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2075 LAS PALMAS DR; ; 84-150; Permit
~--·-· __ ,-··-·--· ·-7 . USE BAL\ ""INT PEN ONLY& PRESS H;RD: _ ' ' ; _ ' : -;.PP~IC'INTTO ALL IN INFOR~Jlr!O~ WITHIN SHADED AREA AND DEOl.ARATIONS., -~ · '·· EJ·•I herebv.· afflrm·that l·am·llcensed•under. J· , · · -• ,-... --· ·-• .I. -· • •·• • Kn , ! ' , l'I l'I Ql · . · ._ ___ ,...., •· ~ . . · '-t l · CAR' [S'BAD BUltD'ING"DEP' 'A"l'ITMENT"-' ····--·----·-···-·-. ··-.-,-----··"A·p·p·[·:1cl(:r'10··N'."D, p·e· R. ·M1T··-~----·--·-·-,• -· -·· _.,. .. _ .. ___ ..... , o . i::pro'Vlalot1/s.':i~tH:tiai>ter;''9;{commencing with t · :_ ; : fi .t· . .. t 1200 :Elin, C)l'l'\sbad, California 92008-1'989 (6,19) 438-5525 j ! : , . Cl) :-· .ti~\~!1~fc;,:i:ti:~~~::0;~! :Yt~~~~~=I~~~ ,·i ./O? At~F,\ESS. ~: I_· . . f ~-v. s-i:.Ro. -NEARESTCROSSfT, ·, t?A'fE OhPPl,,JIC/tA.Tl?N_ BUSINESS LiCENSE # · /\t.ALJJATID~ ··1;-· PERMIT NUMBER ··iI 1\ · .,, .... •full'force·and'effect -...... · -· ·' ·-----1--':'?'"_.._.'T"),. -· ·---•·A--.;.,-: · i~.-.1 , · · . O. (./. · / IL :-,: ~ , >-. ,;\t'I::jJ-~icNo· .... :_-Class---~-i. ·;~\/• --~'. ~-:.Wl.._J..,"\A,-5_ ... ·•.···· ..•..... ,. ... :r·;·7: . , ..... ·.·--· _··· I ·r7"-~--:J;-~~:'·· ·--.-··-·.···. ···:~1 · ,:o;.:._. -~7,., :, .. , :· ·· .. : : · ·· · · ·.. . · -· ! · L%-'1. · l}\.oc1s ' ·· ·· .. J. ·su~· o·~-r~-~-it>d· ·· A:,.sEssoR.PARcEL ·NQ. . · cor:.TR.AcToR 1· / · coNTRACToRs i>HoNe, zoNE .. · ·f'I / 'a o . .l·'r7·,.•.: . .-·•'--. . r .. ,. ;-.-,-.z. t-r:-.. . . .. --··-· ..... ·,· ..... _ .. --·,. .... .. . . -·--·· -1-;• ,....., ··r3?··· ................... --·--··. ···--·· ..J.G.-.. a. ,.. .. :I;. he[etiy affirm: .that 1. am .exempt ftom the .cootrac· . . . • . . . ...;, 11(;1, , L-b Cl. 4Ve_,:,, I . . , , , ~ I . E · , ··,-,tor's licepS~·.Law lor the following reason (Sec. 7031.5 I •. . ' . , ' . . . . · . . . . . ' . '. .. ". .;, 1 ·-Cl) ,;:, .~;:..B~sfiiesra~'dProfessionsCode:,Anycily~rcounty~h_ichre-OWNERS NAM~ . : . , · bWNER'SP.HDNE . . . , . . . 1. . T7' . . . . . · ... · ·. _ .. .f-. · .·•· quires a•perm1l·lo·construct.--alter, improve;•demohsh, ·or ·( • · ~ · · -~ ~-• · • · --· • ·, • · · · ·· .fl·A-J · · ·· ... · · · .· "CO'NTRACTOR'S'11DtJR'ESS' · . · ... .. • • • ·• .. • ... ·• ··• 'LICENSE NO:" • • • • PC:A'N ·r:o:-":,f • •• · • .. • "'eCoG·1.1s·E--c'CYD.E ---.. • .. • · ,,. '\·,.rep~i(any,structure,prio"rlii_itsissuancealsoTequiresthea~-f A >~•·•·'l' # .. A. • A 12.. -.: '/2,,.,f)~ -AA. "'J.'·"'~ ' · 1 , • • I · pl,cant for•such permit to file.a signed slalemenl that.he IS . TTL. ~ ,__,,...,,r-rr"l~r· · -=>, . , -Y~.,,..~i . ..-..;;;, 1-r..,,,.; . : . . 7""' ,.-i.-. , ""li~ens'ed 'pursuant"fo;tW,ilrqv_is.i?.ns ~1-lhe .. ~ontraclo'r's ,. OWNER'S MAILING ADDRESS : .... "· · • .. · '•· ••«<,;J_ ~--·lA.JjJA-th{J.~,A,..-_ .. _ · --···---·· '2;tfp ./..¥.'/ ·: ... " .. -· .. -.-------.. ,., -·· .. ~ -···· ---:2 ...... ' .... '""--•--" ··--------.... ,. Section 7000 of 'I · · · , · . . . . . : . . . ·. . . o ode)orthal1s-ex"'•· /.--.~,A ..... ,;~, ........ , ' A t! : .~E GR· \ , , LICENSE,# STJli:NDARDPLAN# ,BUILOINGSQ.FOOTAGE (D' i-exem fion: ·Jin , .I' -· v. · /,,v ·.. u. · ..::> . • · , · : • · . · ' , · · . 1 · ,1,ca"ni,lo~a-f.rm1l,sur :,1-· . _'S ,• ',C,, . ll.J-;,J l"f!!:l7A',. ~-. IVIL'.4-'f7o.,.. '}... ., .. A'A .:.·....r--="·· l ,., , __ .,. .. v -. -. ... . . ... ·-... -.. --··--:···-. --~-,-_J -:2:..-, --~ - oi-holmorelhan\Jiv'e'hun-·( DESCRtPTJOl<lbFWOAK' ,; 'is.' . . ' . ,.,,., • ..,.., F-N ~-s.-~ . ,. ~~I::) .• I I ..... -~· ,.._,,' '"'• i' -r-, f -_-,-......,t) _L) ,-·:J..,/) f .._ , . . , ...... ·.· DESJG_~ER'J:i_",O.[?RES~ , .. . ....... ., .. , .. . •. • DESIGNER'S PHO~E.: ........ -·;_ ... ··-·.. • . , _ ~--• ... ·-· _ ' .~. ··eC :/ ~ ...._.. 7 : .... ~: s· .. L..L.---.'. · . . ! . i · · .. 71:'/7lB41:J107 .· . .-.~ t . ,, (...2) ~·J L 1-: tJ ...... M-.t!-. . . ·.. ;· . , .. . : . . . -.... : ·-.... .:. .. _. ·ourwH-Ti:1<;f--.1. ·". ---~ --.15..685 .• se ;._.~,., ,, I· , , F/P FLA E_L,EV, : . . NO DCC G!' . ,EDU .i;... . !..II ·P· !.J/ 7 171 .04 a31. "·6 e:e ,9' I · . • , · · · STORIES ·f:!2' _'-\__.;;-, '1 r · • • ,,._,. •.. ,, .. U c JJ ciJ ~ :}r> _· · : . . · . · ' · · ·· · · --:-·.· ·--·vEJ r-:;iq --:-;-: ---:· J-. _--~---~ ; __ ·'rJ&.·-:-r · · r,;, r:J/··,-_---·.---~ ... .,..-:---· · ·· · -----· .-.:;r . · • ·ee'Nsus-T.RAC'T ·," GP: t.'ANe use· · PARK 1~d SPACE · •RES ur-.ltTs . G~ADJNG PERMIT 1ssueo · REDEl/,EL9PMENT i ; , . · TvP_E .. ace.Lo AD Fl Fie'"sPR : · · "2 ' ·r -~ ----'.-.. ·:--~r. --\-----·-e. ' ~,-. . r ~-: ·.· r· ,. +--_; . -y [J N ~: ••. I· AREA-~--vc{:·o,--:· :"_ ·--"·---~~·K1tJ··-----:---~-N;; ... -Qptb·q:gai;pi,7~s0ffch7ne Ce,;i,;-etf --~ i;;;·s ~~ . .'qJ ... ?~ ... owneroJtheproperty.,.,am_exclusively.,co~tractipg,__ i· ... ---'-.:• ••--' :~---~ ~--........ : \;.,,,.""" .· .. ' .. ;.~· ··.~. -"•:• --< , __ -~-..... -.... : •: :-... ·_,,..'_,_,, ____ ---o ------·,--,"" -~-r--~-·7',/f'~·----•·•_ ... ,_ . .._·A_:· .... , O ... ___ ~ _. ___ .,. •-· .. .,. •• 1 ' w1th!1c.~~s~.d_c_ontractorslocons1rµ,cttheproject(Sec . .7_Q44, f QTY ·' PLUMBING PERMIT. issue A Sc.. QTY· M"=CHANIOAL PEF-IMfT -ISSllJc:! . .=s. . . SUMMARY/ACCOUNT NUMBER-. <-. ,· Business anij ·Professions Code: The,Contractor"s License . · 1 · . , c, , . Q· , · , '-, , . · . I..\ , .,,..11 , o :-··: .• ~a.wdoes'nl>!"a.i!i>ly,to'ari·ownerp!'property,w~o.bljildSJ(I"!·.::'' .• ~-. , .• , ·' · •....• ": ... ·:" ·---. '. . ~ ·' ·; ·,' · . : •. : · ·!.' · • · .~ '-r.J . · , . ~~, ......... en . _, ,; P.~ov~s·.1~~reo~;~nd',whg,cp~tra~t,i;for·e;ich,projec\s.r,dh·a, , :! ·, .·, l;;ACH F-IXTORE T<RAP 1 . · ; INSTAL~ FURN, DUCTS i.JP TO 100 000 BTU : r 8UILDING·PERMIT 01·00·00·8220 · ,--L,,, fj 7t. -~ ~ , . ,~w;aclor(s) llcense.plJrsuanl. to the ·Conlraclor',s.L1cense, -t .. ~ • ; .·, _' ; · . . , · ·. . . · ' .. ; • .. ' 1· . ·. _. .. ' ' ' . J . . • ·. . · • , ...-C/l Q (. ~._-t'.·'.:·.~~···• .. ·. ·j .~AC-!i8Ull'.OIN(l;SEWE~ j--···· -·, -· ... _,. .... OYER100,0008J:JJ/·.~---·~-.. ,·---:·-·SIGN:~~RMIL._ ---···:,---·-01.,00,00,ij~Z,1--··-'j,c··· ..... ----·--~ ... ~--_. P:~sahorneiw~e(lamimpr":'mgmyhome,,an~·lhJfOllo,~_-! . ·;., 'Eii-r-~'W"'f:,.,R,HE·~:miA'',1016RVENT.. ' ' . BOILER-/GOMPRESSOR UPTd3.HP ~.: PtANCHECK . '01-oo-00-8806 , -.c:z.-;, ""' -. I -C 1 .... mg cond1tion~ftx1s,t..,_.1 ,_ ~ •• ~ r • :;_ ~. , ~ u ... . ~~1 • ~"r.. :~_:L\,, r-..1 -• ,-\! . , , • , , , , , ,. ~ /:. 1 , • . --, ,, 11---.:::i _ , . ....,_., JI ; '. ~. +-7h~~~~r~iJU"/~g~rt~i;:,dft:~r:e~emonlhs ,_( ... ·., E~'t:il;}.s:s·vsTEM1rTCJ14'QUT'l'Ets· ' . ._ ... " ·-::----8QILER/COMPRESSOR~-15f1P /. ·: 1 • . . .. .• ' ·'rntALPWM~ING·-.• "'ofoo:00=8222··.·--... -.. -7,.,. •il'l:1. ~-·;:: () prior to complelmn·or-thls work. , · •. , . · , · · . . , , , . · 11 . o w0 3.•l-have·notclalmed-thisexemption•during:the--1 .-~·--EACH·G·ASSYST·EM5()R·MORE--·, '. .,-··· 1 • METALFIREP.LACE. ... /, ..... • •.. _.ELECJRJCAL ,_ , .....• 0.1-00c00·8223 •.. ,.Ar.J~,\..~~"". .... ___ ;:::: lastthreeyears. I. · · · · , · ; · · · · Cl) q l~mexempt,undersec,.. . ..;B&J'.C .. f· EACH INSlA~ .. A~T.ER, REPAIR WATER.PIPE : . _ _V~NT FAN SIN.GLE OJJ,e'( _ . • MECHANICAL 01·00·00·8224 _ . >,- ·• 1 ·tor.'th1s;eason-. ·1 ,'. I·.'.· .. EACt:!VACl!UMfiR~AKEij _ .. . • "MECHEXflAUST.,'HffOO/OUCTs· ,---: --·--·-,.. .... _:··--.• MOBILEHOME ... ·-· 01:oo-OQ·822!i' .• _ ........... ·-·· .• .L . I , WATER SOFTNE~-, . _· .. · . • , .. Rf,LOCAJ!j)K"Q_F EA FURNAC_Elf!EATER '.. • . _ ..... ., .... M.O.!lll:EliO.M.E.et\B.K INSP... ~~. • ---_ . , ......... ,. . . . .... !lf •. · ·.-,-~;: ,.,, -1 '-r EACHROOFORAIN(INSIDE) · ·:~i-··t""'>;,/"'i'~O~:: .• :"·\ ./ ' . SOLAR 01-oo-on-R??R ~ .Q .. lherebyafJ1rm.tliatlha1reacert1hcateof.consent f·--· .. ,-. , . . .. . · , , '/ TOT"L MECHANICAL · -L v n O 19 self•insure, or ~ certih~;,te of workers· 1 , • • • ... • • • -• .r, '" · -· · · STRONG-MOTION .. -'80·92'33·0519 ~ · · · ""1 ('J;· n x .. · .. ""O:: ; ·Compensation Insurance. or-a certified copy thereof f ' , .. t . : • , · -, ,-.!~--~,La~:fooe). -... · ... 1.· -,.,:.· ,T.OTAt'eLUM~ING -, . ] J_[r_ , ; i . FIRE$PRINKLERS 01·00·.00·8227 ____ ·-· -~ z: --~POLICYNO. I .... __ .... ·-· I . .-\ '·.,\-~·.:.;. . -: ", ", ·-(.l . ! ·, . ·JI PU8LICFACILITIESFEE 32·00-00-8933 )<C,S"'y".J -Cl . :2 , . COMPANY ;,_"· · l QTY. t 1., 'El:!E~TRl€'Al:.'.;PERMIT • ISSUE;_ . ,. .. ( _ A() QTY. , _SOLAR· ISSUE . --&' ..... ... . .. .. ··-I ."'· • ~ ' .-· •v : , ·· , .-·· · 8RIOGE·FEE · · · • .. ·-·---··---i 9lCopy,sfiled.,,ththe'C1t~· ,.. I NfWCONSTl)AAMP/SWT!BKR5{a;) ___ '.· -~ ; i''GqLLECTORS . '. :A) . SCHOOLFEE·OISTRICT g fi O Certifi~~bpy IS hereby furnished :. ,1 PH (l'T>IO t¥-"i0 . "Jon. -. ST.QRAGE TANKS -. ' r' . Ir· -~--. -~ ·. ·.· .. Carlsbad ... , . . 80·92·21·0519 . . . . . . . "" :~ _. , , n \ 11/· J j I V U. o__ ·CERTIFICAH.OFEXEMPTIONFROM I _EXISTBLOGEA·AMP/SWT/BKR .. . RqyKSTORAGE--•' ·r--· u1;·· _fl .. Encinitas · 8Q·92·22·0519·· · ..... ;__ () . ··WORKERS' COMPENSATION INSURA!iCE f' . , , n. ; L J V · \ 'f f\ \ .,... ,,n · (T~1s section. need not be completed ,f .the perm,t 1 1 PH 3 PH ; • \ Pu_ty1P Q/ , /I j1 1 San Dieguito 80·92-43-0519 :-- . ~ : .• IS /or one ~~~dred.clo!lars,(SlOO) or. les,s) f . .. -:·.REMOOE-L/Al TER" PER CIR°CU IT . .. .. . • . . . . >~YIN CHECK FEE -. . . : ·v . ; I ) -, y . ·sa~ Marcos··--80·92~24°·0519 . -. -... -·· .. -• ·, 1 , rr: O I· cert1ly that·m the performarce of the worl< for ! . · , . ,... . 1, , 1 C 0, · ·wij,ch )hls pemi1f 1s 'issued, I shall.not employ any ·· .. · · Tl:MP PO LE 200 i'l:MPS.. -. , . -· : '• • :'v,(',r."'";."· __ , _. . , • ',IB '-~ -·: person many miln.nersoas to become subJect to I· , ~ .. ~ -' · ~~, .. -; ~ · ~ · --~ -~-· -:L-, •. theWor1<ers'.Compe1.1sat1on.Lawso1.,ca11forr:1a j·· .. :O,V,E·ij;-2.00-AMPS\--·. , , I· ~\/ • LICENS.ETAX01-00-00-8162 --<D 'N~TICE,TOAPPL16~N.~·i1,af1e:makm~th1scert',. 1-I ' y~~p\ebc.UPA,N'cvlc3b1o'i"Vs)··· , ' ,•,i; : \ \ . .. . . -M 1=· F '1?.r~ ~ ·-· IL T .,, J •. ~ .. ficate of Exeinptiori.: yoU•shoulct become subject fr:," i . -... _ . r • -.,_ r < • t _, • • , " ! ' L ~-~- i)le yYorl<er~· ,Co,j,'pensahon, P(OVISIOPS oJ,tlieJ,abor . ; -. ' .. . . . _; ' I '•, ,.. . ' I • CREDIT DEPOsrf < ~ / ,_ V -~ ' ... Code. you must forthwith comply with such J..... I --r • .... • • -• !l ,. ----------·-------+ ~ ' • ----• I ~ I -/ ·----~o ,.,·1··· pr?vtS10nSO(;th1~-i>'1!m1fshallbedeemedrevoked .I I ' TOTALELECTfflCAL ' I tr."/·/ '., ; .. ' TOlAL,SOLAR. ' . : ; J -/i-r:·~rx -~ --L-.. --· . y ................ \· <-·' · . . . ' ~llJ _ , , TOTAL FEES PAYABLE / ·..-t, . a. ; •y-_,;,.::.-.. -~:• .. .:...', -ti>/ ·•if•::.t, ~°'aJ: ,.,. ' ·1 , '\:::~l .: :~., _:...:·:. \ .• ~ ( "'\ {_ ,.,_, -~ • ' •~1 • , : ~, • ~---; . . . , , I . .. ~ • _ _ •-~. ··• ••• ~-•• • ~ ~ , .. ,,] • ' _ ., ·~ _, . . • :. '~ ~-.:[ IC·. ,we -c,i ··z·. ,· LLI ..J , .... , . ' • '·-·-·• • •• ·-( J HAVE CAflEF"Li Y EXAMINED THE. COMPLEi'EO "APPLICATiON AND PERMIT" ANO 00 H~!EBY • Expitati0!1. E~ry per_miJ •~ed by.the 8uilding0fficialundtirthe provisi,msofth18 * AN (l!SHA PERMIT IS REOOIREO FOR EXCAVATIONS OVER ;-I ' O 1:•here.by "aff,rm, that• there ,s a construchon .., . · · --1 · · Code shall expire -by Hm1tall0n and-become null 811d void. If the budding-or work • • . · . · . i'lnd,,ng ~g~·nc.9' lor·ttie p~rfdrrnance· ot·~he wor1s,Jor l.-CERTJF,Y UNO~ -PENALTY, OF. PERJURY JHAT, ALL INFORMATION HEREON INCLUOIN THE authorized by such permit is not commenced within 180dllys from the·<tate of such 5 O DEEP AHO 08IIOUTIOM OR COl>ISTRUCTION OF l ,wh1l:h_,th1s,perm1t 1s ,ssu~d (Sec ·3091: Civil CodeJ .1.. DECLARATIONS /,RE TRUE AND CORRECT AND l FURTHER OERTtfY AND A~REE IF A PE. , IT IS permit, or if the building or wortc authorized by such permit is suspended or STRUCT\JAES OVER 3 STOfllES IN HEIGHT -~ -.,. : :· · -· °"" , . :: .,,, ,-_-~ . -·· , -~ -(' ISSUED: TO COMPLY WIT-H ALL CITY, COUNTY ANO STATE LAWS GOVERNING BUILDINI, ON· aban~ at any .tima-altef the-work is commenced for• oeriod of 180 "•u•. . .. . ~ J.c Lender_sName .... , ,, ,_, .,, · , STAUCTION,WHETHERSPECIFIEDHEREINORNOT. IALSOAGREETOSAVEINOEMNl ANO APPL~ZCANT' .-slGNATUR~1f. NEAD CONTAACTOM' •Af-P-80'yl;:[ 3Y~ ~ ~-.3;: "tender"s'A:dilress·s . -.--,· · ·• , .... -~ • , -.\ KEEP-HARMLESS THE c1:rY·OF CARLSBAD AGAINST ALL LIABILlTIES, <lUDGMENT$, COST -AND ~ ~~uJ -,....1 ' • · · c . , . /. .....,., : _.. · L, h , .J . EXPENSES WHICH MAY IN ANY W'AY ACCRUE AGAINST SAID CITY IN CONSEQUENCE ,0 THE · . 'L BY PHONE ('.j · ·· · -· -· · • · 1 .. · · / --, ·· ..., · .. /' -l GRANTING OF THIS PERMIT. . . . . { ··1 -~ ...-,. -. . _ '..I,. . r-' _· . ~-. 'a...,,( ..1. 1 .J a · ~ I-..u....,.1.,_ • -; tr ·it f ~ _/ . ' ' ... lG___,- TYPE 1. . DATE INSPECTOR -, · ·· , ----------_B-U-IL--D-.IN..,..G---+1 .:..,..· -+----t----·i -. ~~lf -/.!:>7J .. . . ,,. J-' II t ::::,.._ FOUNQATIQN I 1 _ fr~n . ~---FIELD INSPECTION RECORtf REINFORCEO !:E~., ~ _ • ! 1 :J:: I ,'-'~V .· ~!-.-=----,-,_,..:.~~-. -RE.:...~-u~-IR_E_D~S-P-_E-cf~. i~L -,N-s-"-;-EC-"T-,o__:__ N---s-_ --,---,-,----"----'--_ ,-1-NS_P_E_C_T_O_R'_S_..N_Q_TE..,..s-___,--------:-.~,--:--, ,-.-"'--' --'--, ·:~:~~R G.ROUT, ~ , , l . i'f ~ithP-;vt~ INSP~~~,o~-c~~~~f~ ANAs:P~cciJA~·s DATE . • , . --,. ·:~ _:. ·._T_ ~--·· FLOOR & CEll,,!NG-~B F~-MI; ; I I> SOILS COMPLIANCE -V .. ·. :. ~ '. ;_ ' . .: ... -,....,, . ·-... < '• ;:,_ -. , ' SHEATHING . V--~OOF D SH~fl . ~, (j/f:11 JAi/)(/-PRIOR T_O V ., . .. ., -'• ,._...:.:~ -. -- FRAME . l ' I I 'I . FOUNDATION INSP . . /. 1---__;___~' -------'--'~--------'----'------'-'----------j · · · . . 1 , STRUCTURAL CONCRETE 1--· · _ EXTERIOR LATH j , . OVER 2000 PSI V .. INSULATION ' I . . PRESTRESSED .. ' . I CONCRETE INTERIOR LATH & DfWWALL l .. 1--PO_S_T_TE-N-Sl_O_N-ED---+--+-"'.;...' -+------;r-------i ... I . . .. ; ·. CONCRETE ; ·.'. --• / . 1---------~---'-,,-------~-------:--i _, l .. ...,._ • . ..... PLUMBING ! . j, • /: .. . FIELD WELDING l ' SEWER AND BUCO UIPUCO · I n ,.,/C'I' Ii\/}-/'/ 'HIGI-! STRENGTH ; • . ... . _ . . • F . BOLTS / 1 ~ • UNDERGROUND D WASTE D WATER If / / I ,. . . . . ; ..-~; ~ ... ;· \ . . . . . . . .. . . , ' . . . --SPECIAL MASONRY··~ · 1 • TQP OUT D WASTE D W~TER ·-, ! . . _. . -· ..... ' TUB AND SHOWER PAN l ,, -. .o!'!!H , II .a..:. ... :, r----:: v"1 . · . _ _ . _ . . .. . . GAS TEST PKl;S CAISSONS • ' •. D WATER H~TER O SOLAR.WA ER 11 / r'l .-·. --------~--,------~··+--+--------+---------. ·, ! •. -.• ELECTRICAL Y I . ~ ,_i .• ~.. \ • • • D ELECTRIC UNDERGROUND fit ~FFER ... / / ~ ~ . . i .. · __ .. • · ,. ROUGH ELECTRIC 1 . . ' / f , . , .. _ _ o ELECTRIC SERVICE o ·TEMPO$ARY ' ' · I · -· --. . _ ~ · '-< . ,: · - [] BONDING . D POOL I I . . . . . 1-~-------------~-------------'--j . ' --. -t / :,-./ ! . ·-· -,r :~-: ' - . MECHANICAL , ,. · , d. DUCT& PLEM.,. d REF: PIPING 1---------+----',---t-----r-~--i '-'----------~. ""'-__,,_. __ ...:.\-,--"_'.:;,.., ..,~J-'-----~-------------1 HEAT--AIR COND. SYSTEMS 1-,----"-4--,-----e--:-::=--1---t--,-----r-----, . -• " . , ·, ·-~. VENTI.LATING SYSTEMS ._!..;. . '' ····-, ·_, : ' '.:_: ' -.. _" , t-. . ·-· 1-..= .. ________ ___.:_.;..._ _____________ --+.-;. -. . . ··'-'·~--------.J.--+-,---+------~----1 ------------------i--.,..a',....L:'....;.' ........ · __ , __ , ----· ~--,-____. CALL FOR FINAL INSPECT/.J)N WHEN ALL APPROPRIATE _ . /, ~· ,· -, · '; , · \ ;. · 1 \··:·-~-:"' • 0:-: •• • , • • · ITEMS ABOVE HAVfi BEEN APPROVED. -·. ', .. i -··. . ' . . . FINAL ! A . ' . . . ~_,.:..a..--..,....... _____ .'----"--1 .,,_. --'-----------'-----------i PLUMBING I tf --. " ·· ., ELECTRICAL ' ,r 1---~----+---+------,_,r------, . . -~.' . "· .. .. ,. l -..I"' •/ . • -,_ • \ \ ~ .. -'1' ,o ... ,,";A.:•~ ., f ~flt!~_.....~c:iMiiA~.t~ii1c~A~L .. :.--------,J-~f?.'.))_ t'fl''iJ_ ~-/-.• --'--1'-~~-~:-f 1--------~---+-,------1-----1 . ... .-.. -· · · Gas -_, I ,1,_ ,"'....~;;a.t_;f·. •·· ·\.:.. .. \·, .. ' '' .. .. . ._. . ,, .. JG..:, Y""-"' /\LC\" • , -,. BUILDING : .rJ, -r 1 r-, ·---~ ~ .. , · -.. SPECIAL CONDITIONS I ,. \t' I w ...-;~ ••• ~ . \ ------~------1-------------.....i . . ~ ..-• Q ,,._ ~ ,,. l· City of Carlsbad 1200 ELM, CARL~A~ 92008 • TEL. (619) 438-5525 . .,;,,,.,, I,'\ rJob ....,.."'-' I Address LAb n-\LM~/? .~/ \//~ · . Owner f7-U..oJYJAR:' j\1tfbrer EcY61 ;J~'.S fj:\£2.f<. Mailing • Address 2:{,-{54-Co~¢: DEL./te€TO ";;/.)IT A1 MlSCjELLANEOUS RECEIPT MISCELLANEOUS-FEERECEiP:t';_, _ ',,-¢, ·· ,.l.!•. I,.,/"' , .. / ;., . .'/ ~,! ...;; D D ·71_· ),:.l,. * PLAN CH ECK FEE ___ o_1_-oo_-o_o_-8_80_6 ___ -+----'/"--'n'-" . .!...(.,_1 -=-· --1 VALUATION ti/ CJ 1 ;Jcf t<~ - CitytCAt2:LGBAO l2~cto~ 4oS-Z5-SZ D E ;' ~ DEMOLITION~·--~--------f---------1 Coniractor D HOUSE MOVING ___ ·_·--------1-------1 'J..ddress D PARKS AND RECREATION FEE-------+-------1 City Tel. D PUBLIC FACILIT0IES FEE ________ -+----~--' IZip t-::S-ta-te-,-L~ic.-------'-------+-C-it~y -----'----' D · _SCHOOL FEE· DISTRIC'f~--------4--------1 s. Classif. Lie. No. D -·· 1---------------'-------"''' Carlsbad_-c-----------+-------- COMPl.,.ETE FOR PLAN CHECK ONLY ' LEGAL DESCRIPTION Al(,,. Of: lo"'i s, CA¢:l.&fE':'AD 1tZACr /\In. 0 8--=t. ?,._ MAP N~ /'004> I .ASSESSORS PARCEL NO. -----~~--'------- D Encinitas--~---------l--------1 D D D n San Diego ___________ -+------1 San Marcos ___________ --1-------1 CERTIFICATE' OF OCCUP-ANCY _____ --+-------1 01-----------~-~--··-+-------I t--D_ES_C_R_IP_T_IO-'N-'O_F_W_O_R_K'----------------· . n ~~?, :2/ /J] n / . , __,~i'f 8~4 -~ {1/ 0---------------l------1 Pt.AN ID NO. 3 ~ ,.-! ~-0 DESIGNER ADDRESS PHONE ,' (G,J'iJ) Z.11.t>-7710 D--~------------1------' D~~-~-----------1------1 [] ------------~----+------1 o_~~-----------1---......,..,.