO BEDROCK _ _. ------- --- _..---O.RIGINAL -GROUND ---------- ---------UNWEATHERED BEDROCK OVEREXCAVATE AND REGRADE ' CUT/FILL LOT (TRANSITIO·N) ----. -/ --/ -/ -------------/.,,..,..,, ----~--------/ TOPSOIL, ,,,....,,..,. --coLLUVIUM AND -"""-------' WEATHERED / BEDROCK_,,..,,,,... COMPACTED FILL UNWEATHERED BEDROCK ,,,.,,,.,,..,..,,..,..,,,,- TRANSITION LOT DETAIL JOB NO.: 30038-00 DATE: JULY 1986 ;..-ORIGINAL ---.,,,.,,, GROUND -/ / /· ·OVEREXCAVATE AND REGRADE:: FIGURE: 012 I . I I I I I I I I· I I I I I I .I I I .·I 0 FIN I S HE D GR AD E CLEAR AREA FOR FOUNDATION, UTILITIES, AND SWIMMING POOLS 0 0 p 15' 1 BUILDING . FACE STREET oy ~v \_WINDROW JOB NO.: 5' OR BELOW DEPTH OF DEEPEST UTILITY TRENCH (WHICHEVER GREATER) TYPICAL WINDROW DETAIL (EDGE VIEW) 30038-00 GRANULAR SOIL FLOODED TO FILL VOIDS HORIZONTALLY PLACE.D COMPACTION Fl.LL PROFILE VIEW ROCI< DISPOSAL DETAIL DATE: JULY 1986 . FIGURE.: D13 -- 1200 ELM AVENUE CARLSBAD, CA 92008-1989 (!tittt nf Qtarlnbah FINANCE DEPARTMENT TO: COMMUNITY DEVELOPMENT SUBJECT: ·RECORDING FEES·FOR PFF FEES/FACILITY MGMT/PARKS FEES RECORDING FEE $9.00 (#78513) Marty Arthur Accounts Receivable Supervisor BUILDING . '*==4 TELEPHONE (619) 434-2882 >.. ~ •• <r "\_) · · CITY OF CARLSBAD U 1200 ELM AVENUE CARLSBAD, CALIFORNIA 92008 438-5621 · ./ .· ·; --...... · ·.·-ACC_OU.NT. NO. · _ DESCRrPTION . . 3 i;)-fl·. :J / 6--_-. ' ·"°f'• ... . -,.::.-<· .. --~,1,. ~.-1 ,-.--.,~-f.v=-v, _"'. . . ~ . -. -~-:· •· . --.--· ·~ "! '• ' .: • ,., '• __ .,·.·.· . : '. ,•,' '• ,r ~ ' • , • • -...,., .---· .:_ ·•• •rl .,~ >, <·•· <' ' .. ··•··· •,.: ,; ;,'' ::,t~}i\{;ll)ff,;_:;~,f, ' ' .... ;-. , ~-: .: . : ·. .-. -,:·.: . -·:.· ; : .· I > ~ .. ' ·, : .·' ,l . .-•,· -, . ., ,· ..... _ ... ~ . •' --- , r -:-. ..,. ! -~ .. ·/: ~ . ~ ..... , . .. : ' --,_ . . •.• .. . . ·, ··oescR1Pi'10N i._.. · AMOUNT -: -.. ACCOUNT NO. . ,·· I ~ Ro / 0 3-(}'5,1)000 2 () ·{'-j (!_'-·_5· PAR)< r1~s-,;-; j ·;J ~\ -5Jq. .. ') ' .. ·Rvrtte fneo _I I ., -· ,7() 3 ;:; .. o;;~~-"':;/'J3t I I (1' c_.: ·ct~--·3 ;;-y I I I I I I I ·J rvv. () ~>0 I I 1· I I I I I .. I I . -,._. --. -· -····. --· -----·---I I I RECEIPT NO. 7851 1 TOTAL ,,--. ) I ~ ) ' ·" I / I -· _, . ', ~ .. !s ,. SCHOOL FEE COMPLIANCE CERTIFICATION (Gove~nment Code Section 53080(b)) This .form ~hall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the School District and returned to the Building Department of the City of Carlsbad. PROJECT INFORMATION (To be completed by the ~pplicant) Project Address: d2.5''3Z ~¼ Project Applicant: ~ Proj:ect Type: Residential/No. of Dwellings Commercial Pdustrial -Phased Project: Yes No. Building Permits are for entire project Yes No. qquare feet of covered or enclosed space -'-3/.~2-~(;?.~:-A--Y':::---'---~---- Plan check or Building Permit No • ..,,..-'~"----,---3_:2-__ 9:_-___ ...3 ............ _________ _ Official checking form,/~ c;~ Date /-J<f--?-Z INFORMATION VERIFICATION (To be completed by the project applicant) I, CacctcPc-:::Aendau;) O»eJcared:Ccr1\, declare under penalty of perjury under the Laws of the State of Californ:£athat!am the project applicant for the project listed above and that the foregoing information is true and correct. Executed_ th~s b)d ..-,day of . :/-f,};)(UQ.