~--1 TOTAL FEE $ ·7 h.5?. *WARNING: PLAN CHECK FEES. WHERE NO ACTION IS TAKEN BY THE APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED. ARE FORFEITED TO THE CITY. -- COMMENTS: ____ ~---------~--'----1 Signature of Applicant ~,;;~Date 3--zer8i.1· _____________________ _.:_i'-" .. ·-\ --1f White -Applicant Yellow -File Pink -(1) Finance (2) Data Process· Gold -Assessor 1 I ( / . ---;. ~\ '-..,'( ·\.:: APPLICATION.FOR PERMIT TO CONNECT TO CITY SEWER SYSTEM. CITY OF CARLSBAD ENGINEERING DEPARTMENT 438-5541 FOR APPLICANT TO FILL IN BUILDING ADDRESS OWNER v' MAILING ADDRESS CONTRACTOR CONTRACTOR'S ADDRESS .,/ NEW BUILDING I EXLSTING BUILDI_NG.1 /,\ LEGAL DESCRIPTION f-. ... (. \ ,..-,, l.7/ -"lloA,J •... /I'..../ i' :,:~o ,1.-"'re-.,r::;,..\ \.l' , ' LATERAL LOCATION : ...: ~-I I ...: en en rl'\ r ~ '-v '-1,/ , I I ! ' ST. .. r r LATERAL NO. INSTALLATION DATE ISSUED BY\--.... /'----;--,--'·,-\,...,.....,·,,... .... .....,\ ______ ....,.... __ _ ' i / \ \ ,,!-, \ . ' DATE ISSl:JE_D--,----\-i,....-'-'-------~---- , .··\ ' VALIDATION • \ \ LATERAL CHARGE COMPUTATION STANDARD 4" (Max, H, 30', V, 10') ___ _,,,.,../..._~----- 0VER 30' H, .@ . FT.---,,,...,=/ __ ·-------- OVER 10' V--~-®---.f~--------~- STANDARD 6" (Max, H. 30'<-~0')_·_· _______ _ /" OVER 30' H. ....@,~ ___ FT. ______ ~--- OVER 10' V. ~/.,.. @,~---FT, ,· ----------- !,O'T"AL CONSTRUCTI.ON COST---------~ SERVICE CHARGE (REPAVING ETC.)~~--'---'----,c.-- TOTAL LATERAL CHARGE---------- LINE cost DATA ---- ASSESSMENT DIST. NO.=_,.,,,..,,.--=--'-~"--------·---------- FRONTAGE -~OST PER FT._~--TOTAL __ _ ---OTHER---------'------------"-~- CONNECTION FEE /• I ?1.) I,. 1' • . ,.) yr:--/:: NO. UNITS--~COST PER UNIT---TOTAL--'-- ---~-----------NO. UNITS ___ COST .P.ER--L:JNl1 __ ...-TOTAL---''--- -~------------~ .. --- PUMP STATION FEES ... )1(! ;71>0 .. ~ TOTALCHARGES(LATERALETCJ,~r-.-~. ----~--- WHITE: Eilglneerlni GR~EN: Flna_nce_ YELLOV'J: Sanitation PINK: Buil_ding .~OLDEN~OD: Per_mitter To: ENGINEERIW!RE~ ~LANNING, UTILITIES FINAL lNSP"ECTION NOTICE c/ Date /1-/%-,,~ Address -:2.0,7.J-~Ian# cf'l/-J-o.3 I I' s ,,,.---.11..F -:-,__,"'7G.,,,,,,l,t~......JI E Type 'of Construction -=--~,:;___c:....:::;.__;_=-___;;;:__ ______ _ C 1 Ph. No. ¥ :J cf.;;0 f,;J l I Pers9n to Contact-------'--- C Date Approved " g Department Utilities Department Date Date Date Approved Approved Approved Comments: ..... ___________________ _ IF A RESPONSE IS NOT RECEIVED WITHIN 24 HOURS, !TWILL BE ASSUMED IT IS OKAY TO FINAL. -~--.-. __ .___ .. - " Type of Construction1_,_ _ ___!~~~~5~~~L--- Pe Date Approved Date Approved Date Approved Comments: ___________________ _ \ IF A RESPONSE IS NOT RECtVED WITHIN 24 HOURS, IT WILL BE ASSUMED IT IS OKAY TO FINAL.' , , ~ E C u E s T R E a u E _e- ('i Wyman "'· Testing Laboratories . ' 20165 QUESTHAVEN ROAD' ESCONDIDO, CALIF. 92025 (619) 744-0146 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF OREINF0ACED CONCRETE OSTRUCT. STEEL ASSEMBLY OPRE-STRESSED CONCRETE OREINF0RCED GYPSUM OGLUE-LAM.FABRICATI0N OREINFORCED MASONRY . OPILE DRIVING O0THER JOB ,/1,,'DDRESS FOR WEEK ENDING NO. u DLDG. PERMIT NO, . PLAN FILE NO. 84-150 None SOUHCE OR MFGR. DESCRIBE MAT'L. (MIX DESIGN, RE•DAR GRADE & MFGR,) Welder: Jim. Tilt-up Welding Inspection 8-20 Inspected joint preparation, fit-up and welding of typical chord bar and weld plate connections for tilt-up panels. Certified welders were observed for proper welding . procedures and techniques. Completed welds were inspect~d for size, length, location and quality and unless otherwise noted were found in accordance witti applicable drawings, details noted, sections and building specifications. varified the cabon equivalant with the mill certificate and the perheat temperature per applicable standards for the chord bars. Visually inspected the welding of panels in the west wall elevat:i,ons. 8-21 Visually inspected the welding of panels in the east and south elevations. ·S 8-22 Visually insp~cte4 the welding of panels in the south and north elevations. a:.ij Visually inspected the welding of panels in the north, west .and east elevations •. This report concludes the w,elding inspection for this project. Palomar Air .. Krommenkoek/McKeown Henry Worley Assoc. Lusardi' coc ----- 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 SPECIFICATIONS,& APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS. URE OF'REGISTERED INSPIECTOA ,~?'14)<:? U REGISTER NUMBER . "' DU~E TDIBER COMSTRUCTIOI COHPAMY, I•~. 13950 Jlaate Yiata Aye. P. o. Box., 1800 0J1no, CA 91710 ,fl£c_E1 VE;o s .. EP 101984 Date: LUSARDI r.m,;~r·uc-.,... September 6, 19811-"'.n~ lluf.J Lusardi Construction 1570 Linda Vista Dr. San Marcos, CA 92069 Subject: AITC Certif'icates of Conformance Glued-Laminated Beams ~ob Descriptioo: ____ 5_1_5_6_-_Pa_l_o_mar __ A_i_r_p_or_t_B_u_s_. ____ _ Lot 5 Carlsbad CA Gentlemen:· We have received many requests from Contractors for copies of Beam Certificates to expedite roof inspections. In an effort to help prevent costly delays we are sending the original Beam Certificate_ to the Contractor. The inspectors at various Departments of Building and Safety have received these Certificates in the past and requests for them will be directed to you. DUKE TIMBER COHSTRUCTIO:tl 'co;/ INC. • I '' .~.~ ~ .... Valentine . . --------. Eno. AITC Certificates / ., . '. ':\\)TE OF TIM~A ' « '. ~, . "<',P iAiTCl , . • > . ~ ~ ~-------- ~ ® z . ·c O N F O R M A N C· E· -· .,. QUALIFIED LICENSEE --------------· ... _ .. HE UNDERSIGNED MANUFACTURER HEREBY. CERTIFIES that the products identified below and on attached sheets Nos. 1 · are marked with the Collective Mark of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) and were manufactured in conformance with applicable provisions of American National Standard ANSI/ AITG A 190.1-1983, Structural Glued Laminated Timber, and that such manufacture has been at our plant in Saginaw. Oregon , which plant has a quality control system approved by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION and inspected periodically by such Bµreau: The manufacture of these members complies with the manufacturing and fabricating provisions of Chapter 25 of the Uniform Building Code. - JOBNAME: __ P..;.a=l'-"-o=m=a""-r_A_,1.=·r::..ip'--'o=r-=t~B=u=-s1.=·n=e=s::..::se..._;;;Pc.:a=r-=-=k'-------'(-=Du=k=-e_T=1=·m..,b=e=--r,..__;:C'""'o=n,,._s..,,tr"'"'u.,.,,c""'t~i,_,.o...,n'--"'C,.,_o.._. "-) _ Jos·LocATION: ..... -__ C_a=rl=s~b_a_d ___ C..,..a~·---,----------------------- CUSTOMER'S ORDER N0.--=5c.c1=5-"6_._/_1=9'-4.:..;:Q~_ DATE , 8/16/84 MFGA'S ORDER N0.---:3:..!.7_,_4=2 ______ _ G. W. Ne_um,1p COMPANY --=B;..:,o=h=e=m=i=a--=In=c,.,_, • .__ _____ _ S,GNA;'ASX=\ TITLE __ _;;Q_;_. _c_.;;__D_;i;;_r_e_c_t_or ___ ADDRESS __ s_a_,g.:..i_n_a_w-<.,_O_re_,g.:_o_n ___ DATE _8'-'/_2_;4..:.../..:c.84...:...._ ____ _ -A/ TC HER£ BY CE RT/ F/ ES that the said company at its said plant is licensed by the : AMERICAN INSTITUTE OF TIMBER CONSTRUCTION to use the AITC Collective Mark in respect of products which comply with applicable provisions of said Standard, that the adequacy of the quality ~ontrol system in effect at said plant is periodically ins'pected and verified by the Inspection Bureau of -the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, and that, in the judgment of AITC, said company is capable of complying with applicable i;nanufacturing and testing provisions of said Standard in respect of products manufactured at said plant. Conformance with the Standard in respect of any specific or par~icular product is the sole responsibility of the manufacturer; AITC's guarantee hereunder being that the said company is qualified to produce a product meeting the said Standard and t),at its plant is periodically inspected an,d verified by the AITC Inspection Bureau: .. _ .. AITC Certificate No. 119 0 8 A ,. · AMERICAN INSTITUTE OF TIMBER CONSTRUCTION @ 1983 AMERICAN INSTITUTE OF TIMl;!ER CONSTRUCTION AITC FORM IBCA ,. . 'I 1..,.1, --=---- ,. "' TTACHMENT NUMBER 11 TO ... I TC Certificate of Conformance No. 11908 A ------Dated 8/24/84 Job Name: ~alomar Airport Business Park Job Location: Carlsbad . Ca. Customer's Order No. 5l56 I l940 Dated 8/16/84 Mfgr's Order No. _3_7_4_2 ____ _ The following identifies the members and gives the basic specifications that were used on this job: Lumber Species: __ '-'-D-=o-=u:.c:agc=lc::a;.:::;s_F-=i:.::r'------~----------------------- Member Identi- fication Quantity SEE ATTACHED MEMBER SCHEDULES ... , 'I_Q_p,, ------? f P. ..... l'-''-'--t P-111 AITC Licensed Plant No. Bohemia Inco Company AITC Form 1B-2-65 Size Combi- nation 24F-V3 Adhesive Type_ Ext • ~pear- ance Grade Ind. ~,'\uTE DF TIMeepN ~ CJ, -9 Camber W. Neuman i A me· I p ant \J'uol ty Contro~rvisor ~ g ~8~/~2~4~/8~4:__ ________ _ < @) z w Dote © 1965 American Institute of Timber Construction ------------------_______ 1 --------·-----~--·· -------- ) 1 ~ ·-·n~o ~C.HEDULE *** :i-JOBi} : 3742 • HWS-37'-f-.;;),. CJ....,.._-,_.:-· _____ Dfl.TE: 08-14-84 '1 --NAfiE-·: DUKE TJMBEfCCONSTRUCTJQN_• _______________ -;· TOTAL FBM T-.. -v•,,~ .... L, PAG-E: 1 ) 1, LOC' N: POLOMAR AIRPORT BUS. PARK. • CARLSBAD, 1 TOTAL W , H~PMENT '-/-3 ;)_;;)__ · ,;. P.O.#: 1940 ·/ 5156 •. ' ._. er. TH1s sarp. ~ i·' ,.. -----------------~-----------···--·----MENT~ ---·---------·-· .. ----··-·· ·-· ·-··--·- 1:1 # I L I PG I G I F I S I MARK# I No. I -FINISHED SIZE--, -· CAMEE'R ·-·---:r .... _k C# CL I BILLET I TTL _BLT I LN1E I FPM I TTL FEM I APPR WRAP SEAL ·: 11 I I l I IB-1 ·I 21·5 1/8 x 24 x 39-9 -1 2.125(1100)·24F-V3 I 39-111· 63E1-el J61 6771 1354!IND • LOAD•END.· ·. ------2 i-·----I-·-·-·-1-·--·---I . ··---r---·:-1 Ei=-2·-···--·.i-··--21; 5 .. J /8 . x 24 -. . x 43::.: 1 ------·-:r3·:·12sT11.b6) ;-24p.:-y3~----1 -· -8 ·:1 ··4e:.:.· 3 I· 772 -1 · . J 6 I 8]8 I -·· 1636 ! iNi:r·--··----··· --· --------. 31 I I I I ' IB-3 ·I 41·5 1/8 x 24 x'42-3 ·I. 2.375(1100)· 24F-V3• I 42-SI· 678-81 ]61 7191 2876IIND 41 I . I . I I IB-3A · ·I 11· 5 1/8 x 24 x 44-3 ·.1 2.625(.1100)•24F-V3• _-I 44-51· 710-8! 161 7531 753IIND ______ .... --·---··-----··-----------·-------~--___,,_ __ M ___________ ·-------------•• ----• ·---------· • ------------------·---------------~---• 0 --• • ----••-••-••-•-• ------•••-• ------ 5 I ·1 I I I IB-4 ·I 41· 5 1/8 x 12 x }7-9 -1 0.625( 800)· 24F-:V3· ]7-Jl!· 143-41 81 }521 608 I IND ·: 61 I I I I IB-4A ·I 21· 5 1/8 x 12 x 10-9 -1 0.250( 800)· 24F-V3· I J 0-11 I· 87-41 81 -931 186IIND ---~-------71----1-·-.-r---:-··-·1--·--·-1-~_2_-r&=6-:··--~-·---:r· :·-2 l".-5-· 1/s· x J9·-112···x··55.::· ·g···---~-;-1-5-:-12sT-960T:-24p::yJ7 ·--·----------.. -·1 ;_ Bl 1· I I· I /IB-6Ai-·I 11·5 l/8xl91/2x32-3 ·l.-1.750(900)•24F-V3· I 55....:Jll· 726-Jll ] 3 i-·-771 I 1542rIND· 32-SI· 42]-SI DI 4471 447IIND --9,·1--r---~-1--·:..·-··-r·:···---,---.:ti·B=1-·_;·------~1---·21-;-5~··-r.18-x ·22-r12· ··x-·4g-..:.-r __ ·..:_-:-1-·:r:-·s·7sT-900)7"24f::..y3·-;·~--1---··s-~r··4g~--3 I· 723-· S' I -] 5 I --,67 r -·-153-4 I IND J ·, 101 I I I I / IB-7A ·I 11·5 1/8 x 22 J/2 x 50-1 ., 4.125( 900)•24F-V3· 1 8 ·I 50-31· 753-91 151 7991 799IIND . 111 I I I I IB-8_ ·I 21· 5 1/8 x 16 1/2 x 27-9 •I 1.500( 800)· 24F-V3•. I 27-Jll· 207-JI JJ·I 3261 652IIND ) -·····----------·-···-~-------,-__________ .:.__ --------·--:··-h---------------·---------· -·'. -·--· -.. -------;-------;---·--·----------·--·--·--.. ----. . -·-· -. --. . ···------ ·::-- ___ ,. _____ -------------· --------------------------------·· ···----_, ~--.... --------··-·------ ----'-· ·-----· ------------·------,-,-,,..--,----. ---. -. -·------------------ .I -~ ;]' -. , .. ·._f_:· :1 ··.': ~ . ,:\· .. :· __ : .. , ~-: '.: .... ,., '.,. :~-~ ~ . "' . •. ," ;., i~· . ' "\ -::: ,· ·----------· ------··---------------~----· ..:. 11 ~ ) -~; . ';, ;, . : . '.,',_ .; :?':'.' 1 7---·----.-\:,·;-:~:,--·--------------~------~---....., .' ::(; ffi •/-!1V''I<''' ·. · -,, . ,t '-"; sf-' . ' .. , .... ,. -·-'"-' .· ··g;· . . ""J ¥.'·:,...;.,.., . . --'¢,• .. ,,,,,,,,----· ------'-----=--,:.. __ __:__~--=--;;,'c:::::::.-:::::-:::--::::=----i.O .. 'j" . --.. · ,,,._ . a '~-: ____ . ___ ._,-·.-·----·--,,• ,,, .· _·:. . . . ··--·--'----=·-,,.,· T • , .,, ,,. ---~,,".'a,.-.,.= . -'--7' --~ /2 _fJ .!.'} ·•I s <,_ v ~==, -Jz;t,-w--..±1.Yl.;;>..---J:C'iKk'-\: . " .. , .. .. . . "''CC-: -·.. i, 't·~--.. :. --, . . . .,,_ . ---__ .,, -- ) ,,I · ,, .. . , ... , , ... • --......... Cu) ,nt .t, 0 ·--·-----·----------------· ·---·------------~-------- ..... =-~ i-'": . ,, ... , .~" . : .. :} .:v-'. . --.: ; 01! · . ·--~---~~~-------------·' ~ .. ·.··--~----···-----~-·-·-------···-··-····· ----=:~:~?~:-~~::~ -··---------~ ~-______ _ .. -~--·---·-------------------l ':lJ ) ;1! ·_ . . ::~l -REMARKS: ~4F-V3 DF. • · l~----~ii'iRiru~mrw""--:-:-~,.,,,,.,.,.~~=_,..,..,,...,,.,,.,.,.-,,,...,,.-,,--....,,...._,,.....,-------,----,., , · '-. ··: EXTERIOR-GLUE -. . . ...... · ............. --. .. . ·-.. . .. . . -· , , :[ , ~~~~·im~~__i #B~AM~3 I ·'· . I 4 0 I 6 38 I s· 1· ~~:-:~-----~-~,--:-·--~~~-~---,----.. ----... I. --~~~----. -,--·--s~-· M·-.,·,. -p: ... ·-·3742· .. :~t~):_:.:~;~~'t ~ ...... -----==-.J.. .. ---· ---.. _ .. ______ _ _ J 2 7 o a a -1 ---· · · · · I rp•,,.,--. ~~m,•~ I ~~ I I ,-.. I -~~~-I ~ I . . ...... ....... "2_j'l3/ . I .. ',' -.. • " rt I """'...,n-, 1 . ~ .. ·--- ' Wyman Testing Laboratories RECEIV l~LJ AUG9 = '1984 CITY OF CARL~BAD 1111 ...... '. OREINFORCED CONCRETE OsrnucT. STEEL ASSEMBL v \ -·COVERING WORK PERFORMED WHICH REQUIRED A_PPROVAL BY THE SPECIA~ INSPECTOR Of OPRE-STRESSED CONCRETE OBEINF0RCE0 GYPSUM OGLUE-LAM.FABRICATI0N OREINFORCED MASONRY OPILE DRIVING OOTHER No. 1 of 2 ~~~,~~E•< 8-03 19 84 .K AMI:: BLDG. PERMIT NO. Pi.o~N FILE NO. J Palomar Airport Bus. Park · 84-150 ~one ,CON'";:S:;:"TR;;;.-:M:;-:A:-;T;:":"'!..~(T;:-:;V;;;P;";;E";,,G~R;".iA:-;:D;-.,E~,E;-:;T::;:C~.)-..::.....~..::_-~--------J-A,nc-:-:-:C;_H:-:,IT~E,,_:,C:-::T:-------1---------_J Reinfored Conc~ete Tilt-u~ Krommerhoek/McKeown 0.1!S1 N STRENGTH SOURCE-OR MFGR. ·,, f I c ~500 Escond. Ready-Mix ,;vi'oriEey & Assoc. Dl!:SCRl&E MAT'I., (MIX DESIGN, RE·DAR GRADE II< MFGJ?.) . GENERAL'<;jQNTl1ACTOfl • . Mix. Desi n: 8 with Seq. Sand color Lusarai Cons·i::ruction Rebar: A-615 GR 60 CONTR. OO~ljlG !f.r:!PORTED WOJ'H< Lusarai \,;onstruc1:;ion \ ,L.AO RECEIVING 8' TESTING CONSTR. MAT'L SAMPL'ttS-SCTL. · · Coricr~te Inspection 8-02 Inspected the reinforcing steel installation per applicable drawings and details for wall panels 19, 20, 23, 27, 28, 29, 30 as .noted in accordance with UBC standards. Ins.pected the reinforcing steel for size, location ~nd clearance. Veri.fied. the wall dimensions with inplace formwork. Verified the panel thickness with inplace formwork~ Checked the locations of embedded items and applicable drawings .• Inspected the placement and consolida tiofi of 90 of concrete placed·· in the above listed areas. One set of test cylinders taken f_rom panel 30 ~ Slump 4 inches. grade, lap, screeds and screeds and sleeves per cubic .yards Inspected the reinforcing steel installation per applicable drawings and details for wall panels 3, 5, 6, 9, 12, 16, 25 & 26 as noted in accordance with UBC standards. · Inspected the rein,:J;orcing steel for 1size, grade, lap, location and clearance. Ver if ie-d the wall dimensions with inplace screeds and fo~mwork. Palomar -Airport Bu~iness Park ·' Dearq9rf t -' ---'------- Lusardi Const. coc . 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 APn°0VED PLANS SPECIFICATIONS & APPLICABLE SECTIONS OF THE <: SAN DIEGO BUILDING LAWS. e.,...,., e..../,g,:?: R!!:GISTER NUMBER Wyman Testing· Laboratories CO'(~RiNG WORK PERFORMED OREINF0RCE0 CONCRETE WHICH REQUIRED APPROVAL BV OPRE-STR!aSSED CONCRETE THE SPECIAL INSPECTOR OF OREINF0RCED MASONRY JOB ADDRESS _2075 Las Palmas OWNER OR PFJ~JECT NAME P~lomar Airport Bus. Park CONSTR, MAT'L (TVPE,GRADl!:,ETC,) OESll:iN STRENGTH ISOU.FICE OR MFGFl. 01:SCRIDE MAT'L,V,IIIX Oll:SIGN, RE·DAR GRACE & MFGt1.) (cont.) - .., Ml 20165 OUESTHAV~N ROAD ESCONDIDO, CALIP.. 92025 (619) 744-0146 • _,,,,_--== ----OSTRUCT. STEEL ASSEMBLY OREINFORCED GYPSUM OGLUE-LAM.FASRICATION C1PILE DRIVING O0THER NO. 2 Of 2 'FOR WEEK ENDING 8-03 ., 84 -BLOG, PE AMIT NO, 84-150 I PLAN FILE NO, None . ARCHITl!CT 2':NGINEEr~ GENERAL CONTRACTOR CONTR. DOING RE6>ORTED WORK LAB RECEIVING S. TESTING CONSTR. MAT'L SAMPL!ES --_ ..... -·-. Verified the panel thickness with inplace screeds and formwork. Checked the locations of embedded items drawings. applicable Inspected the placement and consolidation ' of concrete pl.aced in the above listed areas. One set of test cylinders taken Slump 4 inches. .. . CERTIFICATION OF COMPLIANCE I HEREBY GERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WOR~ to COMPLY WITH THc: Al~PROVED PLAN~ '!FICATI0NS & APilUCABLE SEc?'ttoNS OF THE CIT'\-' e>P SAN DI ... ,:'IIG LAWS. from panel and sleeves per of 68 cubic yards 25. ~;,~~ tt/11 Rl:IO INSPECTOR -<~~~.;--- \ d A Wyman Testing Laboratories 20165 OUESTHAVEN ROAD ESCONDIDO, CALIF. 92025 (619) 744-0146 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF 0REINFORCED CONCRETE . 0STRUCT. STEEL ASSEMBLY 0PRE-STRESSED CONCRETE DREINFORCED GYPSUM 0GLUE-LAM.FABRICATION 0REINFORCED MASONRY 0PILE DRIVING OOTHER ·~· '8-09 NO. BLDG. PERMIT NO. SOURCE OR MFGR. FOR WEEK ENDING ,. LAB RECEIVING 8c TESTING CONSTR. MAT'L SAMPLES ....... t -.... ~ .... _.,,_. .,,,_ ...... ~ Concrete Inspection Inspected the ":reinforcing steel installation per applicable d~awings and details for wall panels 8-1-2-31-32-33 and 21 as noted in accordance with UBC standards. _ Inspected the reinforcin-g steel for size, grade, lap, location and clearance. Ver:i,.tied the panel thickness with inplace screeds and ~or~work. · Checked the locations of embedded items and sleeves per- applicable drawings. . Inspected th~ placement and consolidation of 10 cubic yards of concrete placed in t~e above listed areas. On~ set of test cylinders taken from panel 2. Slump 4 inches. ~ : 11"1et rrc1/ RECEIVED (" ---.-.. SEP 11984 ,_,• '. CITY OF CARLSBAD Pa 1 omar .. A i.r . . . Krommenkoek/McKeown ·Henry Worley Assoc. \ Bulld~~• 'Department ·L~sardi · .. coc l CERTI FICA Tl ON 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 SPECIFICATIONS,& APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS. SOUTHERN CALIFORNIA SOIL ANO TESTING, INC. 6280 RIVERDALE STREET, P. D. SOX 20627, SAN DIEGO, CALIFORNIA 92120 (714) 280-4321 165 WEST 0RANGETHORPE, PLACENTIA, CO.LIFDRNIA 92670 C714J 524-9130 74-831 VELIE WAY, PALM DESERT, CALIFORNIA 92260 C714J 346-107S 678 ENTERPRISE STREET. ESCONDIDO, CALIFORNIA 92025 (7141 746-4544 REPORT OF COMPRESSION TESTS R.ECEIVEC. AUG < 0 1984 FILE NUMBER: 51205 DATE: August 16, 1984 )0 CONCRETE 0 MORTAR 0GR0UT Jos: Palomar Airport AooREss: 20751 las Palmas OWNER: ARcH1TEcT: Deardorff ENGINEER: coNTRAcToR: Lusardi ~QCATI0N IN STRUCTURE: P2 -CEMENT: ADMIXTURE: SANO: ROCK: MIX NO. OR PROPORTIONS: TIME IN MIXER, MINUTES: SLUMP, INCHES: FABRICATED sY: Mike . LABORATORY NO: MARK: DATE MADE: DATE RECEIVED: DATE TESTED: DIAMETER, INCHES: AREA, SGl. INCHES: Escondido Ready Mix 8 5.5 sack 1 hr. 20 min. 4 8915 8-09-84 8-13-84 8-16-84 TRUCK NO: SB 34 8916 0 GUNITE D TICKET NO: 78234 8917 MAXIMUM LOAD, LBS.: COMPRESSIVE STA., PSI: AGE TESTl;:0, 0AYS: REO"'D PSI AT es DAYS: UNIT WT/CU FT CPLASTICJ: 6.00 28.27 55,000 l,950 7 Days ~,500 V ~1 (y. / DISTRIBUTION; (1) Wyman {1) Escondido Ready Mix D (1) scs&:r, Escondido· _RECEIVED Sf.P 11984 Palomar Air. Krommenkoek/McKeown Henry wb~ley Assoc. Lusardi CITY OF CARLSBAD : Buildin1 Department coc ---~~------_..,... SOUTHERN CALIFORNIA SOIL ANO TESTING, INC. REVIEWED BY: C;0,~\~ David J. Ake~#26815 SOUTHERN CALIFOANIA SOIL AND TESTIN.G, INC. 6280 RIVERDALE STREET, P. ·a BOX 20627, SAN DIEGO, CALIFORNIA 92120 C714l 280-4321 165 WEST ORANGETHORPE, PLACENTIA, CO.LIFORNIA 92670 C 7141 524-9130 74-B31 VELIE WAY, PALM DESERT, CALIFORNIA 92260 (714 l 346-1078 67B ENTERPRISE STREET, ESCONDIDO. CALIFORNIA 92025 (7'14) 746-4544 ·R-EPDRT O·F COMPRESSION TESTS RE.CE.NED FILE NuMseR: 51205 oATE· August 10, 1984 KJ CONCRETE 0 MORTAR Joe: Palomar Airport Business Park AooREss: 2075 Las Palmas OWNER: ARcH1TecT: Krommenhoek .ENGINEER: CONTRACTORlusardi LOCATION IN STRUCTURE: CEMENT: Wall panel 25 II ADMIXTURE: SANO: ROCK: MIX NO. OR PROPORTIONS: Color Seq. sand Escondido Ready Mix Escondido Ready Mix 8 5.5 sack TIME IN MIXER, MIN LITES: SLUMP, INCHES: 4 • FAsR1cATEo sY: Greg TRUCK NO: LABORATORY NO: 8716 8717 MARK: CATE MACE: CATE FIECEIVEO: CATE TESTED: 8-03-84 8-07-84 8-10-84 8-31-84 OIAMl!TEA, INCHES: AREA, SQ. INCHES: MA-XIMUM LOAD, LBS.:. COMPRESSIVI! STR., PSI: AGE TESTED. DAYS: AEQ'O PSI AT :28 DAYS: UNIT WT/cu FT (PLASTIC): 01sTR1E3uT10N: (1) Wyman 6.00 28.27 56,800 2,010 7 Days _3,000 (1) Escondido Ready Mix (1) SCS&T. Escondido SEP 2 4 1984 Palomar Air. Krommenkoek/McKeown Henry Worley Assoc. Lusardi co.c 0 GROUT 0 GUNITE D 8-90 TICKET NO: 77983 8718 Discarded SOUTHERN CALIFORNIA SOIL ANO TESTING, INC. REVIEWED BY: ~-,~_\J~~ David J. Akers, R.C.E. #26815 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0 BOX 20627. SAN DIEGO, CALIFORNIA 92120 (7141 280-4321 165 WEST ORANGETHORPE, PLACENTIA, CO.LIFORNIA 92670 C 714) 524-9130 74-831 VELIE WAY, PALM DESERT. CALIFORNIA 92260 (714) 346-1078 678 ENTERPRISE STREET. ESCONDIDO. CALIFORNIA 92025 (714) 746-4544 ;Fl'.l:PORT OF COMPRESSION Tl;:STS RECENED SEP t u FILE NuMseR: 51205 oATe· August 10, 1984 Joe: Palomar Airport Business Park AooREss: 2075 Las Palmas OWNER: ARCHITECT: Krommenhoek ENGINEER: CONTAACTOAlusardi LOCATION IN s,:RUCTURE: CEMENT: ADMIXTURE! SANO: ROCK: MIX NO. OR PROPORTIONS: TIME IN MIXER, MINUTES: SLUMP, INCHES: FAsR1cATEo sv: Greg LABORATORY NO: MARK: OATE MACE: •CATE ·RECEIVEO: 'CATE TESTEO: OIAMETER, INCHES: ,-AREA-, sa. INCHES: ·MAXIMUM LOAO, LBS.: . ·ct:i'MF'.RESSIVE STFI., F'SI: AGE TESTED. CAYS: FIEQ'C PSI AT 29 CAYS: Wall panel 25 II Color Seq. sand Escondido Ready Mix Escondido Ready Mix 8 5.5 sack 4 8716 8-03-84 8-07-84 8-10-84 6.00 28.27 TRUCK NO: 8717 8-31-84 56.,800 86,000 2,010 3 040 3,000 B-90 8718 Discarded UNIT WT/cu FT (PLASTIC): 7 Days 1/8 ays . ~ ~ OISTAIBUTION: (1) Wyman DV (1) Escondido Ready Mix (1) SCS&T. Escondido TICKET NO: KJ CONCRETE 0 MORTAR 0 GROUT 0 GUNITE 0 77983 l;JU7 Palomar Ai'r. Krommenkoek/McKeown Henry Worley Assoc. Lusardi coc ----·----------- SOUTHERN CALIFORNIA SOIL AND TESTING, INC. REVIEWED av: c:i ~--,~~\)"tX~~ David J. Akers, R.C.E. #26815 ' ,{~ ., -SOUTHERN CALIFORNIA SOIL ANO TESTING, INC. 6280 RIVERDALE STREET, P. 0 BOX 20627. SAN 01EGO. CALIFORNIA 92120 165 WEST ORANGETHOAPE, PLACENTIA. CC.LIFOANIA 92670 C 714) 524-9130 74-B31 VELIE WAY. PALM DESERT. CALIFORNIA 92260 (7141 346-1078 678 ENTERPRISE STREET, ESCONDIDO, CALIFORNIA 92025 (7141 746-4544 (7141 280-4321 r i-,.._ r-· \ \ IC n C'. r. ii ~ I' 1 f'l ~ 1\ ,REPORT OF COMPRESSION TESTS i=ll.:E NUMBER: JOB: 51205 DATE· Palomar Airport Business August 9, 1984 A·ooF\ESS: 2075 Los Palmas OWNER: ARCHITECT: Krommenhoek ENGINEER: CONTRACTOR: Lusardi -LocA'r10N 1N sTAucTuRE, Wa 11 pane 1 #30 CEMENT: II ADMIXTURE·: sANb: Escondido RocK: Escondido MIX NO. OR PROPORTIONS: #8 5.5 sack TIME IN MIXER, MINUTES: SLUMP, INCHES: ·FABRICATED BY: LABORATORY NO: MARK: :CATE MACE: CATE 0RECEIVEO: CATE TEST EC: •QIAMETEA, INCHES: :AFIEA,'aO. INC:HiES: Greg MA~IMliM LOAO, LBS.: 4 8713 8-02-84 8-07-84 8-09-84 6.00 28.27 TRUCK NO: B-80 8714 8-30-84 8715 Discarded TICKET NO: ~ CONCRETE 0 MORTAR 0 GROUT 0 GUNITE D · 77917 , CdMPRESSiVE STFI,, PSI : 61,000 87,000 2,160 7:3 080 "'l;t.,., .... ~ , " ,·, ., .O.GE TESTED, CAYS: .AEQ'C PSI AT 28 DAYS: 7 Days 28 UNIT WT/cu FT CPLASTICJ: 2,500 n /11 ~ OISTRIBUTION: f --·~ (' d:l.:J (1) (1) (1) Wyman C'cf SCS&T, Escondido Escondido Read_y Mix Pal.ornar Air. Krommenkoek/McKeown Henry Worley Assoc. Lusardi coc SOUTHERN CALIFCR-NIA SOIL ANO TESTING, INC. REVIEWED BY: <: David J. Akers, R.C.E. #26815 ./ SOUTHERN CALIFORNI-A SOIL AND TESTING, INC. SEBO RIVERDALE STREET, P. 0. BOX 20627, SAN DIEGO, CALIFORNIA 92120 165 WEST ORANGETHORPE, PLACENTIA, CO.LIFORNIA 92670 (7141 524-9130 (714) 280-4321 7'4-831 VELIE WAY, PALM DESERT, CALIFORNIA 92260 (7141 346-1078 678 ENTERPRISE STREET, ESCONDIDO, CALIFORNIA 92025 (714) 746-4544 r.r-r-r-·1\tr.:'n c-r.1:, ~ r 1~~1! ,REPORT OF COMPRESSION TESTS FILE NUMBER: JOB: 5}2Q5 DATE: Palomar Airport Business 2075 Los Palmas August 9, 1984 ~ CONCRETE 0 MORTAR AOl;)AESS: OWNER: ARCHITECT: Kro1T1Tienhoek ENGINEER: CONTRACTOR: Lusardi , LOCATION IN STRUCTURE: Wall panel #30 II • C'EMENT: :ADMIXTURE: SANO: ROCK: Escondido Escondido MIX NO. OR PROPORTIONS: #8 5.5 sack TIME IN MIXER, MINUTES: SLUMP, INCHES: 4 FABRICATED BY: Greg TRUCK No: B-80 LABORATORY NO: MARK: CATE MADE: ·CATE RECEIVED: . :CAtE·:IT:EST.-ED-: 8713 I 8-02-84 ,,11•,' .... 8-07-84 8-09-84- ·6.00 28.27 8714 8-30-84 OIAMET-EA, INCHES: ,.4i.F.iEA, so'. INCHES: l'ol"A:XIMUM LOAO, LBS·,: ·ed'MPA.ESSWE STA., PSI: 6'.l ,00O 87,000 AGE TE-STE·O, CAYS: r:!EQ'O PSl''.AT 2B OAYs··: UNfT!',,WT/cu FT (PLASTIC): · 2., 160 , 5:3 ,080 1-Days 28. Day .. 2,500 I/ '-i}. / : . ""'"" (1) Wyman:~:,,.: t:a (1) SCS&T, Escondido (1) Escondido Ready Mix · -Pa 1 oina r Ai r . .Krominenkoek/McKeown Henry Worley Assoc. Lusardi coc ------------ 0 GROUT 0 GUNITE D TICKET NO: · 77917 8715 Discarded SOUTHERN CALIFORNIA SOIL ANO TESTING, INC. REVIEWED BY: < g~rt<A•t= David J. Akers, R.C.E. #26815 SOUTHERN ,CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. BOX ·20627. SAN DIEGO, CALIFORNIA 92120 165 WEST 0RANGETH0RPE, PLACENTIA, CO-LIF0RNIA 92670 (7141 524-9130 (714) 280-4321 74-831 VELIE WAY, PALM DESERT, CALIFDRNJA 92260 (714) 346-1078 678 ENTERPRISE STREET, ESCONDIDO, CALIFORNIA ~2025 (714) 746-4544 REl=IORT OF COMl=IRESSION YESTS tr' 1 2 1984 FILE NUMBER: JOB: ADDRESS: OWNER: ARCHITECT: 51205 Palomar Airport 207~1as Palmas Deardorff ENGINEER: coNTRAcToR: Lusardi LOCATION IN STRUCTURE: P2 CEMENT: ADMIXTURE: DATE: SANO: Escondido Ready Mix ROCK: MIX NO. OR PRO PORTIONS: 8 5.5 sack TIME IN MIXER, MINUTES: 1 hr. 20 min. SLUMP, INCHES: 4 FABRICATED SY: Mike TRUCK NO: LABORATORY NO: MARK: DATE MADE: DA.TE RECEIVED: DATE TESTED: 91~METE~. 1,NCHES: AREA, SQ. INCHES: ,-nr). ! : .... MAXIMUM LOAD, LBS.: COMPRESSIVE STA., PSI: AG;E TESTED, DAYS: REQ'D P!.?I ~T 29 DAYS: UNIT WT/cu FT (PLASTIC): 8915 8-09-84 __ 8.'."13-8A 8-16-84 6.00 28.27 55,000 l,9$b 7 Days 2,5Q0 . l ', 01sTR1sur19N, (1) Wyman . (1) Escondtdo Ready Mix (1) SCS&T, Escondido Palomar Air. Krommenkoek/McKeown _---=-=l:iemw Worley Assoc·. 8916 9-06-84 78;000 2~760 28 Days Lusardi · I' •/" L I ·· r: ,· enc ...:...:....::_ _______ _ August 16, 1984 XJ CONCRETE 0 MORTAR 0 GROUT 0 GUNITE D SB 34 ' 0 TICKET NO: 78234 8917 Discarded SEP 211984 CITY OF CARLSBAD Building Departnrent •· SOUTHERN CALIFORNIA SOIL AND TESTING, INC • REVIEWED BY: ~~\~ David J. Ake~#26815 Wyman Testing Laboratories 20165 QUESTHAVEN ROAD ESCONDIDO, CALIF. 92025 (619) 744-0146 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF DREINFORCED CONCRETE DSTRUCT. STEEL ASSEMBLY OPRE-STRESSE0 CONCRETE OREINF0RCED GYPSUM OGLUE-LAM.FABRICATI0N OREINF0RCED MASONRY OPILE DRIVING O0THER JOB ADDRESS FOR WEEK ENDING NO. It ·oLDG, PERMIT NO. 84-150 eown SOURCE OR MFGR, & Assoc LAD RECEIVING Be TESTING CONSTR. MAT'I. SAMl'LJ;;cs Welder: Jim. Tilt-up Welding Ins~ection 8-20 Inspected joint preparation, fit-up and welding of t·ypical chord bar and weld plate connections for tilt-up panels. Certified welders were -Observed for proper welding procedu:res and techniques. Completed welds were inspected for size, length, location and quality and unless otherwise noted were found in accordance wit!:) applicable drawings, details noted, sections and building specifications. Varified the cabon equivalant with the mill certificate and the perheat temperature per applicable standards for the chord bars. · V~s~ally in$pected the welding of panels in the west wall eleva-tions. 8-21 Visually in~pected the welding of panels in the east and south elevations.· 8-22 Visually in$pecteq the welding of panels in the south and north elevations. 8-23 vi~ually inspected the welding of panels in the north, and east elevation~. This report concludes the welding inspection for project. west this Palomar Air. Krommenkoek/McKeown Henry Worley Assoc. Lusardi coc ··CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABO.VE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATIONS,& APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS. REGISTER NUMBC:R !J !J [: ,, !' ,, I' ~ I L July 11, 1984 2l8-3C, 5889 ,_ ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers P.H. Lusardi Construction Company 1570 l.inda Vista Drive San Marcos, California 92069 Attention: Mr. Ed Martinet Re: Earthwork Observation and Testing Services R&D Building ~ Tract No. 80-33 ~ "--caris"t,ad, California · Gentlemen: Robert R. Prater, C.E. 1942-1980 Wm. David Hespe/er, C.E. 1.n accordance with your request, we are: providing earthwork observation and testing services in connection with the subject project. We previously per- formed a geotechnical investigation for the entire Phase 11 site the results of which were presented in our report titled 11 Geotechnical Investigation, Palomar Airport Business Park -Phase II, Carlsbad, California, 11 dated September 17, 1977. In addition, an earlier earthwork observation and testing services report d~ted March 9, 1982 was issued for the previous mass grading operations performed in conjunction with Phase l I which included Lot s. An update report dated March 9, 1984 was also issued for Lot s. Commencing on June 29, 1984 our representative has been present at the site to observe the earthwork operations and to provide field density testing services .in connection with the finish grading operations. The results of the field density and laboratory compaction tests are presented in the attached Tables A and B, respectively. The approximate locations of the field density tests are .shown on the attached Site Plan* Figure 1. Based on our observations and the attached test results, it is our opinion that the building pad has been satisfactorily completed and suitably prepared for construction of the proposed building. Due to the proximity of the western footing line to the proposed 2 to 1 slope adjacent to a terrace ditch, it will be necessary to deepen the footing excavation to a depth from finish floor of up to 39 inches in order to provide 8 feet of lateral cover for the footing as recommended in our update report. In addition, it will also probably be necessary to deepen the footing excavation along the northern footing line where the building line is near the top of a fill slope. 10505 Rose/le Street, San Diego, California 92121 • (619) 453-5605 July 11, 1984 218-3G, 5889 Page 2 Work remammg at the site which will require additional earthwork inspection and testing services includes 1) footing inspection services, 2) the placement and compaction of trench backfills, 3) the placement and compaction of retaining wall backfills, 4) the preparation and compaction of the pavement subgrade soils to 95 percent relative compaction, 5) the placement and compac- tion of the pavement base rock layer to 95 percent relative compaction, and 6) the inspection and testing of the asphalt concrete pavements, if required. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practi.ces. This warranty is in lieu of all other warranties either express or implied. If you hav~ any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES ~a{;:1£1::-;2,385 JLB :Is Attachments Copies: Addressee (3) Palomar Airport Business Park, Attn: Mr. Bernie Gilmore (2) City of Carlsbad, Bldg. lnspec. Dept. (2) :__(:) ~ j...\ -.. _: I / .--·· .••ooHOo ........ fJ_?5~--- . r:..~~--::~·- ~\/l :L~l~ E~:. _ .. -· PA0=206.5 F F.•207.0 ·"'""--,~:f -~·:j-~-T~:3E} f: l ······--............. . --N 69° 45· f.T W 362. 7.2. LEGEND 1 • Indicates approximate location of. field density test. Base: Sheet 2 of the grading plans for Lot 5, prepared by Henry Worley Associates, dated March 28, 1984. ROBERT PRATER ASSOCIATES Consulting Sod. Foundot,on & Geolog,col Engineers N • tpprotmate Scale (Feet) I 0 25 50 100 SITE PLAN LOT 5 Palomar Airport Bu~iness Park -Phase 11 PROJECT NO. DATE 218-3G jufy 1984 Figure 1 218-3G TABLE A -SUMMARY OF FIELD OENSI TY TES! RESULTS (ASTM Dl556-64 and/or ASTM 02922-78, ASTM D3017-78) Water Dry Test Content Density No. Date of Test Test Location Approximate Elevation (Feet) (%) (pcf) 1 2 3 7/5/84 7iS/84 7/5/84 Notes: 1) 2) 3) Building Pad Western Area Northwest Corner Northwest Area 206 (FSG) 12 206 (FSG) 12 206 {FSG) 11 "Compaction Curve No." refers to Table B. 102.6 105.6 104.2 Unless otherwise noted elevations shown are to nearest foot. 11 FSG11 denotes finish subgrade elevation. Degree of Compaction Compaction (%) Curve No. 90 92 91 1 1 1 Remarks . 218-3G TABLE B. LABORATORY COMPACTION TEST RESULTS (ASTM D1557-78) Compaction Maximum Optimum Test Description Source of Dry Density Water Content (Curve) No. of Material Material (pcf) (%) 1 CLAYEY SAND (SC}, On-site 114.5 15.5 yellowish tan E~GII .. CORPORATION 9:120 CIIJ<~SAP:l<~AKB DR .• Mt ·ITE 122---,~,- MA.S DIEGO. CA 9212:l (819) uOO·.l·t.O~ BL/-/ SO --:ZZ: ~5 /74-L-OJ/Ylffle_ .7 l!. L45pJn__~A-6 Pa, 7.&t=-p2,.~ SVGS7797LJ'r/r-:fl.-LL.t C~YHP'-'f 4:),1~ ~Ct:)~, ,G:SC:.-1 '-' 't::::.e;rz:..p " ~~~ JURISDICTION OF ·-~ TO~ ~ROMMGiV ffe~k e' /JkiL:-o w~ /.575 Ut11Zt:]V6 &1.1.0. St1rMOl$7iC? C,1t,/~ f&//P C~§RV ~APPLICANT COPY ~ CITY COPY (-rc:fZ. 274,-7710) 0 PLAN CHECKER COPY t:/Vt I. (JS tH2~i'/2d(J /::' X)~ I 11.S C,./y J)~ s lr7": COMMERCIAL PLAN CORRECTION SHEET G~uN~ A. Plan Check Number 8~-/5"cJ 8. Site Address £..err 5' &.1-()~ )9 /Z Z: I?) L,4:5 &L-n-7 /9-.5 D,e, c. Owner PA-L-om,qg la/ZPf//2,C Bvs, 1fev<, D. Building Code Applicable 1979 U.8.C ------------------------ E. Occupant Load Z'.2;GZ7/(oo :; ?z~ Stories / 7 ----------- F. Occupancy 8 -~ C:s #e::-Z... L.) Use_S: ___ ~...;;.....;;-;....,=L-;..._ _____ _ G. Type of Construction ___ V ___ -_N'_.._ ___________ Sprinklers: (iii) No H. Allowable Floor Area 4L g,; ool) Actual Z 2/ ~ z 7 . ' I. Basis for Area Increase f?tJotJ b:1.SIC -f-/a::J ~6 ,.<tOS. 3 SIL)l:55 y ~ mJ<:: ;!(R-· J. Remarks ;f)o m2e"19 el2<..> /::,/9rr7 . Date Plan Submitted hev ~ afee, Date Plans to Plan Checker ,0Z'/. :J/.30 · Date Initial Plan Check Comple~ed:zz?c. f"/# By :::17'YVJ - Applicant Contact Person k.lZJMM, c!: ~ I:', Tel. 2 7~ -77/ t) FOREWORD: PLEASE READ 1. '.fhis plan check is limited to technical requirements contained in the ·uniform Building Code, Uniform Plumbing Code, Uniform Mechan~cal Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the· handicapped. The plan check is based on regulations enfo~ced by the Building Inspection Department. 2. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. For information regarding those departments, please contact those departments. 