-(J.J. , . , 198:;f, at _Carf=·~6-D-®_x, ___ _ California. · {I FEE CERTIFICATION (To be completed by the School District) ---Applicant has complied with fee requirement under Government Code 53080. Project is subject to an existing fee agreement. ---, __ /_ Project exempt from Government Code 53080. Final Map approval and construction started before September 1, 1986. (other school fees paid) Other -------------,-------------- School District Official: DATE NAME (PRINT) PHONE NO. ·\§~s -~v-. TITLE ' SCHOOL FEE COMPLIANCE CERTIFICATION (Government Code Section 53080(b)) This form shall be used to determine the amount of school fees for a project and to verify that the proj.ect applicant has complied with the school fee requirements . . No building permits for the proj e.ets s.hall be issued until the certification is signed by the School District and returned to the Building Department of the City of Carlsbad. PROJECT INFORMATION (To be completed by the applicant) Project Address: ____ '2:::~~:::,:.::........!.::'.:~!.=:11~~(LY.~~~------------,----Ptoje·ct Applicant: Project Type: Residential/No. of Dwellings Commercial -Phased Projec.t: _Yes No. Building Permits are for entire project Yes No. Square feet of covered or enclosed space --./_¥.~7,~7ri...,...'21'----------- Plati. check or Bui;lding Permit No. £%.--,32-:-y-..-/ · Official checki.ng form ~-r:::::4i~« · Date /-/9--;;177 iNFORMATION VERIFICATION (To be completed by the project applicant) I L,O(dOV\...,~PllQOl:6 r:::eoe!~ , declare under penalty of perjury under the La~s ;{ £s:ate ofCalifrnia that I am the project applicant for the project listed above and that the foregoiI_l.g, information is true and corr,?l~t-o . Executed this w day of {:eh(<Ja,,n,J , 198,1::., at ~(5\o?\~ California. . J FEE CERTIFICATION (To he completed by the School District) ---Applicant has complied with fee requirement under Government Code 53080. Project is subject to an existing fee agreement. --7---,,Project exempt from Government Code 53080. -.-.- Final Map approval and. construction started before September 1, 1986. --(other school fees paid) · Other ------------""----------------- School District Official: ~Lt/tr~ SIGNATURE 0~ ~Q~Y-- NAME (PRINT) 'PHONE NO. ~\)S~ :ffi_~ .. TITTIE • SCHOOL FEE COMPLIANCE CERTIFICATION (Government Code Section 53080(b)) This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the School District and returned to the Building Department of the· City of Carlsbad. PROJECT INFORMATION (To be completed by the applicant) Project Address: Project Applicant: Project Type: _Residential/No. of Dwellings Commercial Jindustrial Phased Project:· Yes No. Building Permits a.re for entire project Yes ,No. Square feet 0£ covered or enclosed space .... z .... · .,._fl .... ;?e!---='() _________ _ Plan c?eck or Building Permit No .. '""""'----i,_-3=.....e:-£=,,_-_....v ___________ _ Official checking form 7~~:;;c; . Date /-/9-1"7 INFORMATION VERIFICATION (To be completed by the project applicant) I, c.a~ 2,.r\todo.iY:> De1)E_\~(Yd\C ., declare under penalty of perjury under the Laws of.the State of Californ'a that I am the project applicant for the project listed above and that the foregoinAirtlo.rmation is true and corwct. Executed this Zro\ day of .m:rh , 198.j', at L&:::\;"')Y)O,Q California. FEE CERTIF~CATION (To be completed by the School District) ---Applicant has complied with fee requirement under Government Code 53080. . Project is subject to an existing fee agreement. ---" ---Project exempt from Government Code 53080. Final Map approval and construction started before September 1, 1986. --(other school fees paid) Other ------------------ School District Official: SIGNATURE DATE ~OY\\f\ :t\9.,y: NAME (PRINT) PHONE NO.