3. The items listed below require plan clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited 4. codes and regulations. Per Sec. 303(c), 1979 Uniform Building Code, the approval / of t !ans does not rmit the violation of any state, county or city law. Please submit two sets of corrected plans and enclose a copy of this list with your notes indicating where corrections were made i.e. sheet, detail, etc •• Return corrected plans and documents to Esgil Corporation at 9320 Chesapeake Drive 122, San Diego, CA 92123 or to the City Building Permit Counter. 8/19/82 GENERAL /2 Shov job addreu oa plan,. 'Ii!!" Shov we, addr111, • phone nuaber of ,· ovner, architact • •nainear oa firac / 1baac of plana. ~} Arcbit1ct/Ea1iaaar to ai1a all plane, ''&! fravida oaa copy of 1oil1 report &lid /-rafaraace •••• oa plan,. / hovida ,cructural calculaciona illclud• ia1 lateral anal71i1, Provide 1a1r1y calculation,; applicable Stat• foru and 1i1a cartific1c1 of 'coapliance vith Title 24. ))<"'1rovid1 tvo copi11 of approvad 1radin1 pl101 1bovin1 fiai1b floor elavaciou, rainaa•, r1tainin1 valls, ate. J'ully dimeaaioaed plot plan includiaa 1oaa, 1tr1et vidth1, 11tb1cka, parkia1 layout, location of propo1ad aa.d uiat• _iC1 buildia11, chair 1111, u1~, aad type of coaacructioa, axi1tia1 • fiaiah coa• tours, aita draina1•, contributary draina11, ),}_· frovid• two coaplata aaca of plan1, ,· Shov oa cha firac 1haat that· a 11parac1 panic 11 raquirad for aach DIV acruc• tura, vall or 1i1a, ;<subait plana of axi1tin1 build:1a1, -Id th -r rt , ~~. s:>1\..,6 i2.I: ~r ~ . 'SOIL. CCCtll'm::'l REOOim!EM'S '--r V m.,)~ ,'-, ow ~-J /. Show number of 1coria1. Provide around "'t9 1lav1tion1 and data par Sac, 401 (1r1de) aad Sac, 420 (story) to 1hov hov dater• aination va1 made, /, Total floor area 11 liaitad co ___ _ T s.r. Sec. 505 and 506. Unobatructad yerda of · -fc ahall be uintainad on 1ida1 of buildin1 for allowable areapurpoaaa, Sbov IUI OD -plane, ?/ Araa 11paratioa vall11 Provide detaila ;· for __ hour araa aaparation vall• par Sac. 51)~ (l'). • fflE OF CONSTRUCTION /.1.aof cov1ria11 should ba fir• ratardaac ~/ Sac. 1704 and 3203(1), /'' !atei'ior (court) valla within __ feet of property line, ahould be of __ /. hour conatruction. Sac. 03(a) Op1aia1a 1a exterior (cou~ells vich- ia feet of property line• ahould ba pmectad vith thre1-fourth1•hour fire a11embli11. Sec. 03(b) ./ Uaable space undei' the ffi'it floor should /h b• eacloHd II required in Sec. 1703 , ./ (1 hour construction). /"' lira-ra1i1tiva construction for 1tructur- al frame elamenu ta the exterior valla 1hould comply vith Footnota No. l of Table No. 17-A and Sec, , See Sec. --~02 for clarification. --Y, !~ildin1 paper should be applied to ex- /., tarior vall1 •• specified in Sec. 1707(1) Enclo1ure1 for floor openings should comply vith Table No. l7•A, Sec. 1706. ./Detail• should clearly indicate this. /'_ Structural member• carrytng a:asonry or · concrata val-ls in buildings over one atory in, height should be protected vith minimua one-hour fire protection. Sec. 1708 5~Nonabaorbent finish and back1n~ for toi-7· i,t room walls and floor should confona vith Sec. ~I'• (r,1. ~C)'p1ua board cai;tn11 la flra-reeietiv• ••••bli•s ahould be 1upport1d et illtar• vala not axceadiDI 16 inch••• It•• 25, _./'.!able No, 43•C and ICBO lleport 1632. _}"J• '_!ood ,trippin1 or 1u1pended wood 1yat ... for 1yp1ua board cailinse ahould be not 1111 than 2-iach nominal thiclm•••• Sec. 4704(b) (Sac. 4703(b) for wall 1trippia1) t.L Final partition layout• and details /'" 1hould be 1ubaitted prior to inatalla• tioa to juacify compliance vith occu• pancy, fira•ra1i1tiv1, etructural, &Sid /. uit raquiremaate, Ju1tifyin1 ia1t data in conforunca vith Sac, 105.or aa ICBO raaaarch raco••a.da• ..< Uoa ie required for ,....,.,._...,_,_ __ • /"~' lLooma in which rubbish (linen) chute• t1n1iaat1 1hould be aeparatad fraa the r ... ia.der of the buildin1 vith a one- ,/ bour occupancy 11paratioa, Sec, 1706(c) r· Opuin11 into rubbish aa.d liaaa chute, abould aot be located in ·required exit ,/corridors or acaiicvaye. Sac. 1706(c). )'?•Shaver ,tall valle 1hould ba finished v:l.t!a a hard, aonab1orbut surface to 70" abna tba draill io.let. Sec • .51/J (b) y.Doore aa.d penela of shover and bathtub aacloaure 1hould comply vith Sac, .5406 (d) /rarapet vall• not 1 •• ~ than 30 inch•• in 1i1ht are required, Sec, 1709 Eave ovarhan11 and similar architectural projectione 1hould comply vith Sec, 1710. y.1rojaction1 beyond the utarior wall 1bould coafota.vith th• lauc restrict• lY& of the follovia11 (1) A point one-third cha dietaaca to the property line fr011 aa utarior vall. Sec, 504(b) (11) A point one-third the distance fr011 an a1e1111ad varticel plea• located vhare fir1•re1iacive protection of op1nin1• ia fir•t required due to location of property, Sac. 504(b) /Envelope c1ilinc1 1hould satisfy th• follovin1 condition, sac. 4303(b)b: (a) Should not b• used to provide fire protection for beam and gird•r• aupporting aor• t~an one floor. (".1) Colwm1 ahould be individually fire procactacl, (c) Duct aa.d outlet opeain1• are ~i:ited to 100 1q in in each 100 aq ft of c1ilin1 area and 1hould ba protected with approved fir• damper,. (d~ !lactrical outlet boxes should be of _ &teal aad not 1rut•r than 16 1q in 1a aru, (S•• BldR Dept Procedure!- A fire•reaiative occupancy eeparatioa in coaforuaca vitb Tabla 5-1 aad Sec. 503 ie required b1tv11n ________ _ 1/.11oriaoatal-occupancy aeparation shall be / ... aupportad vith a atructural aystem hav• i!II equivaleac fira•raaiative prot·actioa. Sac, 505(b), 7/ Th• buildin1 ii lillicad to __ atori•• /'' or ft ill hei&ht •• a type 1t~ra Sec, 507 and Tabla ,_;r.-- ,. QII MQYXRE;MENTS ./Coatonaia1 aita •r• r•quir•d fro• ch• /''" ~rua b•lav •• 1pacifilld ia S•c,3303 <•>· ~ Exit• ahauld hav• a ·111a1aua separacia~ /'· af aaa-balf th• ux1-dia1anal di- Muiaa af th• -or erea 1111:ved. /: ec. 3303 (c) !Co poiac 1a th• build1ac should be mor• haa 150 f••t froa aa 1xtarior exit, boriaoacal ait, aacloaed stairway, or ai.C pa11a1avay, au1und in cha dinc-tioa of traval. Sac. 3302(4). ___ _ /.zxit doorl thould IViDI ia Chi direc- tioa of •er••• vb.a ••rvia1 occupant ••~~:~:fa::1:: :::: .:~::: 0 :1~:vedS•• /• :h•r• ••rvin11 tributary occupaac load of •n thaa 100, Sac. 11'i4 (bl bit door, ahould b• opeaabl• fro• th• iaaide without the u1• of• k•y, spe- cial kaavted,•, or effort. Sac, 3)1.)4 (d !lot• al1a that fluah bolts ot 1urfacc bolta are prohibited. .,i( Exit doors 1hauld be• aia1-1iz• of r• l' X 6'8" vith a aia1-door IViDI of 90 degrees (uximum width 4'0'') S•c• y. 3''l'• (t') (fl. th• aet dimeasion (clear width) at doorvays should b• u111d ia d•t1rmiaia1 uit vidths required by S•c, 3302(b). Sec. 33')4 (c). Ia caalideratioa of door thiclalesses, panic hardvara, door 1via5 etc., the required nit vidtha hav• aot beea furaiehed. 5•• door _____ _ Y, A floor ar landin1 aot •r• than l iacb below the threshold 1• required on uch / lid• af .aa exit door, Sac. 3304 (h) • Doors should aot project '!Dr• than 7 inches into the required corridor width vhea fully opened ar •r• tbaa one-half into the required corridor vtdtb vh•a 1a aay positioft. Sec. 330, (d) · · _/b,rolvin1 (slidin1) (overhead) doors r· ;r. not parmitted as axit doora. s.c. 33')4 (g) .. :I bit daora should provid• iaaediate ace••• to an appravad •••a• of 11r111, kc. 33')! (a) ,/ Conidar, 1hauld hav• a a1A1aa vidtb /.. of 44 1ach11. Sac, no, (b). Kia1- hd1bt 7'0" aeaaund to tba lovHt pro- J•ctiaa froa th• c•ilia1, s.c. no, (c) / Dud ead of corridors ad ait bllcoaiu '/ ?J·~ar• .UJliud to 20 f11t. Sac,330.5 (e-) Valls aad ceilia1s of comdora 1•rvtn1 aa occupaat load of 30 or •r• ahould b• of oae-haur fire-r11iativ• coaatructiaa. Sac. 330S (g) Shov caaplet• d•tail1 aa • Exterior exit b1lcoaie1 caaaot projact iato aa area vhara protactad op•llia1• are required. St'c, 330' (i) qf/.' Interior openings :lata corridor• 1hould y. be protected aa aet forth 1a Sac, 330.5 (h) Stairvay . •hould have 1 a:ln:l-vidth of iach11. Tria aad handrails should iiotprojact aora ·than lit" , lls" respectively iato tha required vidtb., Sec. l ~% (b). ,/._liaer1 aa ataiNay1 1hould aoc exc••d 7~ inch•• and run• ahould not ba 1••• thaa 10 inchH; 3/S" ill IIIX:laua d&Yiatiaa /sec. 3306 kl. ;,<J. ·Mia:laua at.air landing d1lllaaaioa1 are ,/ X • Sec, H/J6 (g), J'l'J'l.iioor avia& over atair ~.;?)a1ement portion af 1ca:lrvay1 should nava /"'~a approved barri•r vhera cantiauoua to uppar floora ia an exit eacloaura, Sac. )3/)(,(h) J/1-Vartical d:lltancu betvHn 1t1irvay laad- in11 ara limitad to 12 faat, S•c. 3306 (i) l'l¥.U.ndrail11 not lesa thaa 30", aot more / thaa 3411 abov1 cha trud; tvo required -vher• 1tairvay1 u:caad 44" ia width; oaa to extend not lesa thaa 6" bayoad top and boctoa and end, shall recura; arip dilllanlian l~" -2", Sec. 3306 (fl 1~uardraila for atair•, b1lcaai11, and /1andia1a ahould coafora vith SeC,1711 Mota that 6" 1phera caaaot pa•• b•tv184 t•na•di1t1 rail•, (B•i&ht required 42" minimum) Openia1s in axterior valla vithia·lO ft of exterior 1tairvay1 ahould ba protec- ted v:lth ••lf-clo1:lng thra-faurtha-hour fire-r11iativa aaumblies, Sac, 3306 (I) fuildina over 2 atoriaa) ?·!acloaad uaabl• 1pac• uadar 1tairvay1 abould b• protectad oa cha eacloaed 1id• •• required far ona-haur fir•-r•1iativ• caaatructian, Sac, 3306 (111) (n). ,r,Noac011bu1cibl• extarior ataira at• r,-quind, Sac. 3306 (n) • l~!xterior 1tair1 ahauld not project iato / ·1arda vh•r• vall ap~nia1s aaat b• pro-tactad, Sac. 33116 (11) 19'.oaa atairvay 1hauld atand to th• roof. / S•c, 3306(0) (4 1toriH or aon 1a height) .Su-foot 6-iach aiaUIUII hudroom cl••r- 1ac• for 1tairvay1 abould b• indicated 011 plaaa. Sec. 3106 (p) Kot• that ~ thia 1a fro• a plane caasenc to th• ~ Q tairvay crud no11a1s, -;_ A, ',IJ fl) p 1lapa1 •hauld aot uc11d one foot o/lr'l e,· , ia 12 fHC, Sec. HIJ7 (r) (d) r'_ 11/.surfaca of r1ap1 1bould ba rau1h•a•d / .. or of • aonalip ut•rial. Sac. 3307 (g) ~tairvaya should b• ancloaad as •p•ci- fiad ia Sec, 3309 (a) Oa1 (tvo)-hour fire-r•aiativ• valla ar• raquired, (b) Ollly uit door, are allovad to ope iato uit encloaur••• (c) Doors 1hould b1 labeled oaa (oa•- aad-aae-half)-baur fir• aasablia1. (d)-Exit encloaures abould includ• a corrido~ on cha 1rouad floor u- teadia1 to th• utarior. Fir1- re1i1tiv• coa1truccioa 1hould b• a• raquired for th• axit aaclosura, includia1 protaccad opania&•• Ollly uit door, ar1 panaittad to op•a iato the corrido·r, S•• uc1ptia11 (•) Aa approved barrier ia r•quir1d at th• around floor ca· pravaac p•opl• froa accidencly coatiauill& to th• lovar laval, (f) U1abl• 1p1c1 11 aoc allovad uadcr ,,,,,(._ th• ataira. /' ~it Couru, 3302 (a) llidth (3303 (b) l or (44". mia): (b) Proj1ction1(1) uc11d allov- abla; (c) Conatructioa, op1ain11 tab• 1-lr for 10' abova caurc floor, 3/4-hr ra1pac- tively 1f over 10 occupaat1 aad l••• thaa 10' vida. Exit court 1• a yard or court providia~ e~r•~• to a public vay, ;>4o open1n1• other than r•quiru ••it• ar• penaitted in •xit P••••• .. 1•• the paa•a1evay1 1hould b• of,_-hoyr fire-r•1iativ1 conatruction. S•c• 312 (al bit illuaillation •IMI aip• 1bou14 •• pro,ridu ill confomanc• vitb sec. 3313 & 33}1tiu:-EXTINGUISHINC SYSTEM i4 AD approved autoutic U.re-utinpi•hin• /"' ayatH 1n th•-=.,..,~--.::-:--~-=-~ ia raquired. Sec. 3802(b) Thi• iaclud•• blind 1pacaa anclo•ed vbolly or partly bJ Aoabuati~!• r~aacructioa. Clu1 1Ulldpipa 11•t• u ~. Sec.380nb) ,..lrira-•xtinsu1•h1a1 171t• plaa• 1bau14 yub• ,1ubsitted by you to d1t•raia1 c_. · pliaoca vith •pplicabl• t,uildin&, plualt-~ . ::1~a:c!~!: :::~·12,000 841 ft per ,f 'l oor aa•t be •prinklld. Sec. 3102 (d) ,l\ ' . noofta.~~?"m.-4~cir.r.' .. , il, ¢. Draft ~top, floor-ceiling area, attics, 'f'q i"' mansards, overhangs, false fronts and V J.. _I> similar to limit area to 3,00'J S.F~ or @ (fl U 60 L.F. (9,000 S.F. and l 00 L.F., if ~ ~ "'\ sprinklers). Sec. 2516 (f). , ~ ':I ;{Jloof dra~nas• •hould aot flov o,rer ~ £ / u lie propartf, c. 13 •r r v & the nae •iz~ •• roof.dr•in• aad on indap1ad111t drain lin•• ar• r•qµirad. Ia 11111 of tbi•, ovarflov 1cuppar• tbra• tillll• the 1111 of roof dr•in• abould be ia•t•llad 1D parap•t valla, OY•rflov 171t .. 1bould have inl•t• locatad 2 illch•• abov1 the v u • of, c) th• •11r•1•t• araa o p•ntbou••• • oth•r roof atructur•• caMot uc•ed 33 1/3 parcant of th• 1upportio1 roof ••• Sec, 3601(b) ovide minimum 22 x 30 to the attic ar_ea with minimum JO" headroom above opening. c. 3205 (a) Provide attic ventilation. Sec. 3205 {cJ· 1 XProvide roof vents and CUl'.tain boards .or 7-divide area into less than 50,000 S,F. S.-C. 206. Shnw roof flashing (Sec. 3201) complies . l with Sec. 1707 (b), Pmvidt! I.C.8.0. number for roofing materials not listed in the code, Sec. 302 (a) · !~Provide fire-retardant roof covering and / ,sperify materials Sec. 3202 (a) '1./iShow details of skylights to show compliance 7:with Sec. JIJOI or Sec. 5207. 'i..1'Show chimney to be 2' higher than any / portion of buildinR within 10 feet. !able 37-b and equipped with spark arrestor with mesh • t exceeding 1/2". Sec. 3703 ow 12" high boxing with 2" clearance om the flue requiring air space for appro.al, to, prevent insulation intrusion. (Sacramento Building Code Ord,) rtNISH HQRX ·--~. iDt•rior vall aad c•ilin& fini•h•• )"'rl,bould be •p•cified and cosplf vith Tabla llo. 4:Z-1 aad Sec, 4203 (11 ... •prud racin&) ./ Cl.a•• and 1la&in1 1bould coaplf vitb )"~ 6sapc•r ;4, typ• and thiclm••• of al••• l •bould b• 1p•cified, Cl11a aad 1lazin11ubject to human ta-pact abould co1ply vith Sec, 5406 allll applicabl• Fed•ral raaulat~oaa, MISCELLANEOUS ~rovide ped••triaa prot•ction •• per pc•r 44. run•nt ace••• to ••cbaaical equipunc Oil roof auat b• provide4. K•chanical . fa• s.c., 710 ~P.~ide colllllD j•ck1tin1 Sac. 4303(b)(5) All li&bt fixtur•• 1natall•d ia auapead- c•ilin&• 1hall be 1acur•d to the aaia a»t4/or croaa ruoocra vith ••1aaic clipl 11111••• inatallcd in accordance vicb tber approved •n•ia1•ria1. bow boo<I over reacaurant rans• - , cout1:11ec1oa, cl•aruc••, illltallatioa, -~ire ••tiasuiahar •J•ta • ..>"'!'o~id• 1rea11 trap for r••tauraat, u• tartar to th• buildio•· Sac, 711 of fora Plumbia1 Cod•; water heatar'• P, T v•lva to drain the ucerior of tbe buildio1, §TRUCTURA!. 15 pecial inapectioa in cooforuac• vitb I , ~Sec. 306 1a required. C.t.3o~ oK 171..invs o-e.5'11:£S- y.r•Clurl7 r•f•r•nca •ta p aa,, aac• __ _Jioaa aad al1vatioo1, ~~1 uaoary or concr•t• element, raaiat• ill& ••i••ic fore•• 1hould qualify•• ra- imorclld 1le1ant1. S•c. 2312(j)21 J'6ood auab•r• may aupport loada froa 111• 1oary or concr•ca only under tb• coadi• tioa. •pacified in S•c, 2516(1), ~ructural calculation• •hould ba sub• aitted to juatify th• adequacy of the 1tructural •J•ta in r••1st1n& seismic allll viad loada, and 1upportio1 d•ad and iva load1, •tail beaa to colu-coonection1, ~• roof ahould ba da1i1ued for uplift 7· rind pr11aur•• vith du• consideration for lateral 1upport of compreaaion --~11111•• of flexural mamb•rs, )-M'_!loor load •hould coo1idar a 20-pound p•~ aq ft partition load. Sec. 2304(4) _J,i'{karqu••• ahould be daaisoed for• 60- pouad par •q ft live load. Tabl• No. 23-.\ Cro11 araia t•n1ioa in vood 11 not allov•d, Provid• joiat anchors 4 feat on c•atar Nxii:wa apacina vichout 1p•- cial vall d•1i1n, Sac. 2312 ¢ Exitways shall be designed for IIJO .,...(P.S,F. live load. Table 23-A. 7• Liv• load reduction, 1hould comply vith •c. 2306, lued-laaiaatad luab•r 1hould b• fabri• ated ia accordanc• vith S•c 2Sll(f) A cartificatioa of inapaction shall b• A baittad prior co fi•ld inapection. lovabl• ,er••• 1D 1luad•laainatad mem• r1 over 12 inch•• in d•ptb ahould con• 1id•r a d•ptb reduccioa factor, Sac. r:.5ll(d)6 Jolted CODD&CtiODI upo••d to the ve,- b•r ar• 11.llited tL-.P•r c•nt of tha, ailovabl• load under proc1ct•d coadi• ,', tiona, Table 25-F, footnote I. chor11• of concrat• and masonry valls ould coaply vitb Sac, 2310. yvood 1rada1 1bould conform "'1th Tabl• No, 25-1. -l~Juatification i1 r•quired that 1uffi• / ci•nt alopa or camb•r ia available co ••aura adequat• roof drainage after lona ti•• deflections. In lieu of this, roof• wet ba da•11ned for possible / pondin1 of vacar. Sec, 2305(£) Detail• on atreaaia1 m•thod and hardvar• alon1 vith justifyins data are required on pr•atr•ued concrata vork, Not• that all tandona should comply vich Sec. 4303 tor t1ra-raai•t1v• purposee, /4.1din1 daca or d•cails for sce•l d•ck- ADI uaad •• a diaphrap ahould b• pro-idetl. Sec. 2303 (a) D•caila alld calculacioae ehould b• pro- videtl on roof (floor) diaphrap connec- tion• Chae 1Ddicate bow the •h•ara are trauf•rretl to v•rtical 1hear-re1iatin1 a1111ca. · ilia1 for an•u• boerd (lath, aheath- 1 board) u1acl 1cruccurally on 1haar -11a 1hould b• 1pacifiad to co•ply nth Tabl• No. 47-t. ear -11a uciliziaa IYP•ua board ach, 1heathin1 board) canaoc b• uaad to reaiet loade 1mpoelld by ueoary or coacr•c• wlla. loocaoc• 1, Tabl• No. 7-I. llailia11 ehould be d••ian•d co vitb- ~ tand a 20 (SO) pound p•r foot hori- oatal fore•. Tabla No. 23-1 I ailin1 fruin1 1hould be dedaned for cocal lo•d of not la1a than 10 (20) unda p•r 1q ft. Tabl• Ho. 23-1 •P•Ddad ca111n1 aball b• daa1gnad to lat- ral loada.(2312-1, Tablaa 23-1, 23-J) Iatarior particioaa ahould be juacifietl acructurally for acreaach and daflaction •• ~ricaria •••cifiacl in Sac. 2309 (b). :,,VOA foundation plua, -•how locacioaa, •1••• • abadaeata of boch uchor llolu • holdoVlia. 11/Note on plans that " A soils engineer shall / evaluate any unanticipated uncompacted fill or expansive soil or other soil problems disclosed during construction". Sec. '306 (a) 12. Submit soils classification determination by a licensed engineer or architect based on observation, tests, borings, or excavations, and containing comments on the degree of eapansiveness, compressibility and bearing / value. Sec. 2,0, Note on ttie plan the soils classification, whether or not the soil is expansive, and note 1J' the allowable bearing value. Sec. 290, The foundation plan does not comply with the the soil report recommendation for this project _____________ _ Provi~ notes on the foundation plan listing the soils report recommendations for founda- /tio1is, slab and building pad preparation. iy, Proyide spread footings f~ concentrated loads designed for 1,000 PSF sot! bearin11: « per bearing value as determined by an engineer or a h" t 2' 117 ote on the fo tion pan 1at "P ior to the contractor reqursting a l\uiltling Departmrnt foundation in5Jl('C:tio11, the soils rnginl?('r shall advise the f\uilclinr, Official in writing that: I. the building pad was prepar<'d in accordance with the !IOils r<'p,.>rt: 2. tM-utility trt-anch<'s have hl'en properly backfilled and compac·tt-d, and: 3. the foundation excavation5, forming and reinforcem<'nt comply with the soils report and approved plan.• · Show a o , , posts 2" lo 4" thick to be No. 2 Grade Douglas Fir-Larch or better. 1\11 posts and beams .5" and thicker shall be No. I Grade Oouglas f Fir-Larch or better. (Table 25-i'I-U. Note cross bridging or blocking. Floor joists and rafters more th.in ! 2" in nrpth and spanning more than 8 fl'<' t shill! bt: supported laterally by bridging at int,•rval~ f not exceeding I feet. St'<'. 2506 (g), Show blOC'kin,: at ends and at support5 of floor joists, and rafters at exterior wall!\. Sec. 2 506 (g) ~ Show solid blocking at ridge line and at 1 exferior walls on trussed roors. S«. 251)(,(g) Show double joists. Floor joists .shall b<' doubled under bearing partition~ running , 1 .(. parallel with the joists. Sec. 2517 (d) y3 Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center where rafter ceiling joists are not parallel. Sec. 2517 (h) Show rafter purlin brac<'s to br. not le~~ than •5 degrees to the horizontal. !we-. jJ7 (h) how 1/2" minimum clearance bl'twe<'n top plate of interior partitions and bottom choc-d trusses. (To ensure loading will be s designed.) how double top plate with minimum 48" r:lap splice. Sec. 2.517 (g) · w nailing will be in compliance with ble 2.5-Q. w stud size and spacing complies with able 25-R-3. Note an A.I.T.C. Certificate or Compliance for glued laminated wood mernbrrs ~hall be given to the Building lnspt>ctor prior rto erection. Sec. 306 (r) Detail all post to b<'am ancl post to footing c-onnections. Sec. 2516 kl ~ Show 3" x 4" or 2" x 6" studs in first story ~ of Uiree story building. Sec. 2.518 (f) Provide truss details and truss calculations. Sill Provide roof framing plan. Sec. 31'J2 (a) 7 3,-. Provide framing section through ____ _ Sec. 302 (a) 7 /o, Specify all header sizes foe-opening over ..k 4' wide. Sec. 2.518 (g) 7 /,,., Provide calculations foe-· Sec. )02 Ca) 7 plGHT1 VENTILATION AND SANITATION 1fo Provide light and ventilation per Sec. 70,5 in _ ./. those areas customarily used by humans. ¥ I Provide toilet r!)Oms per Sec. 70.5. Provide Sl'parate facilities for men and women if number of employees exceeds four and both sexes are employed. f2. Toilet rooms shall be separated from food preparation or food storage rooms by a tight- / fitting door. Sec • .510 (a) ¥3 Provide floor and wall finishes in toilet rooms pt>r Sec. 510 (b) ¥" Restrooms shall be accessible to the handi- capped and should be in compliance with Sec. 511 (a) and Ti tie 24 requirements. liANDICAPPEI) ACCESSABILITY . REGULATIONS ~ ,/provide notes and details to show compliance y~ ~ith State of California Handicapped Access- ibility Regulations. (see attached) ELECTR!f~ .. b. -~ECMANICAL AND PLUMBING ,£rr elcc trkal service exceeds 200 amps, / .. ~rovide lood calculations and.single line diagram a11d show types of wiring, switching, etc. A-ovide mechanical plans showing the data Y noted on the attached sheet • Provide plumbing plans showing the drain wasre and vent system and materials; cold and hot water piping and materials and simililr. SEE AO()ITIONAL COMMENTS ON !:2!:!:_0.WING 's1-mET(S. If you have ny questions, please call , at / E~~,I Curpornlion, tel. 561J-1468. V <3:; ~~;;-'n-3-e..;_,IT ,!k;?o1~ c;ol:?r::: c;:.,,.7eo . oA/ -r=t .S~vt.-.0 r,Be Cl71' tlBC. C/(;{) Sl-ftlw /219rYJP l~YJ// J-/1J),!01C~P 1.:e:; P1n2.1c1 rv{c {?l6c~ (; '1 IYJ 5 1 orz.. / ., 11 . ;n t!:H.. :s '-() per uJ rl-1 /?l. r · r..v 1"#1 l-l-r9-?v O ICfi,'ff e;.? /2eG-s, ~e&01ue: Wt.J<r. (2 l9t9Z ~ Sho()LO 5»-y ''cue_aeruT'-1 111) Fi';),z.,(A~ '1 ~eh~~ cha,,,,,/9e!S .. srnt/5 198-8). c.~;;ze2..ere 7?/fif:~l:lt:IV . CIHf D"!779 .SYt=r:::.-0 ~-:r- -O#T19, ON ?J.l:r1f.J) iSn-mii:-rit/e-2¢ ~Pfeo lf82Vl3C , Cheek@. S-J.f, "' S*1tlvll O&~ t_ PP hJd t.,,(.,I . <t:' v j4q-/eJ-Coa~~-e) ~>+ss Cov~t:::-0 8 :t. @) 7 1 M . p . . ~ et:R .shee-1- , . O;V Sl@er G-1 dr-G,;::Jt:..c$, ) Be.?M~ dPO C,,~ID L-./ /VE-_$ t C)/2_ otlz01 j /")(fr}~ :::> ' JO C l, J9rZ ll--3/ :dz '< .Sl-f?W Atf·l-1>?tt1 512.t:r . r . . ,,q~ CdLvw,,vs t7J,J vve- B .C&-~10 /,~ mvo .?,~-)? Q:;141 Pl.E7?:::-rhe-~ IV v m he,,; w 1-lh, n ffee loe1 V7019-771 nJ 1-/t...,.~er;;.-o >U .S . o IU Eet.,,, n O?z na >V p1-,mJ V O 61 Sifi;:::e 7 ;5-I SH~7 -L-¢. C&-z-c s 2 > l€i::m a r o" oe, s; A eaA ye..J.{ 01 L1,z,e-~ &foe. &lc-s 4411 & 5: # z t3/112S -rv/Je, e IS '#1 e .;;G-=z:/G-IU .S ~GV v d J'../ -#,e-(7L&H S ; ... PLAN CHECK NO. (itp of (arllfJab --OWNER _____ _ PLAN REC'D. ---PLAN CHK'D. ---CHK'D. BY ___ _ ~)l_ 23/ S-.3,/ /h?/?67?1Z..s -n::J M~,;, Ct!.,J9,f'Z. Ip::, c..F1---T1 i) A/ l~/972:01/tJC.,. //?~ Z)1117 <EJOSI t7YJ S ~ ,,t:l/ Mt L.r:;u .5/ t7V1 Rt'Z/eo t..V..$, OJI ~<;-/ l&Jpf-l,mr.J· L I It.le:: 7 CZJ-p) /-pt}};) .?/VS-8, ~-#} llrJU 12&~ 7--o /S/S 3./ 71/;;t:?.@ L.11v1ft:r-z_s, C u)4'1Z/ /~ 4' ~ ? . , . ·----, ·- . r<;"" hb'U/' ~~ o-,c _12a7 P -fr:J St.1/Pt,.rzr- ~~-/7C V~d=; c(P.S-1./45 )_, SM>w /CrOt:t"Jc,_.1/3-G~ or-: <<; U{P{Po ;z...,+ S '1 S.' <..;;;z-..vf R),i_ , ~/ WOO'W Wlfz-t.-c/.9-1:i J ·~~J ;:i.. .::2,_' /-/; f~# {// I Stf?&u 1/t.:FYZ.:T, /:::;Ye, /11GIL.t-la ,U) .,,, /1/ ~-~ <,RJ / I -'/__Uj 1-Z. PP 41 ns ;:G 1-mve:-r-Jvm-P12tfflt::"Afi~M.,t:r) ... C ?--Jqn:,/ ~ ffi;rJ-r CP/?1"77/VS /2f.lt:;,le-776F:5, /9-T b-n? ee-v..Dt::.-v ;fe,,r/5, 0n4Pt..:z111.1t:; w,711-_ S&c:, 2~1 r,.y,} s ~O/?c· / - -· . . . --- .. -- ·--~-( ~ ;var.s1-1r.) . · I /WALKS A.SD SIDEWALKS (SEC. 2·332S) /. i. W.Jks and side"'alb sh.all have a continuous com· moit surface, not intrrrupted by steps or by abrupt chan~s in level exceeding !,!I inch, and shall be a minimum-of 48 inches in ,vidth. Surfaces with· a slope of less than 6 percent JCradicnt shall be at least .is slip•resistant as that describ,•d as a medium salted finish. Surfaces with a slope of 6 percent i:r.adi,·nt or l(re.ater h.dl be slip-resistant. urface cross slopes shall not exceed 1/4 inch per foot. Walks, sidewalks and pedestrian ways shall be lree of gratings whene,·er possible. for gratings located in the surface of any of these areas, grid openings in gratings shall be limited to½ inch in the direction- of traffic flow. When the slope in the direction of travel of any walk exceeds 1 ,·ertical to 20 horizontal it shall comply with the pro,·isions for Pedestrian Ramps. 7. Abrupt changes in level along any accessible route shall not exceed ½ inch. When changes in level do occur, they shall be bC\·eled with a slope no greater than 1 :2 except that level changes not exceeding ¾ inch may be ,·ertical. When changes in levels greater than ½ inch are necessary they shall comply ,,ith the requirements for curb ramps. 8. Walks shall be provided with a level area not less than 60 inches by 60 inches at a door or gate that swings toward the walk, and not less than-48 inches "ide by 44 inches deep at a door or gate that swin1ts away from the walk. Such walks shall extend 24 inches to the side-of the strike edge of a door or 11ate that swings toward the walk. 9. All walks with continuous iiradients shall have level areas at least 5 feet in length at inter\'als of at least e,·er)· 400 feet. HAZARDS (SEC. 2•3324) 1. ·warning curbs. Abrupt changes in level, except between a walk or sidewalk and an adjacent street or driveway, exceeding 4 inches in a vertical dimen• sion, such as at planters or fountains located in or adjacent to walks, sidewalks, or other pedestrian ways, shall be identified by curbs projecting at least 6 inches in height above the walk or sidewalk surface to warn the blind of a potential drop off. When a guardrail or handrail is provided, no curb is required when a guiderail is provided centered 3 inches (plus or min11s one inch) above the surface of the walk 01 sidewalk; the walk is 5 percent or less gradient or no adjacent hazard exists. 2. Overhanging Obstructions: Any obstructions that overhangs a pedestrian's way shall be a minimum of 80 inches above the walking surface as measured from the bottom of the obstruction. PARKISG (SEC. 2-7102) 1. The following table estilblishes the number of handi- c.ipped parking-spaces required: Total !':umber of Parking Spa.:es Number of Handicapped Parking Spaces Required I· 40 ••••••• I 41 • 80 ••••••• 2 81 • 120 ••••••• 121 • 160 ••••••• 161 • 300 ••••••• 301 • 400 ••.•••• 401 • 500 ••••••• o,er 500 ••••••• ~ 4 5 6 7 1 for each 200 additional spaces provided When less than 5 parking spaces are provided, one shall be H feet wide and lined to provide a 9 foot parkinc area and a 5 foot loading and unloading atta. Physically handit:apped parking spaces shall be· lo- cated as near as practical to a primary entrance. If only one space is provided, it shall· be 14 feet wide and lined to provide a 9 foot parking area and a 5 foot loading and unloading area. When more than onl' spa~e is provided in lieu of providing a 14 foot w1dt" space for each parking space, two spaces can be provided within a 23 foot wide area lined to pro,·ide a 9 foot parking area on each side of a 5 foot loading and unloading area in the center. The min• imum lenRth ofcac;h parking space shall be 18 feet, In each parking area, a bumper or curb shall be pro· vided and located to prevent encroachment of cars over the required width of walkways. Also, the space lhall be so located that a handicapped person is not compelled to wheel or walk behind parked cars other than their own. Pedestrian ways whkh are accessible to the physi• cally handicapped shall be provided from each such parking space to realted facilities, including curb cuts or ramps as needed. Ramps shall not encroach into any parking space. EXCEPTIONS: 1. R.imps located at the front of physically handicapped parking spaces may encroach into the length of such spaces when such encroachment does not limit a handicapped person's capability to leave or enter their vehicle thus providin11 equivalent facilitation. 4. Surface slopes of parkin11 sp.ices for the physically handicapped shall not exceed ¼ inch per foot in any direc:tion. 5. Entrances to and vertkal clt•arilnCes within parking structures shill! have a minimum vertic.al clearance of 8 feet 2 indu•s wllt're n·quired for ilCcessibility to handicilppt•tl parkinK sp.i,·es. D. SANITARY 1-·Ac:ll.ll'IES (s1-:c. 2-1711) 1. Where separate fadlitics ilre provided for non-handi• capped persons of each sex, separate facilities shall be provided for handicapped persons of each sex also. Where unisex facilities arc provided for non• handicapped persons, such unisex facilities shall be provided for the handicapped. 2. Where sanitary facilities are located on accessible floors of a building, they shall be made accessible to the physically handicapped, S. Passa11eways le.ading to sanitill')' fadlities shall have a clear access width as specified in Chapter 33. All doorways leading to such sanitary facilities shall have: a) A clear unobstructed opening width of 32 inches. b) A le\'el and clear area for a minimum depth of 60 inches in the direction of the door swing as measured at right angles to the plane of the door in its closed position, and 44 inches where the door swings away from the level and clear area. 4. Multiple accommu·dation toilet facilities shall have the followinl(: a) A-clear space mt·asurt"d from the floor to a height of 27 inches above the tlnur, within ·the sanitary ,facility room, of sufficient size to inscribe a circle with a diameter not less than 60 inches, or a-clear spilce 56 inches by 63 inches in size. Doors other than tht' door to the handicapped toilet compilrttnrilt in .iny.position may encroach into this spac,· by not mort• than 12 inches. b) A water closet fixturc loc-att"d in a compartment shall provide a 28 inch wide clear spilce from a fixture or a 32-inch wide dt"at space from a wall at one side of tht• Willer closet and a 48 inch long clear space· in front of the w.iter closet if the compartment hils iln end opening door (facing the water doSt"t). A 60 inch minimum length clear space shall be pro\'idt·d in a compartment with the door located .it the siile. Grab bars shall not project more thiln 3 inches into the clear spaces as specified above. c) A water closet comp.irtinent shall be equipped· with a door that has an automatic closing device, and shall have a cleilr unobstructed openingwidth of 32 inches when lociltt"d at tht" end and 34 inches when located .it the side with tht" door positioned at an a!)l(lc of 90 degrees from its closed position. Except lnr door opening widths and door swi111ts, .a dc.ir unobstructed access not lc;ss than 44 inches shall be provided to water closet compartments dr~igned for use by the handicappt'd .iml the span· immt'diiltt:ly in front of ·a water dos,·t t·omp.irtm,·nt shall be nut less that 48 inches aJ measurt·d at rhiht angles tu com• partment door in its dost'd position. 5. Si11gle accommod.ation toilet fadliieis shall have the following: There shall be sufficient space in the toilet-room for a whe,·khair mcilsurfng 30 inches wide by 48 inches long to enter the room and permit the door to dose. l he water doSt"t shall be located in a space which provides il 28 inch wide clear space from a wall at one side and 48 inches of clear space m front of the water closet. 6. In an existing building a singlr .iccommodation toilet facility may have the watt·r closet fixture located in a compartment which pru\idt·s il clear space of not less than 36 inches wide by 48 inches long in front of the water closet, 7. Grab bars located on t'ach side, or one side of the back of tht" physic.illy h,mdicapped toilet stall or compartment shall be securely attached 33 inches above and parallel to the floor. Grab bars at the side shall be at least 42 inches long with the front end . . positioned 24 inchc:s in front ol the: water cluset stool and grab bars at the back shall be not less than 56 inches 101111. The diameter or width of the gripping surfaces of a grab bar shall be 114 inch to 1 ½ inch or the shape shall provide an equivalent gripping surface. If grab bars are mounted adjac;ent to a wall, the space be· tween the wall and the grab bars shall be l ~ inches. 8, A dear floor space 30 inches by 48 inches shall be provided in front of a lavatpry to aliow a forward approach. Such clear floor space shall adjoin or overlap an acccsible route and shall extend into knee and toe space underneath the lavatory. 9. Where urinals are provided, at least one shall have a clear floor space 30 inches by 48 inches in front of the urinal to allow forward approach. E. WATER FOUNTAIN LOCATION (SEC. 2•1712) · I • Where water fountains are provided, they shall be located completely within alcoves, or otherwise positioned so as not to encroach into pedestrian way1, · · f, DRISKJSG t'Ot.:S"fAISS (SEC. P-1507) 1, The drinking fountain shall Le a minimum of 18 inches in depth and there shall be dear and unob- structed spaces under the drinking fountain not less than 27 inches in height and 18 inches in depth, the depth measurements being taken from the: front edge of the foul'!tain, A side approach drinking fountain is not acceptable. · 2. The bubbler shall be actintcd by a control which is easily operated by a handicapped person such as a hand-operated ·lever type control located within o inches of the front of the fountain, a pu~h bar control along the front of the drinking. fountain, etc, The bubbler outlet orifice shall be (orated within 6 inches of the front of the drinking fountain and shall be within 36 inches of tht' floor, The water stream from the bubbler shall be: substantially parallel to the front edge of the drinking fountain. • DOORS & HARDWARE (SEC. 2·3301, 3303, 3306) 1. All primary entrances to buildinics sh•ll be made accessible to the handic.ippl'd, c \"at our ope mg hardware shall he centered between 30 inches and 44 inches above the tloor, Latching and locking doors that arc: hand acti· ,·ated ~d which ar~ _in a path of travel, shall he opc-r- abl". w,th .i single c:lfort by lever type hardwart·, l,y p;inu; ·bars, push-pull a..:th;iting bars, or other hard- w.ue. d_t'~rKJled to pro,·ide passage without requirinic the •b1hty to grasp the o ,cnin 1· d\v.1rt·,,..."'. · -~- t'Xll ors s • pc • e .lli a ovc: in ei:re~s direuion. Door~ ~o indh-idual hotel or motel units shall oper· ate Slf!Ulat!Y, except that when bolt and unlatching operation 1s key operated from corridor or exterior side." of unit door, large bow kc."ys (2 inch) full bow or 1 ¼ inch (h.ilf bow) shall be prtl\'ided in lieu of lt-vcr type hardware on the corridor side, Separau: dead lock acti\,uion on room side: of corridor docm in hotels or motels sh.ill have: lever bandit• nr lar11r thumb turn in .in e.isily reached location, · !. Width and Heights. 1, Every required t'Ait doorway shall. be ol • si.i:c as to permit the installation ol a door not less than 3 feet in width and not less titan ri feet, 8 inches in height. When imt.alkd in c:i,.1t doorw•n, t'Xit doors shall be: capable ol opening at least 90 dc."grces and shall br so mounted that the . dear ~idth of the exitway is nut lt·~s than 32 indu,s, 4. I-or hmgc:d doors, the opcninK width sh.ill be m,·a· surcd with the door 1msitiuncd at an anl(le ol 90 del(l'ces from its dost'd position, At lcai;t one of a p.1r of doors shall meet this opening width require- ment, Re\oh ing doors sh.ill nul be used as a requirc-d tntr.in.:c for the ph) ~i, .ill~ h.1111Jk.1ppt'cl. 5. ~b.,.imum effort to opcr.ite doors sh.ill not exceed 8.5 paunds for exterior doors rnd 5 pounds for .ntenor doors, sui:h pull or push effort being applied .it right an1dcs to hinged tluors and al the u·ntt·r pl~e of sliding or folding dpors. Compen,ating . 1.k\1c-cs or ,iutum.itic door operators may b,• uuli1.1·d to ml't"t the: .ibU\C ~t.illd.inh. \\ hrn Im· duuJ, .art· rc4u1rcd, the: m.1xm1um dlurt t,, op,·r.11• the· ilunr m•~ be 111, rc;.ul'cl 11t1l 111 '""Lr1·rl 1 r; pounrl,. b. l.onstruLtion, rhe bollom 10 111Lhc·, ul .all 1l11111\ C"XLept .. utomiAtr.: ,u11J ,lid1111< ,haU 11,.,,. a \llluoth ~ unu1tc:rruptcd ,url.i<:C to allow 1hr rlum to he opencd by a whcelch:ur footrt"st 11r1thc,ut , rt ,11111o1,. tr•p or h.i.i:ardou. Londllmn. Where. narrow frame: Joors arc used, a IO ini:h hiKh ,mnoth panel lihall be mst.11lcd on the push side of the door, which Will illlow the door to-be opened by a wheelchair footrest i.,1thuut creating a trap or hazardous condition, 7. Thresholds shall not exceed½ inch in height. 8. Where turnstiles arc used a door or gate that is accessible to the h.indicapped shall be provided . within 30 feet. e top andings on a ramp must e at least 60 inches in depth. If a door swings.onto a top landing the landing depth shall ~c not less than 42'inchcs plus the: width of the door. The top landing shall have a width not less than its depth. 5. The top landing shall extend not less than 24 inches beyond the strike side of the door at exterior ramps and 18 inches at interior ramps, 6. The bottom landing shall be not lcu than 72 inches dct'p, 7. lntcrmcdi.ite lamJinKS ,h:i.11 be provided at turns and wht"ncvrr the: ch•nge in level excceds 30 inches. 8. lntc:rmrili•tc· l,mdings on straiicht ramps shall have a drpth of not kss than ~'-6", lntc·nnrdiatc landings on ramps that turn greater than 30 degrees shall be not less than 6 feet in dt:pth. . 9. Ramps shall be not less than 4 feet wide. 10. Ramps serving a primary entrance for an occupant load of 300 or more shall be not less than 5 feet wide. · 11. Handrails shall be placed on each side of each ramp and shall extend 12 inches beyond the top and bottom of the ramp. 12. Surfaces of ramps. shall be slip resistant, I, WATt:R CLOSETS (SEC. P-1502) 1. The height of acccssiblr water close-ts shall bt' a min• imum of 17. inches and a maximum of 19 inches measured to the top of the toilet seat, J,'lush controls shall be operable by an oscillating handle with a maximum operating force of 3 ib or by a remote low voltage button, The handle or button shall be located so they arc operable without requiring excessive body movement. J. URINALS (SEC. P-1503) 1. Where urinals arc provided at least one elongated rim at a maximum of 1 7 inches above the floor is re-quired, 2. 1-'lush controls shall be hand operated, and shall be mounted no more than 44 inches above the floor. K. LAVATORIES (SEC. P-1504) 1. Lavatories shall be mounted with a clearance: of at least 29 inches from the floor to the bottom of the apron with knee clearance undrr the front lip ex, tending a minimum of 30 i. .. :hes in width with 8 inches minimum depth at the top. Toe clearance shall be the· same width and shall be a minimum of 17 inches del'p from the front of the lavatory. 2. Hot w.iter and drain pipes under lavatories shall be imulatc:d ur oth1·rw1se cm·ered. There: shall be no sharp or abrasive surfaces und,·r lavatories. 3. t·au1:l't controls and oper•ting mechanisms shall be operable with one h.ind and shall not require tight grasping, pinching or twisting of the wrist. The force rc(luired to activatl' controls shall be no greater than 5 lb. l.1·vc:r-<1peratrcl, push-type and electronically rnntrollt'd m,·1·h.111i,m, •re rxaµtplcs of acceptable designs. Sdf-dosinl( v.&l\l'~ .rr allowed if the faucet rt'mains 0111·11 for at kast IO seconds. I •• "fELEPHONES (s1-:c.2-1713) I. General. It publk tl'lcph,,nes .re pro,·idt"d, they shall c111i1ply. M. ELECTRICAL Note all el~ctric receptacles to be at least 12" above the floor and light switches to be 36" to 48" above floor. N. DOOR S:YMBOLS Note doors leading to handicapped type restrooms shall have raised triangle and circle identification symbols. O. STAIR TREAD MARKING Note stair treads to b~ marked per Sec.330S{r) Ct:=ND) Scope ', Chapter 54 GLASS AND GILAZING Sl't". ~OJ. ( a) General. The provisions ()f thiHhapterapply to: I. h1t:r10r glass and glazing in all occllpancies except Groups R and M not o\cr thrct· !>lories in height; and · 2. Interior and exterior glass and glazing in all occupancies ~ubjccl fo human 1mpa-ct as ~pecified in Scclion 5406. (b) Standards. Standards for material st.all be as specified in thi!> chapter and U.B.C. Standard No. 54-1. Stand.ud~ for glazing subject to .. human impact (hazardous Joca1ion) as spec- ified in Section 5406 shall be as specified in U .B.C. Standard No. 54-2. (c) Other Provisions. See Part IV of this code for additional glass require- ments -Ahere openings arc required to be fire protected and Section 5204 for openings glazed with plastics. Identification S«. S402. Each light shall bear the manufacturer's label designating the type and thickness of glass. When approved by the building official, labels may be omitted. provided an affidavit is furnished by the glazing contractor certifying that each light is glazed in accordance with approved plans and specifications. Identification of glazing in .hazardous locations shall be 'in accordance with Section 5406. Ar1t1 Limitation• S«. 5-IOJ. Exterior glass and glazing shall be capable of safc:ly withstanding the load, set forth in i;; • t I a P:, acting inVlrard or outward. The area gf indi\'idual lights shall be more than set forth in Table No. 54-A or as adjusted by Table No. 54-B. Se.:.t,""' ii a,, . · ·Glazing Support S«. 5-104. Glass fir'mly supported on all four edges shall be glazed·. with minimum laps and.edge clearances set forth in Table No. 54-C. For glass not fmnly supponed on all four edges, design shall be submitted to the building offidal for approval. Glass suppons shall be considered firm when deflection of the support ·at design load docs not exceed 1/m of the span. Louvered Windows S«. S.WS. Regular plate, sheet or patterned glass in jalousies and .louvered windows shall be no thinner than nominal 7/32 inch and no longer than 48 inches. When other glass types arc used, design shall be submitted to the building offacial for appro·.al. Exposed glass edges shall be smooth. Wucd-glass with wire exposed on longitudinal edges shall not be used in jalousies or louvered windows. Safety Glazing S«. 5-106. (a) General. Glazing subject to human impact shall comply wilh this section. EXCEFrlON: Louvered windows or jalousies complying with Section 5405 need not comply with Subsection (c) of this section. {b) ldcnllfication. Each light of safety glazing material installed in hazardous_ locations as defined in Section S406 (d) shall be identified by a label which will ' ·specify the labeler, whether the manufacturer or installer. and state that safety - 1luin1 material has been utilized in such installation. For additional identifica- tion requirements ~nd for limitation on size and use by category classification. ICC U.B.C. Standard No. 54,2, Part I. Each unit or tempered glass shall be pclTl)anently identified by the manufac- turer. The identification shall be etched or ceramic fired on the glass and be visible when the unit is glazed. Tempered spandrcl glass is exempted from permanent labeling but such glass shall be identified by the manufacturer with a removable paper label. (c) Human Impact Loads. Individual glazed areas in hazardous locations such as those indicated in Section 5406 (d) shalJ pass the test requirements of Part I of U .B .C. Standard No. 54-2 or by comparative tests approved by the building official which shall be proved to produce at least equivalent performance. EXCEPTION: Polished wired glass complying with Part II oru.B.C. Standard No. 54-2 may be used in fire assemblies and in locations 1pecif1Cd in Jrcrm Nos. 6 and 7 of Section 5406 (d). Plastic glazing used in exterior applications also shall comply with the weather- ing requirements in Part I ofU.B.C. Standard No. 54-2. (d) Hazardous Locations. The following shall be considered specific haz- ardous locations for the purposes of glazing: I. Glazing in ingress and egress doors except jalousies. 2. Glazing in fixed and sliding panels of sliding-type doors other than ward- robe doors. 3. Glazing in storm doors. 4. Glazing in all unframed swinging doors. 5. Glazing in shower and bathtub doors and enclosures. 6. Glazing, operable or inoperable adjacent to a door in all buildings and within the same wall plane as the door whose nearest vertical edge is within 1,2· inches of the door in a closed posifton and' whose bottom edge· is Jc" than 60 inches above the floor or walking surface. 7. Olazina in fixed panels other dwl dioie covmd by 11cm No. 6 which have a glued area in excess of 9 square feet and the lowest edge is Jess than 18 inches abo\'e the fmisbed floor level or walking surface within 36 inches of such glazing. In lieu of safety glazing, such glazed panels may be protected with a horizontal member not less than l'h inches in width when located between ~4 and 36 inches above the walking surface. EXCEPTION: The: following products, materials and uses arc exempt from tbc above hazardous locations: I. Openings in doors through which a 3°inch sphere is unable to pass. 2. Assemblies of leaded glass or faceted glass and items of carved glass whca used for decorative purposes indoors or in location$ descri~ in Section S406 (d). Item No. 6or7, above. \.. TWC)• Ma"l)S.• '" ,cecs ~· 3. Glazing materials used as curved glazed panels in revolvina doors. 11•·1 'k 4. Commcn:ial refrigerated cabinet glazed doors. (e) Wardrobe Doon. Glazing in wardrobe doors shall meet the impact tat acquirements for safety glazing as set forth in U.B.C. Standard No. 54-2, Part II. ~ glass must also meet the boil test requirements of U.B.C. Standard No. 54-2, Part n. EXCEPTION: The: impact test shall be modified so that if no bRabge occws when the implcting object is dropped from the beiJht of 18 inches, the lat lball posreu ill bei&btincrcmcnts of 6 inches until the maximum of 48 inches is racbed. "Hlrpd Shower Doora . . Sec. 5407. Hinged showerdoon shall open OU~. !' ' , DEVELOPMENTAL SERVICES BUILDING DEPARTMENT (itp of Carlsbab 1200 ELM AVENUE CARLSBAD, CA 92008-1989 (819) 438-5525 THE INFORMATION LISTED BELOW MUST BE SHOWN ON THE TITLE SHEET OF YOUR PLANS Site Address Legal Description Assessor's Parcel Uumber Quantity of Grading in cubic yards Contact Person -Name and Fhone Number Designed for comp 1i ance with the fo 11 owing codes: 1979 UBC, 1981 NEC, 1 ~76 UMC Number of bedrooms per unit or plan Number of stories Type of Construction -Sprinklered or not Sprinklered Show any Planning Conmission or City Council Action on this Property, ie: Variance, Conditional Use Permit, Tract or Parcel Map, Zone Change, Planned Development, Redevelopment Permit, Sp_ecific Plan, Site Development Plan. Number of parking spaces:, Regular, Compact, Handicap Area of Building: Office, Warehouse, Conmercial/Industrial Shell, Dwelling Unit, Gara9e. In multi-level ~uildings show areas on each level. Landscape Plans are required if there are more than four residential units or if plans are conmerci.al o.r industrial. cd 102683 i., u J 1114 I II•• 1111 • 111 POLICIES AND PROC.EOURE'.S --' . NUMBER: 84-35 SUBJECT: ROOF DRAINS EFFECT I V E : Ma re h, 1984 SECTION: BUILDING DEPARTMENT SUPERSEDES:April, 1978 PURPOSE: .BACK- GROUND; Aid in property damage prevention caused by plugged rain drains. Overflow drains to serve as an indicator. Inspection of damaged and ruined property during heavy rains indicated to the Building department that foliage and debris was stopping up the main roof drains •. The water level would rise to the overfl~drain level then the debris would · float to.and stop up the overflow drains~The water would rise· to the-level of flashings or roof jack then the water woulEf''poµr down through the structure • . · It was concluded that if the owner, occupant or maintenance personnel coul~ become aware of a roof drain stoppage, invnediate action could 'be taken to clear the roof drains. . ROD°F DRAINS -SECTION 3207 (c) OVERFLOl-1 DRAINS AND SCUPPERS. Where roof drains are reauired, overflow drains having the same size as the roof drains shall be ·installed with the inlet flow Jine loca·ted 2 inches above the low point of the roof, or over- flow scuppers having three times the size of the-roof drains may be installed -in adjacent parapet walls with the inlet flow line located 2 inches above the low point of the adjacent roof and having a minimum opening height of 4 inches. Overflow drains shall be connected to drain lines independent from the roof drains. , POLICY: (overflow drains shall tenninate so the overflow drains will also serve as an indicator of a roof drain problem). Overflow drains shall terminate in an area where it will be readily visible and will not cause damage to the ·building. RECO~MENDED TERMINATION LOCATION: 1. Where roof drains tenninate through a wall, overflow drains will tenninate a minimum of 12 inches above the roof drain. 2. When roof ~rains are piped to an approved· underground storm drain or curb, the overflow drains will terminate a minimum of 12 inches above·ground floor level in a readily visible location which will not cause structural damage to the building. . 3~ When conditions of design dictate that both roof drains and overflow drains nitiate~ By: be underground, and detennined by the Building Official, this condition exists The Building Official may approve a. secondary overflow with a minimum of 2 inch pipe size, piped from an -inverted tee in the overflow drain to an out- side, readily visible location, which will not cause structural damage to the building. ~ • Approved.By: Ma rt in o·renyak ~-~tl:ior· ·Emi 1 a Rl ~da City Manager Date, _ _z;/4/f'J/ Prepared bys Oim VALUATION AND PLAN CHECK FEE o Bldg. Dept. C Esgil PLAN CHECK NO. 641:-/ 5"C) BUILDING ADDRESS . L-d-r-5, //~YV/07? ::£. p; /__-4,s /~ml% l)a_, APPLICANT/CONTACT ~/Zl/>11111%/ttJek. ¢/fll~/4eu,PHONE 'No •. 27C.--r-f/O BUILDING OCCUPANCY /3 ... 2 (s he-t/ DESIGNER PHONE · TYPE OF CONSTRUCTION IJ-1/ ·7/Lt--f ·coNTRACTOR PHO._N_E ____ _ BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER ~~ '22~,Z,"1 .~ /~-~ Lf-o? z:8'-.. r-r ;::: I , .. Air Conditionin~ Commercial .. @ / 2.80 Residential ta 2.40 Res. or Comm. 22. ~'2--J 33. ~5-0 Fire Sprinklers ·@ l_.50 -:.. I Total Value l/-lf /, 2 .3 ,6 fee Adjusted To Reflect 0 Energy Regulatio~~ x 1.1) Handica ed Reul io (fee x 1.065) D PP g Building Permit fee s___._(_,___&_B_...;,.;8;;__,_o_c ____ ..;_.., _____ ¥.........,....._----- . Plan Check fee.$ 837 ZO ~ c·o MME N TS_·--------------------------- 8/4/82 ~' 1/ e eo J <!9 . . ... PLAN CHECK Nu6) . • .R 1 ESS. 'i?/ic, Jt.2,m~11.VED PLANNING: 'rVPE OF STRUCTURE ~~ MJ\fil!!Ets 188~ . SCHOOL FEES: SAN DIEGUITO __ ,.....____ ENCI~TM OF CARLSBA!) Building oepartrnenc CARLSBAD SAN MARCOS . ., -· --------- "\ % COVERAGE ' BUILDING HEIGHT FRONT " FENCES/WALLS SIDE TWO CAR GARAGE REAR a::: LL.I :3 LL.I -LL.I COMMENTS: > I-LL.I < a::: Q ~ D REDEVELOPMENT APPROVAL REQUIRED: .~§ ~ D . --~-----------,--P.-1.-¥-__.!...-..:..--A,.;~: °'::) w s ~ 0 LANDSCAPE PLAN CCM1ENTS: ------------------~----- l ·~~ ENVIRONMENTAL REQUIRED.: 'ti-f...i-/2_ P"h l/ Ito lcf:I ADDITIONAL COMMENTS: I?/ p ~-~ Gf /;o~ . ~ OK TO ISSUE:~ OATE:G,\,\ L\l ~ OK TO FINAL: ~ DATE: ii/laity *************************************************************** ****"M' '************ -,,,kj' (._fl.I'!> -6G I -~ ~"-::~NGINEERING LEGAL DESCRIPTION VERIFIED? _if:.f ~ED? ;JotJG" I~ P.F.F • .f?eBU/;i.e-;:,.:;; PARK IN LIEU !I/tr . __ _,_ .... ···- ' ~ ,.../ p../ I /.,... / ~ ·~ ~ ~ R. 0 .I~: -e:-f.t h-Nv v· IMPROVEMENTS: ~ //1fir.O ~P-e::;o ) · . ,£X/.sr, cv,<,s l&urrc;e-oK.,, 1 I ~ \ .~. . , ______ E.D.if:'<Wl ~ :::;~~"'!, . 7, 7!'~ ~ ~-~/1'-fr'Jf> .8t-L>6f-.~ ::.J \\1 SEWER: €;fr ff;"rAI C ~~ LATERAL~;;-;,-~ DRIVEWAY: d$-F J71?. G,-le/-',/ 'I' a::: --7' -5UliJhllr NGW ~AP/AIG I ~ GRADING PERMn~ cq_,/(/ y F.urr /'£e-GRA&tEZJ Mr'-/II.AA/ 7o ..eit'alf&-• .pEP7; -. ~ ~ DRAINAGE: S;-/-o[if ~;;;,.J,t~ .[{I-~ nJ ~ 'tf • '" D EASEMENTS: S'06f.,..G "''*'~ ADDITIONAL COMMENTS. F,ap ~ , _,,/ ~ (;l #n-e.· WE' ~~i«/4. ~~7"~ #'14/'WCQ'II\... ' ~~ D l/%,txteMjii;;~,u-~~t'~~cif y:~~.,~~s ~ 8' D z:'&»?te,a.; / ca,;,,,,;t:,,;,,,e:nz;n ;e~.s~.c 11 (L ucx OK TO ISSUE: ________ DATE: __ ._"7__,,F"l:'"/:+-i-'~T"--~~--1----- * ENGINEERING INSPECTION REQUIRED: -----· PUBLIC WORKS INSPE:,_re/2f'n)!(? Q !L-:.........,_--4'-___ ----,--1--· FINAL OK: K~ -DATE:_L±'/4!C,,il-k:.X.--'-~------ * IF THIS ITEM IS NOT CHECKED, BUILDING DEPARTMENT WILL MAKE ALL INSPECTIONS (DRIVEWAYS, CURB CUT, DRAINAGE, ETC.) I ; •• •• 1200 ELM AVENUE CARLSBAD, CA 92008-1989 Citp of (tCarlibab FIRE DEPARTMENT PAGE 1 OF TELEPHONE (619) 438-5523 APPROVED V /\ . .,_- --PLAN CH ECK REPORT DISAPPROVED ' PLAN CHECK# f Y ~ .,/f 0 PROJECT_....L=-:;o~·~r-·~~-:S::""--_________ ADDRESS -----/,~/l~-~s---.D:_/'--1~~~-/~r_/7~t=5 _______ _ . ARCHITECT ______________ ADDRESS _________ PHONE _____ _ OWNER /?/1.tJf' ADDRESS ------~--PHONE _____ _ .OCCUPANCY ~ff:==----_Z.. ___ CONST. :,.r:-,..v TOTAL SQ. FT. ? 2 .G 2 7 STORIES -;,:}(~PRINKLERED O TENANT IMP. ---------------"--~'------------ J __ 1. __ 2. __ 3, -X-4. . _5, 16. ,/' APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDiTIONS AND/OR MAKING THE FOLLOWING CORRECTIONS:· PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of: floor plan(s); site plan; sheets ___________________ _ Provide two site plans showing the location of all existing fire hydrants within 200 feet o.f the project. Provide specifications for the following: 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 . The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT The following fire protection systems are required: f ;,x :5,,p,,ec ,:, . .,.~1.>.:.:ft/r'1 .)! Automatic fire sprinklers (Design Criteria: ~· =3'.~'3~,2~.P._'J'_I_O_V._'t!._"/f~3'--t\Q?~_r~--r_4 ____________ ) o Dry Chemical, Halon, CO2 (Location: . . ) D Stand Pipes (Type: ) D Fire Alarm (Type/Location: ) __ 7. Fire Extinguisher Requirements: 1 O One 2A rated ABC extinguisher for each ___ sq.ft. or portion thereof with a t~avel distance to the nearest extinguisher not to exceed 75 feet of travel. O An extinguisher with a minimum rating of ___ to be located: D Other: __________________________________ _ __ 8. Additional fire hydrant(s) shall be provided---------------------'--- EXITS __ 9. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. __ 10. A sign stating, "This door to remain unlocked during business hours" shall be placed above the main exit and __ 11. -;(12. /-13. __ 14. --15. doors----------------------------------- EXIT signs (6" x ¾" letters) shall be placed over all required exists and directional signs located as necessary to clearly indicate the locatio~ of exit doors. GENERAL Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. · Additional Requirements. ----------------~-~---------- Comply with regulations on attached sheet(s). Plan Examiner __r. L~~ Date-_.;5~-..,,,,./2_z_~r? /2----'-[_7'--µ'----. /, ' ,/ ~ ,· Report mailed to architect ___ Met with ----------'-----1..Attach to Plans , / I .- ,I ill1JU1!t',ARDORFF a . ' . ~-=-®~vill®®illTh~ , (6111) 568·7210 ~ , ! 9690 BUSINESSPAAK AVENUE SHEET NO -"--'-'--OF ____ SCALE -------~ CALCULATED BY __________ DATE------ , _•y ' . ie-:~ ,s_m_oi_eoo_._c_A s_21_a,______ ,c::.:,;H:.;.lEy~KE~D.:::,BY.:..,._;;;;;;;;;;;;;;;;;;;;=====;;;;;;;;.=;;;;;.;;.,::.:,DA~TE;._;;;;;;;;;;;;;;===- ) 1------'-------.----4...C:l-'L~\..;:..\.,,:..L..L!-,,I l t-,~p.~) 1 l e,_ ___ D ___ : _t...-+------+--tL_t..._1 -------~--'--"u.'--1 ~___, _ _,__~-;....-- 'l ~c.( !e,~ I lt,I 1~~. i 1~..o I I z1lto l ., ~ ., IAv. Ot.,l c·e.i..J'---,,...,,c;C-?a-i-; _1....,..~ _"s;- 1 ;:;..._a_c:!o'-----¾_1:)s,-; _--+-~)l,'---;-+-t ---+---'---.;.---i---a---+--4-..-..........;...--;.-----;--+---''--. -,....I __, .l I I l I" -l~olo I . q> j i -§-· i ) ) . DEARDORFF a IID11,~rID©IBThiThi (619) 566·7210 ' 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 JOB---------------------- SHEET NO ' "]/ OF _____ SCALE ________ _ CALCULATED BY----------DATE ______ _ CHECKED BY · . DATE --' I I --·~1 _______ l ... e_~ 1', 1t1tt,~C, .v,.Lt{I ~l,a~.< f ~F.i...·h ~ l~o~ ><ht(~ l2J7~? 12,r~ -o-r--! 1)JJ ~LLJJJ l 1,l~l ; ; · f k~~ J .11_ i N l ! P/A::; f I~ 1 f/ ~ ~~ i9\7d 1 !o(;E -~hi -:-· 1---'---ll_....,~lf~~ ~r;1 q~wJJ~ ~~ 11-~~~J ~ ., ! ! J ! i j !u ~~ i ft! I~ j 1 ,:, a,~-: 414'-+7'-1 .t.=t~l --;-.<.r__,s,__: ·---;' :'----'----'----'-------_______ ½ : ; ! i -·-~----· --- i-1 .~ ; j : : i 1 -------'--------.-··--··--··. DEARDORFF a JOB ®~villtID®illThiThi SHEET NO .c:::a::_....,'?~-OF _____ SCALE ________ _ (619) 566•7210 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 I ; ' I_ I I CALCULATED BY ___________ DATE _______ _ CHECKED BY -. DATE -,~. 1 . I i w~~ w . _.,,_-·'",,.. , , , , i..--./, ... --r--,_!!_ · 1,,_ y' f , _.. , 5'1 'I c, ! l ~·r I t7 i i ~ , -, . i ' ,~ i- ..._, GLULAM BEAM DESIGN BEAM:PALOMAR ROOF LOADS <TRIBUTARY WIDTH UN IT DEAD LOAD = 10. 5 p·sF UNIT LIVE LOAD= 20.0 PSF (REDUCED TO 12.0) Wde~d = .25 Wlive = .29 Wtotal = .54 MAIN SPAN :40.00 FEET Ct+E?<-t A-c..· l,) .,_.t TV . 'Lv 1\?t A_.{. ;-I ? ~ ~ d-0 .;_ L \ I (... 6r;-o ::-'4~ fo KIPS PER FOOT 1rvut.cAc tt,1~ I. -::1( ,.__,,, o,L CASE 1 ML MC MR VLL VLR VRL VRR 0.0 50.4 0.0 0.0 5.0 5.0 0.0 RL 5.0 5.0 RR • 5.0 5.0 2 3 4 5 6 7 8 MAX CASE 1 2 3 4 5 6 7 8 MAX 0L0 50.4 0.0 0.0 5.0 5.0 0.0 0. 0 · 108. 0 0. 0 (;:I. 0 10. 8 10. 8 0. 0 0.0 50.4 0.0 0.0 5.0 5.0 0.0 0.0 108.0 -0.0 0.0 10.8 10.8 0.0 0. 0 50. 4 · 0. 0 0. 0 5. 0 5. 0 0. 0 0.0 108.0 0.0 0.0 10..(8 10.8 0.0 0.0 108.0 0.0 0.0 10.8 10.8 0.0 0. 0 108. 0 0. 0 0. 0 10. 8 10. 8 ·0. 0 10.8 5.0 10.8 5. 0 . 10.8 10.8 10.8 DESIGN DATA: Fb=2400 PSI, Va=165YSI, STRESS INCREASE=25% DESIGN MOMENT =108.0 FT-KIPS, tESIGN SHEAR= 10.8 KIPS ME·MBER REQUIRED: '5;-12s~:X":24YBV<S:;: 492.0 INA3, Cf= .926> DESIGN CONTROLLED BY FLEXURE tENDING STRESS: fb=2634(2400x1.25x .926=2778 SHEAR STRESS : v=119<165x1.25=206 CAMBER: ~1-sz·· I!!_;) RAD I us .OF. CURVATURE-: G;i="aa-•,-FE~ ( 1. 5xDe--ad) GLULAM BERM DESIGN BEAM: LOT 5 ·-~- ROOF LOADS (TRIBUTARY WIDTH~00 FEET)· PNIT DEAD LOAD= 10.5 PSF UNIT LIVE LOAD= 20.0 PSF (REDUCED TO 12.0) Wde-ad = .25 Wlive = .29 Wto~al = .54 Ple_ft =10.80 KIPS . KIPS PER FOOT LEFT CANTILEVER: 8.00 FEET <SUPPORTING A SPAN OF 40.00 FEET) MAIN SPAN :40.00 FEET ML MC MR VLL VLR VRL VRR 48.4 29.1 0.0 7.1 6.2 3.8 0.0 103.7 11.9 0.0 ·15.1 7.6 2.4 0.0 48.4 85.2 0.0 7.1 12.0 9.6 0.0 48.4 29.1 0.0 7.1 6.2 3.8 0.0 103.7 62.4 0.0 15.1 f3.4 8.2 0.0 103.7 11.9 0.0 15.1 7.6 2.4 0.0 · 48. 4 . 85. 2 0. 0 7. 1 12. 0 9. 6 0. 0 103.7 62.4 0.0 15.1 13.4 8.2 0.0 103.7 85.2 0.0 15.1 13;4 9.6 0.0 DESIGN DATA: Fb=2400 PSI, Ya=165 PSI, STRESS INCREASE=25% RL 13.3 22.8 19.1 1 ;3. 3 28.5 22.8 19. 1 28.5 28.5 DESIGN MOMENT =103.7 -KIPS bESIGN SHEAR= 15.1 KIPS MEMBER REQUIRED: -5-~'25-'----X~4":.~13 S= 492. 0 IN-''3-, Cf= • 926) DESIGN CONTROLLED BY FLE. RE BENDING STRESS: fb=2529<2400x1.25x .926=2778 SHEAR STRESS : v=171(165x1.25=206 _· __ _ CAMBER: ([: 182~..:.HY RAD !US OF CURVATURE: @\30, FE§Y ( 1. 5xDead) 10.8 5.0 10.8 5.0 10.8 10.8 10.8 RR 3.8 2.4 9.6 3.8 8.2 2.4 9.6 8.2 9.6 ) .J j~~~.~.'il£*i~'..~~A -~iW~ffiKK & r :::mo _t._V __ OF ____ SCALE-------- (6191566-7210 CALCULATED BY ____________ DATE _______ _ ll696 BUSINESSPARK AVENUE _sAN_...o_,E_ao_._cA_e_2_1a_1 _______ , ""CHECKED BY -DATE , --· i 4 "' 7 lei, r---:,~. --i--t--,-=---t----+--+-~--l---+--l---+--1--+--L--+--+i-+--+--l---+--!---!--+-. +' -+---r·-i----i~-- i :~-j01 ~r-'~l.'::J~\~ ~f} ,'4 t'-\ I~ I t--'--'f-~ i : : i,:: I j'i1S"t'O . l i "3GJ-t I - c.Je<t.J i:elr1.-c.~ /i.,l\\e..--c. 1 b\iA c,i.i~'fJ !"t> el?-r..( (,ar-~ ~\o-i 7~ i o n.b ' I · 1---+-------·· !~ LJC·h~~v~ !»~Gi"l~) Ii. ·i (1~·4 1.~ • 'Q"~Jlv ]11<, I ~ I 11-lc. lt=-~:.-I , . . re. ~-r ~I rlc.J 1,l t J1. ~ '1 kJ,c.J t=t.t,oL~ ! 11 c ~j 11,iA, , :. . f;·~ ! ~ r1 &l ~~ ~"-!,<-!1~,o I ~~,:)c,c.~-v \)L: .. 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SCALE ________ _ CALCULATED BY yv\_D QATE ______ _ 0 . 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 CHE;CKED BY DATE _) .__.,.._.-.--"A'-'-1.....,_:; . .::..,,ovi~c.le.1) <; J ~ isao J I -l~olo i?+I~ <I> I t--r--i,---,--t--l---1---+---i---!----+--+--+--+--+--+--_.;__J_-+-' -lf--L-.j:...__j__t__Ji .. --'-I· -i l I l t--+--+--+--i---+--+-4~-t--+--+---l'---l--l---1--J:---J--L--J.I_J:--.-_;.I_·· __ .. .LI _ t-· ---!-+--+---c---...;......---+-------4---1 r ., r '\ . ' .__, J (619) 566-7210 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 ) JOB _________________ _:9_,t,t'-o_-i...::,v __ _ SHEET NO ' 1,/ OF _____ SCALE ________ _ CALCULATED BY __ ---'-M_O.:;__ _ _____a _____ DATE ------- CHECKED BY DATE I /i 1 I I : , Y . 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V ; ·- --- . ~ ) DEARDORFF8 lli)~villlli)@illThiThi (619) 566-7210 9696 BUSINESSPARK AVENUE SAN 0IEGO, CA 92131 ! -t~ JOB ---::-----------------'~=<--U'...:..,01_;_.:._;-t, ___ _ SHEET NO ...,~=--",1...---OF _____ SCALE-----'--------- CALCULATED BY ----"-l/.lv_.:;..D _______ DATE-------- CHECKED BY DATE I --~r l ~! l i u I l t' I r, L =) i----t--~-i------i-----t---t----i---+--t---t---;---+---1-----+-----1----f-e-+--+--+--,+-, ---+--&-+!___.;.___.;.1--+---'-; _ ____,'f-,___-i---+--I ---+--,----t---+-+---+---+-----i---.---l--'-1----i---;,t __ .llid--1---1-----=-'-Lt) _ _p_ --1,--'--J+-; --'lJ'--=o~-+----1-----..!;i:::D _ _I _--,--___ .,.__,_ --l--........;...-....,__,-+-_-+--1----i>'..a:L=----l--~~-l I ~,r ,~., l I. , s14' I i ........ ~.~,----- "~ lt.1.' 16!, 7 ,_t 81 N k I '~"',,,:,:i.--.;-_I __ t----f-------f--+-+--l--i--+--+--+-+--...,..+--+---+---1--4------t----l ~~ , I ® , r, @_:; I i I t--~----,-;----:----+---f--+--+---t--t----+---i'---l---+--l---;.---+-+---+---l----l---t---l:,.._....;...._-J----4---l--~--l'--..L _...,_ __ _ I ! ei 3 Lr l-----+-+---+---+-..,__-<------!--+-----+--,...._--l----1--~_.__...._4----l------l---'---l-' l 't't! i "J, I ·, . t----,--+-+---+---f--+----+---f-..l.---+-__,,__-1---+--!------l--"---,..--l-'P=<--t,.::..;.--..--~=r~:.i---J ___ i,...,~;...:;;----;--+-----,--1.+J;-.,..../ _-z=..,Jc...::.<--;._+, -1 l U.. :_: J I ~ b : 0 ]_./ I I;., t-----+---'----.---+-.;.-.--+---+--+-----,..--i-----' .,,.,,____.;........_-1--~---l----!--'-,-_--!-7..::.........,' _ .. _. ___ .(J l+f----;-!-'----;----=-±---,-+--_3..z~·--------- 1 i _a} 1( .Q) I ·! ' '. ! ' i 1 ~ ~/~~" 1/i 1)1 I i-----i/ ! I/;~~ I / f •. , GLULAM BEAM DESIGN BEAM:PALOMAR LOT 5 f/1 ROOF LOADS (TRIBUTARY WIDTH =24.00 FEET) UNIT DEAD LOAD = 10.5 PSF UNIT LIVE LOAD = 20.0 PSF (REDUCED TO 12.0) Wdead = .25 Wlive = .29 Wt ot a 1 = .54 KIPS PER FOOT MAIN SPAN :40.00 FEET CASE ML MC MR VLL VLR VRL VRR RL 1 0.0 50.4 0.0 0.0 5.0 5.0 0.0 5.0 2 0.0 50.4 0. 0 . 0.0 5.0 5 •. 0 0.0 5.0 3 0. 0 · 108.0 0.0 0.0 10.8. 10.8 0.0 10.8 4· 0.0 50.4 0.0 0.0 5.0 5.0 0.0 5.0 5 0.0 108.0' -0. 0 0.0 10.8 · 10. 8 0.0 10.8 6 0.0 50. 4 · 0.0 0.0 5.0 5.0 0.0 5.0 7 0.0 108.0 0.0 0.0 10.8 10.8 0. t.a 10.8 8 0.0 108.0 0.0 0.0 10.8 10.8 0.0 10.8 MAX 0.0 108.0 0.0 0.0 10.8 10. 8 ·0. 0 10.8 DESIGN DATA: Fb=2400 P.SI, Va=165 :PSI, STRESS INCREASE=25% DESIGN MOMENT =108.0 FT-KIPS, DESIGN SHEAR = 10.8 KIPS MEMBER REQUIRED: 5. 125 X 24.00 (S= 492.0 INA3, Cf= .926) DESIGN CONTROLLED BY FLEXURE BENDING STRESS: fb=2634(2400x1.25x .926=2778 SHEAR STRESS v=119(165x1.25=206 . CAMBER: 2.182 IN, RADIUS OF CURVATURE: GLULAM BEBM DESIGN BEAM:LOT 5·-B2 ROOF LOADS <TRIBUTARY WIDTH =24.00 FEET) PNIT DEAD LOAD= 10.5 PSF 1100 UNIT LIVE LOAD= 20.0 PSF <REDUCED TO 12.0) Wdead = .25 Wlive = .29 Wtotal = .54 Pleft =10.80 KIPS FEET (1.5xDead) KIPS PER FOOT LEFT CANTILEVER: 8.00 FEET <SUPPORTING A SPAN OF 40.00 FEET) MAIN SPAN :40.00 FEET CASE ML MC MR VLL VLR VRL VRR 1 48.4 29.1 0.0 7.1 6.2 3.8 0.0 2 103.7 11.9 0.0 15.1 7.6 2.4 0.0 3 48.4 85.2 0.0 7.1 12.0 9.6 0.0 4 48.4 29.1 0.0 . 7.1 6.2 3.8 0.0 5 10'3. 7 62. 4 0. 0 15. 1 13. 4 8. 2 0. 0 6 103.7 11.9 0.0 15.1 7.6 2.4 0.0 7 · 48.4. 85.2 0.0 7.1 12.0 9.6 0.0 8 103.7 62.4 0.0 15.1 13.4 8.2 0.0 MAX 103.7 85.2 0~0 15.1 13;4 9.6 0.0 DESIGN DATA~ Fb=2400 PSI, Va=165 PSI, STRESS INCREASE=25% DESIGN MOMENT =103.7 Ft-KIPS, DESIGN SHEAR= 15.1 KIPS RL 13.3 22.8 19. 1 1~.3 28.5 22.8 19. 1 28.5 28.5 MEMBER REQUIRED: 5.125 X 24~00 (S= 492.0 INA3, Cf= .926) DESIGN CONTROLLED BY FLEXURE BENDING STRESS~ fb=2529<2400x1.~~x .926=2778 SHEAR STRESS v=171<165x1.25=206 . CAMBER: 2.182 IN, RADIUS OF CURVATURE: 1100 FEET ( 1. 5xDe.ad) RR 5.0 5.tf 10.8 5.0 10.8 5.0 10.8 10.8 10.8 RR 3.8 2.4 9.6 3.8 8.2 2.4 9.6 8.2 9.6 . I GLULAM BEAM DESIGN BEAM:LOT 5 -B3 ROOF LOADS (TRIBUTARY WIDTH =24.00 FEET) UNIT·DEAD LOAD= 10.5 PSF UNIT LIVE LOAD= 20.0 PSF (REDUCED TO 12.0) Wde-ad = • 25 Wl i ve-= • 29 Wtotal .• 54 MAIN SPAN :40.00 FE~T KIPS PER FOOT CASE 1 ML MC MR VLL 0.0 50.4 0.0 0.0 VLR 5.0 5.0 VRL 5 .• 0 5. 0 . VRR RL 0.0 5.0 2 3 4 5 6 7 8 MAX 0.0 50.4 0.0 0.0 0.0 108.0 0.0 0.0 0.0 50.4. 0.0 0.0 0.0 108.0 0.0 0.0 0.0 50.4 0.0 0.0 0.0 108.0 0.0 0.0 0.0 108.0 0.0 0.0 0.0 108.0 0.0 0.0 10.8 5.0 10.8 5.0 10.8 10.8 10.8 10.8 5.0 10.8 5.0 10.8 10.8 10.8 0.0 5.0 0.0 10.8 0.0 5.0 0.0 10.8 0.0 5.0 0.0 10.8 0.0 10.8 0.0 10.8 DESIGN DATA: Fb=2400 PSI, Va=165 PSI, STRESS INCREASE=25% DESIGN MOMENT =108.0 FT-KIPS, DESIGN SHEAR= 10.8 KIPS MEMBER REQUIRED: 5.125 X 24.00 CS= 492.0 INA3, C~= .926) DESIGN CONTROLLED BY FLEXURE BENDING STRESS: fb=2634C2400x1.25x .926=2778 SHEAR STRESS : v=119C165x1.25=206 CAMBER: 2.182 IN, RADIUS OF CURVATURE: 1100 FEET (1.5xDead) GLULAM BEAM DESIGN BEAM:LOT 5 -B4 ROOF LOADS (TRIBUTARY WIDTH =24.00 FEET) UNIT DEAD LOAD= 10.5 PSF UNIT LIVE LOAD= 20.0 PSF <REDUCED TO 14.7) Wde-ad = .25 Wlive = .35 Wtotal = .61 MAIN SPAN :20.00 FEET KIPS PER FOOT CASE 1 ML MC MR VLL VLR VRL VRR 0.0 12.6 0.0 0.0 2.5 2.5 0.0 RL 2.5 2.5 6. 1 2.5 6. 1 2.5 6. 1 6. 1 6. 1 2 3 4 5 6 7 8 MAX 0.0 12.6 0.0 0.0 2.5 2.5 0.0 0.0 30.3 0.0 0.0 6.1 6.1 0.0 0.0 12.6 0.0 0.0 2.5 2.5 0.0 0.0 30.3 0.0 0.0 6.1 6.1 0.0 0.0 12.6 0.0 0.0 2.5 2.5 0.0 0.0 30.3' 0.0 0.0 -6.1 6.1 0.0 0.0 30.3 0.0 0.0 6.1 6.1 .0.0 0.0· 30.3 0.0 0.0 6.1 6.1 0.0 DESIGN DATA: Fb=2400 PSI, Va~165 fSI, STRESS INCREASE=25% DESIGN MOMENT= 3~.3 FT-KIPS, D~SIGN SHEAR= 6.1 KIPS MEMBER REQUIRED: 5.125 X 12.00 (S= 123.0 INA3, Cf=l.000) DESIGN CONTROLLED BY FLEXURE BENDING STRESS: fb=2953C2400x1.25x1.000=3000 SHEAR STRESS ! v=133(165x1.25=206 CAMBER: .750 IN, RADIUS OF CURVATURE: 800 FEET (1.5xDe-ad) RR 5.0 5.0 10 .• 8 5.0 10.8 5.0 10. 8 10~ 8 10.8 RR 2.5 2.5 6. 1 2.5 6. 1 2.5 6. 1 6. 1 6. 1 I GLULAM BEAM DESIGN BEAM:LOT 5 -B5 ROOF LOA~S (TRIBUTARY WIDTH =24.00 FEET) UNIT DEAD LOAD= 10.5 PSF UNIT LIVE LOAD= 20.0 PSF (REDUCED TO 13.2) Wde-ad = .25 Wlive = .32 Wtotal -.57 MAIN SPAN :24.00 FEET KIPS PER FOOT CASE 1 ML MC MR VLL VLR VRL VRR 0.0 18.1 ·0.0 0.0 3.0 3.0 0.0 RL 3.0 3.0 6.8 3.0 6.8 3.0 6.8 6.8 6.8 2 3 4 5 6 7 8 MAX 0.0 18.1. 0.0 0.0 3.0 · 3.0 0.0 0.0 40.9 0.0 0.0 6.8 6.8 0.0 0.0 18.1 0.0 0.0 3.0 3.0 0.0 0.0 40.9 0.0 0.0 6.8 6.8 0.0 0.0 18.1 0.0 0.0 3.0 3.0 0.0 0.0 40.9 0.0 0.0 6.8 6.8 0.0 0.0 40.9 0.0 0.0 6.8 6.8 0.0 0.0 40.9 0.0 0.0 6.8 6.8 0.0 DESIGN DATA: Fb=2400 PSI, Va=165 PSI, STRESS INCREASE=25% DESIGN MOMENT= 40.9 FT-KIPS, DESIGN SHEAR= 6.8 KIPS MEMBER REQUIRED: 5.125 X 15.00 ($= 192.2 INA3, Cf= .976) DESIGN CONTROLLED BY FLEXURE ~ENDING STRESS: fb=2555(2400x1.25x .976~2927 SHEAR STRESS v=119<165x1.25=206 CAMBER: 1.080 IN~ RADIUS OF CURVATURE: 800 FEET C 1. 5xDe--:a.d) GLULAM B~AM DESIGN BEAM:LOT 5 -B6 ROOF LOADS <TRIBUTARY WIDTH =24.00 FEET) UNIJ DEAD LOAD= 10.5 PSF UNIT LIVE LOAD= 20.0 PSF (REDUCED TO 12.0) Wde-ad = .25 Wlive-= .29 Wtotal = .54 MAIN SPAN :32.00 FEET KIPS PER FOOT CASE 1 ML MC MR VLL VLR VRL VRR 0.0 32.3 0.0 0.0 4.0 4.0 0.0 RL 4.0 2 3 4 5 6 7 8 MAX 0.0 32.3 0.0 0.0 4.0 4.0 0.0 4.0 0.0 69.1 0.0 0.0 8.6 8.6 0.0 8.6 0.0 32.3 0.0 0.0 4.0 4.0 0.0 4.0 0.0 69.1 0.0 0.0 8.6 8.6 0.0 8.6 0.0 32.3 0.0 0.0 4.0 4.0 0.0 4.0 0.0 69.1 0.0 0.0 8.6 8.6 0.0 8.6 0.0 69.1 0.0 0.0 8.6 8.6 0.0 8.6 0.0 69.1 0.0 0.0 8.6 8.6 0.0 8.6 DESIGN DATA: Fb=24~0 PSI, Va=165 fSI, STRESS INCREASE=25% DESIGN MOMENT= 69.1 ~T-KIPS, DESIGN SHEAR= 8.6 KIPS MEMBER REQUIRED: 5.125 X 19.50 CS= 324.8 INA3, Cf= .947) DESIGN CONTROLLED BY FLEXURE BENDING STRESS: fb=2554(2400x1.25x .947=2842 SHEAR STRESS v=117<165x1.25=206 CAMBER: 1. 707 IN, RAD I US OF' CURVATURE: 900 FEET 1 C 1. 5xDe-.:a.d) RR 3.0 3.0 6.8 3.0 6.8 3.0 6.8 6.8 6.8 RR 4.0 4.0 8.6 4.0 8.6 4.0 8.6 8.6 8.6 / GLULAM BEAM DESIGN BEAM:LOT 5 -B7 ROOF LOADS (TRIBUTARY WIDTH =24.00 FEET) UNIT DEAD LOAD= 10.5 PSF UNIT LIVE LOAD= 20.0 PSF (REDUCED TO 12.0) Wdead = ~25 Wlive = .29 Wtotal = .54 Pleft = 8.64 KIPS KIPS PER FOOT LEFT CANTILEVER: 8.00 FEET (SUPPORTING R SPAN OF 32.00 FEET) MAIN SPAN :40.00 FEET CASE 1 ML MC MR VLL VLR VRL "VRR RL 40.3 32.3 0.0 6.0 6.0 4.0 0.0 12.1 2 3 4 5 6 7 8 MAX 86,4 16.S 0.0 13.0 7.2 2.9 0.0 20.2 40.3 88.8 0.0 6.0 11.8 9.8 0.0 17.9 40.3 32.3 0.0 6.0 6.0 4.0 0.0 12.1 86.4 69.1 0.0 13.0 13.0 8.6 0.0 25.9 86.4 16.S 0.0 13.0 7.2 2.9 0.0 20.2 40.3 88.8 0.0 6.0 11.8 9.8 0.0 17.9 86.4 69.1 0.0 13.0 13.0 8.6 0.0 25.9 86.4 88.8 0.0 13.0 13.0 9.8 0.0 25.9 DESIGN DATA: Fb=2400 PSI, V•=165 PSij STRESS INCREASE=25%. DESIGN MOMENT= 88.8 FT-KIPS, DESIGN SHEAR= 13.0 KIPS MEMBER REQUIRED: 5.125 X 22.50 (S= 432.4 INA3, Cf= .933) DESIGN CONTROLLED BY FLEXURE BENDfNG STRESS: fb=2464(2400x1.25x .933=2798 SHEAR STRESS : v=155(165x1.25=206 CAMBER: 2.667 IN, RADIUS OF CURVATURE: 900 FEET (1.5xDead) GLULAM BEAM DESIGN BEAM:LOT 5 -B8 ROOF LOADS (TRIBUTARY WIDTH =24.00 FEET) UNIT DEAD LOAD= 10.5 PSF UNIT LIVE LOAD= 20.0 PSF <REDUCED TO 12.0) Wdead = .25 Wlive = .29 Wtotal = .54 MAIN SPAN :28.00 FEET KIPS PER FOOT CASE 1 ML MC MR VLL VLR VRL VRR 0.0 24.7 0.0 0.0 3.5 3.5 0.0 RL 3.5 3.5 7.6 3.5 7.6 3.5 7.6 7.6 7.6 2 3 4 5 6 7 8 MAX 0.0 24.7 0.0 0.0 3.5 3.5 0.0 0.0 52.9 0.0 0.0 7.6 7.6 0.0 0 . 0 2 4 • 7 0 . 0 0 .• 0 3 . 5 3 . 5 0 • 0 0.0 52.9 0.0 0.0 7.6 7.6 0.0 0.0 24.7 0.0 0.0 3.5 3.5 0.0 0.0 52.9 0.0 0.0 7.6 7.6 0.0 0.0 52.9 0.0 0.0 7.6 7.6 0.0 0.0 52.9 0.0 0.0 7.6 7.6 0.0 nESIGN DATA: Fb=2400 PSI, .Va=165 PSI, STRESS INCREASE=25% DESIGN MOMENT= 52.9 FT-KIPS, DESIGN SHEAR= 7.6 KIPS MEMBER REQUIRED: 5.125 X 16.50 (S= 232.5 INA3, Cf= .965) . DESIGN CONTROLLED BY FLEXURE BENDING STRESS: fb=2731(2400xl.25x .965=2896 SHEAR STRESS : v=121<165x1.25=206 CAMBER: 1.470 IN, RADIUS OF'CURVATURE: 800 FEET (1.5xDead) (b1 RR 4.0 2.9 9.8 4.0 8.6 2.9 9.8 8.6 9.8 RR 3.5 3.5 7.6 3.5 7.6 3.5 7.6 7.6 7.6 I ) } · -·v • DEARDORFF 8 . ..~ Th)~'vffilID®illThiThi ) (619} 566-7210 _A 9696 BUSINESSPARK AVE.NUE . Ill' SAN DIEGO, CA 92131 _ r !--! NU= 10.08 FT KIPS .75Pb = 0.011J7 .9KNAX = 468.04 AS = i.27 SQ IH AS~IH = 1.02 SQ IN USE : 0.36 SQ IH • 2·-NO. 4, LD= 12.00 IH CONC: 0.33 YARDS STEEL: 7.28 LBS - - - JOB A~Q1~ ------------------="Cl~---- SHEET NO -~-~----'-OF _____ SCALE _________ _ CALCULATED BY ___ #'O.c.._; _______ DATE ------- CHECKED BY NU= 5.45 FT KIPS • 75Pb = 0.0107 .9Kl'IAX = 468.04 AS = 0.14 SQ IM ASNIN = 0.85 SQ IH USE : 0.19 SQ IH CONC: 0.23 YARDS STEEL: 3.26 LBS DATE Yi I ~.! -.! -+--i--+----'---i--+----,·a--~----;.---;--,------· , ___ _ ,.. : "'~.:.-·-~ .. -' ,· ! f ) . DEARDORFF 8 JOB lID~vIBTID®illThI~ SHEET NO-~_&\.,__ __ OF _____ SCALE--------- i· 15191566·7210 CALCULATED BY ----'-~--"'-,0 ______ DATE ______ _ 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 ~CH~E~CK~E~D-~BY~iiiiiiiiiiiiiiiiii.i;;.iiiiiiimiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiim.iiiiiiiiiiiiiiii.;;i~D~AT.;,E ;;;;;;.;;;;;;;;;_,;;;;;;;;;;;;;;;;.;;;;;;;i;iiiiiiiiii._,, FOOTING o --'--~-1-~----+~ ~,1.-..F...,,_ O-OT_I...1..HG-'-\-i--..,.L,.c,,...-1,,,~~~--"'·"'-+-, ---l_-+, -;-..., --+,-+, -;-_ --t-r--i ___ J 1 c~W1-1 ~o~;V"--........,._---D= 7.50 KIPS L= 9.40 KIPS FC: 2000 PSI FY: 60000 PSI SP: 3.50 KSF NAX USE 8: 2 FT 3 1H T: 12 IN Q: 3.34 < 3.50 KSF CRIT SEC: 4.00 IN V 1-WAY: 5 < 89 PSI V 2-WAY: 53 < 179 PSI "U = 3.69 FT KIPS .75Pb = 0.8107 .9Kl'IA>! = 468.04 AS = 0.10 SQ IN ASNIH = 0.77 SQ IH USE : 0.13 SQ IH COHC: 0.19 YARDS STEEL: 1.98 LBS T --; ~= :i:~: ~:~ i ~,!+++! L+r"'i' L-4-~-~ 1{;4 l( riL'i .. ~) ! i l -4 I i __ ! =I --; i -·7 - ·- - FC: 2000 PSI FY: 6000i:l PSI SP: 3.50 KSF KAX USE B: 3 FT 0 IN T: 12 IN Q: 2.88 < 3.50 KSF CRH SEC: 4.00 Hi Y 1-WAY: 2J < 89 PSI Y 2-WAY: 91 < 179 PSI NU= 9.16 Ft KIPS • 75Pb = 0. 0107 .9KKHX = 468.04 AS = 0.24 SQ IH ASMIH = 1.02 SQ IH USE : 0.32 SQ IM 2 -NO. 4, LD= 12.08 IN CONC: 8.33 YARDS STEEL: 6.61 l8S ; ~w-~ 3~t.\ G~,;vl--,,__)+-·rA=i.-,....f ---;---11 ' 1-~ ~,1-:~ '"'· i, ! ! -----;..-------L··------ ------'----+--;.-..----+--+-+---+--4-+---+---+-+--f----;.-+--_,._-+_.,__-+---+--1---+--___.;...----,.--~ f ··_r-..---+----:--+---+---+----+----+- ! _!,:. -r i t--,+--+.---''---...l...-_....-4-_+---+--+-+--+---l--+--....;,...---'-+--+---l--+---+--f·-··-----;---,..-,---;--~~----I r f ¥-1,,,1.;.--l ~ t---t--t--,-__ ____,___,_____,s---+----..+---4--....J.---4---.--i---+--!---1-----'---+---'------~\V...,,\ / I I ' ,,,_.,:· -------~~--+-----+--•··i-' --i--t----+----,'---e---t----;e------~----·11---'--../.~--------- -i ~ I J I !I :1 ) DEARDORFFS IID~~IID®ill~~ (619) 566-7210 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 -I i. FOOTING. 5 D= 7.90 KIPS l= 12.70 KIPS FC: 2000 PSI -, FY: 60000 PSI SP: 3.50 KSF NID: IJSf B: 2 FT 6 IH T: 12 IH Q: 3.30 { 3.50 KSF CRIT SEC: 4.00 IN V 1-WAY: 12 < 89 PSI V 2-WAY: 69 < 179 PSI NIJ = 5.49 FT KIPS .75Pb = 0.0107 .9Kl'IAX = 468.04 AS = 0.14 SQ IN ASNIH = 0.85 SQ IH USE : 8.19 SQ IN COHC: 0.23 YARDS STEEL: 3.28 LBS ~ [ I ~ ~1./o·u/ JOB------------------~----~ \/4) SHEET NO ____ OF _____ SCALE--------- CALCULATED BY --~~--=---'-------DATE ------- CHECKED BY ___ ;_ -· - FOOTING-~ -" . -'· - D= 5.40 KIPS l= 10.50 KIPS FC: 2000 PSI FY: ~000 PSI SP: 3.50 KSF NAX USE 8: 2 FT 3 IH T: 12 IH Q: 3.14 < 3.50 KSF CRIT SEC: 4.00 IN V 1-WA'r',: 4 { 89 PSI V 2-WP.Y: 51 < 179 PSI KU= 3.54 FT KIPS .75Pb = 0.0Hi7 .9Kl1AX = 468.04 AS = 0.09 SQ IH ASNIN = 0.77 SQ IH USE : 0.12 SQ IH COijC: 0.19 YARDS STEEL: 1.90 LBS I DATE I i---1--+--';..--+--;----l--+-: -: ---t l--'----+----l-+---!---'--+--1-~-+---t------t-~t--~~ --~-. '-······ ........... J··········-----+-t----t--+----,,.....---:--,~~ i I ' ! ! 1--;----+-+-;.-+~-+·l-t--, -+--+--+-t--t--t--1--'---'--t--t--i--t--i-~ +--+----+--+----ii_:··/:.~ i., ~-: L ~/ ~~r 1 /! {b~i1 l----:.-'-4---+---l-----i--+--f---+--+--+---+-+-f--;---t---+--+--+-t---i--+l -t--;-----t-77. ·t··-: ./ ; ~~~-+-~~~~~~~~~~~~~~T,~~~~~_r· :.: '; ~ ' )- -,.. ) DEARDORFF8 lli)~vffilli)@illfufu (619) 566-7210 -"'--~o-ii, JOB_~ ________________ _,'U,:,_;______:;_ __ SHEET NO _Q_\ \ ___ OF _____ SCALE _________ _ CALCULATED BY ____ v-..-t~·O _______ OATE -------- () 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 C_HECKED BY DATE ...... -------.-----------------.-...----,..---,,---,.---,--.---....------,----,--,--.....,...--,,---,-----. I ) I I ·· ~Foof im; 7 D= 8.50 KIPS l= 9.90 KIPS FC: 2000 PSI FY: 60000 PSI SP: 3.50 KSF NAX IJSE 8: 2 FT 6 HI T: 12 IH Q: 2.94 ( 3.50 KSF CRIT SEC: 4.00 IN V 1-WAY: 11 < 89 PSI Y 2-WAY: 61 ( 179 PSI NU= 4.83 FT KIPS .75Pb = 0.0107 .9KNAX = 468.04 AS = 0.13 SQ IN ASNIN = 0.85 SQ IN USE : 0.17 SQ IN COHC: 0.23 YARDS STEEL: 2.89 LBS ' - I I I ! ; _I 1----+--+-+---+----+--+----i---'-'--'---i---+--+---+--+--r ~--- : :,;', . I ====:=:~~+-k~~pu__,_;-_-.. ..11'..__~·___,_-:_~---------:-----,.--~---....--. 1--.,----j--~--+--t, ~-----+---;-----;-----:-,--t--H---- : I t-----+--!---t---,--+---.--+-...---t----1-...;....,.-+-1-,.--~ -!---'---+-l----+---+-+---!------i----+----''---.......---,---1 I t--!-.~----------------------------:~r7~~: _____ -+-_________ ,--.-;----..----,---,----;r-Lf __ ~ ' . ' ~--,----,--------'----l---,------;--+--t--;---------,-.-----,-+---t 'if'_;j_ ! ; l 1------'---+--'---+--l--+-~--+---+---+---i---l--~~-H--f T /-: -~ ~r ) } r; lif-~-'l•J~~~ ~ DEARD~RFF8 1: Th)~villTh) o rn1111 (619) 566-7210 9696 BUSINESSPARK AVENUE .. , SAN DIEGO, CA 92131 JOB -----~---'--------------'t=..4_'_0v....cZ,,:__ ___ _ c.,11 SHEET NO----OF _____ SCALE _________ _ CALCULATED BY-----'--.... VWO__:_..c_ _______ DATE-------- CHECKED BY DATE t ) I t---:---:---+--+--1--+--+---+--r---1--1----'-~'--+---e-+--+-+-..,..+-.J---+--.J---;...-,I.-.....J...-i--_;____;_-'---1---I L ; l j· I -- i I I l I .... -"-"',. ) ) DEARDORFF8 TID~WlID®illThI~ (619) 566-7210 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 JOB _________________ ___,:0::::....._:~_:_D_:1'_:V':__ __ SHEET NO G, 12. • I OF _____ SCALE _________ _ CALCULATED 9y ___ .:_\.N\___,1Qi:::::,._ ______ DATE _______ _ CHECKED BY DATE I r !eo ... ,~_ ... J ~\.IJLMJ ~ I L,k-i-1 ~ _ I _ I. 1g-··7-rTT9~r~T9~~+ 1 ~~~~~~-~~~~-~L~fTy-~~~~~ ~ l t . . ' ' . ! I l -,._ _ _.,.._;:_~...:..P.._,~:...:.-·'-'"-j t),r~NJ f:. ·uJ~ i JJ__y_! ; ) I' ~t~\tA t-1~~rT I ~, ~·1---,r-)-;,,.r,--A-;-~-t-,--t-i--j1---rr-.. --fi-.. -+i-)'-:-;h+-r-1,,:-r-i!-: .. :~ ..... l-l.=ID~+j=~---,+1!-: :::::::::~:~-I ~lo I \ -! i>~ L. -S () ~ ~is' ~p 4.ot-t!o 1,. i ~ I-<; P ~I, J '4~ r-l i---+1-1---+--1-~' · ·1 · toorriG ·_t · ·' -· '---1 --· -~ · ' Fijortilt.-l. _L1.. -j -1 · D= 31 4R KIPS 1 D= 31.40 KIPS ~:, 5~~:~K::~ 1 ::, 0~::0 K:: FY: 60000 PSI ·,.·:; FY: 60000 PSI SP: 3.50 KSF NAX SP: 2.50 KSF KAX IJSE j IJSE B, 3 FT 6 IN j B, 3 FT 9 IN T: 12 rn --T: 12 rn Q: 3.00 < 3.50 KSF Q: 2.23 < 2.50 KSF I , CRIT SEC: 10.60 IN . , CRIT SEC: 10.60 Hl .a--· --+----',----,---'---"-- I , --111) = 5. 1, ; FT ~!PS I r--~-= 5. 76. ~~:;PS; -L L_ J--;----,-._.;......--;..--,-.... ' --1 t---i----+---1----4-.75Pb = 0.0107 M .75Pb = 0.01~7 .9Kl'IAX = 468.04 .9Kl'IAX = 468.04 .• AS = 0.15 SQ IH AS = 0.15 SQ IH •• ~) ASl'IIN = 1.19 SQ IN . ASl'IIN = t.28 SQ IN USE : 0.20 SQ tH n USE : 0.20 SQ IN , r--~-f----lL._.._j__;..._·-----1,---i~~--~-+1-+-_J_ ' -: -if-i -jj-_-t-j---+-t-----1;-:-_-__ .....,j __ ...;.t~~~~~-~~~~~~~~~___;--;~:-~·::r:-_---_- ---1---'---=--"--...l.. ---- f l---+--1---I'---!-,,,;._=-· -·-t -i ! .. ····-. -. -.... :"·" ) • J -=--,.~~,-.... ":"~ • DEAB.D~RFF8 I:, Th)Th;villl]) a rn~~ . '[619) 566-7210 ~ 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 921_31 JOB ________________ lt,.=:.....:--{_a1.,_~=----- SHEET NO _G:;.....;..;\~--OF _____ SCALE--------- CALCULATED BY ___ ....;\,A':O'---------DATE ______ _ . CHECKED BY DATE - ' i ft • ! ·i.l,.tJ flu.I • le. d iJ_, ~ J ld = , ~h F~ ~ ~1i~o A 1o-i !!,, .,'; 1-....-'--___ --+-__ _,_____,_----,.~~ioh c iv-e.l i -r , 4 L? I:-; ; .----;---------+---I I I I ! 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I I ~ i : T : ' 0 --... \ l DEARDORFF8 Th)~'VffiTh)@illThiThi JOB ----:=-:---------------~~~~~o_i:...:v~--- sHEET NO -''P'-\-'----OF SCALE (619} 566-7210 'I-VO--------------- CALCULATED BY __ ___;:.__::__ ______ DATE _______ _ . ' 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 CHECKED BY r--i''--+--+---+-t 11-_i/.,:__~ ;..._Yf__,1~~· ,//, vf /1,r i ! ! ! ..1 ' . .: l I, : . 1-----,~--f--,--+__µM~J :-1~ ,~ ;_,,I 4.:.1 Z3'~86J (!-,L]J,t. -~k/i i i i I I I I --i=--t--'--r'-'-+--+-,:_;---+--J...-e-- ,_;....-1'---J.----i1 ~ h L I #:~le i L/1.. ~pc.. ,$~9 ,~~)~ DATE rin~uP· i>m-iECD°ESIG~ ---- PER ACI-SEASC TASK FORCE J(IB:K1N Palonar lot5 We-;t @ Pur lin CONCEITTRATED ROOF LOAD DESIGN WIDTH: 2.8333 FT Ecc:7.25, 4.50 FRON FACE Pld = .883 KIPS Pll = 1.152 KIPS WALL BAHi: 5.50 IN THICK 1.00 FT PARAPET 21.00 FT 1st FLOOR MALL t·c =2.0 KSI Fr =60 KSI lJNIHSPECTEll Asv= .160 inA21tt P'J = .242 % ftin= .200 % = .132 ·inA2 Ash>=.120 % = .079 inA2 - - - -1 -:-r ~--i,-=..-t-'--f----,f-=:.+--=-+~c;--!~~!__.j___J___...L /,r--r-----t-i---t--t--t--+-+-+-+--f-+--l---ii---1--1--L--~-1..-L..J..... l SEISNIC ZOHE: 4 SEISNIC LOAD :22.9 WIND LOAD : 15.0 SEIS!'IIC CONTROLS I t , ....... ! ! ll+L IJLTINiHE LOAD Phi*!'ln = 25.81 IH-K Nu = 4.19 IH-K Dn = .07 IH D+L WORKIHI; LOAD !'fer = 13.53 lt!-K !'Is = 2.65 IH-K llt;r = .21 rn Ds = .04 rn Ds !'lax= 2.52 rn li+L+S IJL TI NATE LOAD Phi*l'ln = 23.88 IH-K Nu = 24.63 IH-K Dn = 3.04 IH D+l+S WORKING LOAD Ncr = 13.53 IH-K Ns = 17.05 IN-K Der = .21 IH Ds = 1.11 IH Ds !'lax= 2.52 IH ) 0 ~;~,:·, .. ,_,.r,$.o • 'DEARD~RFF 8 -~ 1ID~vill1ID O ffilli~ (619) 566-7210 9696 BUSINE;SSPARK AVENUE SAf.l DIEGO, CA 92131 JOB ________________ _!:!e~l.f_O_:_t_1,,' ___ _ SHEET NO _,fc....-Z.., ___ OF _____ $CALE ________ _ CALCULATED BY-----'-vv,,-0 _______ DATE ______ _ CHECKED BY DATE . f ,~~ ,, ··-r--· f 1------,-:.·=:! ---1--1----ll~ f...._). ·,,,,'-; , , ':,; c 1 1 ~) <h) t , ) ~ ) 1, ,11 t ~ ~ ,r;,, ,, :·~-f'l'll':1'" it l--'-~-t---J--t--+----t-+---+--;---+----+--+-l---+--l---~-l---e---+-+----l--+-+---+----l-------1-1 l . ,,.,; <;,'s. l i J ~ I I l + • ,-i.-1. ) 1---+----a-, --'-; __ ;e.1 -~~~+--. ; , , ; : 1 ~ ;-' ! 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Y t\~((t~B-~51 ~ ,'\o)(,</J 11 ~b~! ~ \~'b I! ~ . _:_,!·_,!~ __ ,I~~~~------~~ I -i _ I ) ll---~~ffi~~w: 8 (619) 566-7210 ActQ-tV JOB -----------------...!:'O<....:-_____ _ l,V SHEET NO ____ OF _____ SCALE _________ _ CALCULATED BY----"~--------DATE _______ _ \_J 9696 BUSINESSPARK AVENUE SAN DIEGO, CA 92131 CHECKED BY DATE I I !/ l l /_=,,,· ' 11:1_, -i ic~!,_~·r.r ',,_'· /1 ~~I ~~ · /. ~~-i-.1>-_~-1------..:.....;.-~ ·-t-----1----1---1---'---ll---+---'--..;.-__,_L~-i..-1-,:-_l---+-+-1 -'--4--.;--l-~----1--l--l ( I t-----<-1-· /-r:':_!/_,._/ ~,____,____,__-'--_,__-'-\-·r--!----:---t----+-----l"---,--t-+ttt,,_; .. 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SOIL & FOUNDATION-ENGINEERING GROUNDWATER• GEOPHYSICS • ENGINEERING GEOLOGY 14 February 1984 · M:r. Ed: Marti ·et. t_O$A'KDI CO~ST~UCTION COMPANY JS.7<>''1il,ida, V!.sta Drive · 'Sao ·~:arcps,. _CA 92069. Subj~(: ' :f!port of Soll·;in~tlptfon • Addeg.d~11nftfo. 1 lot S, Palomar ·'Aiport Business Park .. ' . .;.:.. . . . '.No.r:thwest Corner 0f Corte,&, Nog~I ~rtct Corte. d~I.Abeto Carlsbad, .Galifornl(l -·. . · . :be~.r Mr. iM_;!ir,t~et: ,·, Job No. 83-2987 /1 t:h.,. acco.rd,nce wl,th your request, ·-Q;otechnf~u:-'~Plor~fon,. Inc. is providing this . . (dijendutn· to oitr· · previously iSS'1eci ·•Report of Soil lnyestigatiori• dated January 27, . •• • ~--. -' 0¥.r prey,fo'Usly issued report gives no recommendations fqr floor slab areas. It is. our ato:fer.stariding, however, that Lusardi Constructloo Company .plans tc;, place saw-cut, · cci.tittrof · j~int~· on 20-to-24-foot centers (to at least S/8-:inch in depth), wer -floor sl~b 'aritt; : i~' o~r opln·l!l)n, l:,he ~aw· cutf wlil reduce the potential for rando,m cosmetic craclupg · ·,t;t floor ·slabs ilssuming the . floqr stabs are placed CNer. the existing sands aft,:f!ros>¢r compaction, ·<,f' tile'"surfa~ c!nd near-surface ma.terials. Additionally, floor srab ~lions: must be prop¢rly ,desig_ned _in order to wii'.hst~nd anticipated loading. . . '.1;. r~~ : If· yop should h~ any ·qu~stlons concerning this m~tter, please f~I free to· contact · our office. Reference to ·our, Jot>; No. 83•2987/1 will ensure· a prompt reply to your inqu'irie$ .•. R,s~tf.ully submitted, *--~·" CII JBR/CWl,./pj, 8145 RONSON· ROAD1 SUITE H • SAN-E;>IEGQ, CALIFORNlc\ 9~m-2081 • (619) 560-0428 I I I I I I I 'I -I I I I. I I I I .I I I GEOTECHNICAL INVESTIGATION For PALOMAR AIRPORT BUS·INESS PARK PHASE II September· 1977 I I I I I I I I I I I I I I I I I I I · ROBERT PRATER ASSOCIATES I · Consulting Soil, Foundation & Geological Engineers September 19, 1977 218-3, 1822 Palomar Airport Business Park 6231 Yarrow Drive, Suite C Carlsbad, California 92008 Attention: Mr. Bernard W. Gilmore Re: Geotec;:hnical Investigation Palomar Airport Business Park -:-Phase 11 Carlsbad, California · · Gentlemen: In accordance with your request, we have performed a detailed geotechnical investi- gation for the subject project. The accompc;mying report presents the results of our .field investigation, laboratory tests, and engineering analysis. The soil and foundation conditions are discussed and recommendations for the geotechnical engineering aspects of the project are presented. · If you have any questions concerning our findings, please call. Very truly yours, ROBERT PRATER ASSOCIATES /4]eJ-/li1$;- Robert Prater, C • E. RP:jsr cc: Addressee (4) WHldan Associates, Attn:· Mr. Henry Worley (2) 10505 Roselle Street, San Diego, California 92121 • (714) 453-5605 I I I I I I I I. 1· I I I I I I I I I I GEOTECHNICAL INVESTIGATION FQr PALOMAR AIRPORT BUSINESS PARK -PHASE II Carlsbad, California To PALOMAR AIRPORT BUSINESS PARK 6231 Yarrow Drive, Suite C Carlsbad, California September 1977 11 I -1 I I I I I I I- I I I I I I I -I I TABLE OF CONTENTS Letter of Transmittal Title Page Tab I e of Contents INTRODUCTION SCOPE SITE CONDITIONS A. Surface B. Subsurface c. Groundwater D. Seismicity CONCLUSIONS AND RECOMMENDATIONS A. Earthwork 1. Clearing and Stripping 2. Preparation for Filling . 3. Excavat-ion 4. Materials for Fill 5-. Expansive SoHs 6. Slopes 7. Compaction 8. Trench Backfill 9. Drainage 10. Construction Observation B. Foundations l. Footings 2. Reinforced Concrete Box Culvert 3. Slabs-on.-Grade 4. Latera I Loads C. Pavements Figure 1 -Site· Plan Figure 2 -Recommendations for Filling on Sloping Grc,und APPENDIX A -FIELD INVESTIGATION Figure A;_ 1 -Key to Exploratory Test Pit Logs -Exploratory Test Pit Logs l through 14 APPENDIX B -LABORATORY TESTING Figures B-1 and B-2 -Plasticity Chart and Data Figure B-3 -Gradation Test Data · Figures B-4 and 8-5 -Compaction Test RE;!sults Figures B-6 and B-7 -Direct Shear Test Data_ APPENDIX C -GUIDE SPECIFICATIONS -SITE EARTHWORK Page No. l 1 1 l 2 2 3 3 4 4 4 4 4 5 5 6 6 6 7 7 7 8 8 8 9 A-1 B-1 C-1 I I I I I I I. I I I. I I I I I I I I I INTRODUCTION GEOTECHNICAL INVESTIGATION FOR PALOMAR AIRPORT.BUSINESS PARK -PHASE II CARLSBAD, CALIFORNIA In this report we present the results of our geotechnical investigation for the Phase II portion of the 330-acre Palomar Airport Business Park located on the south side of Palomar Airport Road opposite Palomar Airport in Carlspad, California. Our predeces- sor firm previously performed detailed geotechnical investigations for the existing Phase I portion of the business park and for the PT&T improvements along the alignment of . Camino Vida Roble within the-Phase II portion of the park. Our predecessor firm also provided earthwork observation and testing services in connection with these projects. The purpose of this investigation was to evaluate in detai I the subsurface conditions at the site and to provide recommendations concerning the geotechnical engineering aspects of the Phase 11 development. · It is our understanding that the. Phase II portion of the business park will most likely be developed in one and two-story concrete tilt-up structures with slab-on-grade floors similar to those already constructed in the Phase I portion of the park. Extensive earthwork will be required to attain the design finish site grades. Cuts of up to about 40 feet and fills of up to about 50 feet are presently planned. The lots will probably not be finish graded during the initial earthwork operations; large areas encompassing several lots will be graded smoothly for drainage to.within about plus or minus 2 feet of the anticipated finish lot grades. Finish grading of lots to satisfy the specific needs of a given building and parking area will be undertaken as individual lots are developed. As indicated on the improvement plans for Camino Vida Roble prepared by Rick Engineering Company, a reinforced concrete box culvert will b.e constru~ted beneath Camino Vida Roble at the approximate location indicated on the Site. Plan, Figure 1. SCOPE- The scope of work performed for this investigation included a site reconnaissance, sub- surface exploration, laboratory testing,· engineering analysis of the field and laboratory data, and .t~~ ·pr~p.iJfbf.f91'i~~Qf:-t.~i~ report._·_ The ~oto.<?btained and the ona_ly~~:P.~tf.ormed were fo·r the purpose .. ofpr_oviding design _and'·consfruction criteria for the r~quired site · earthwork~ bui I ding foundations and slab.:._on-grade construction. SITE CONDITIONS A. Surface The Phase II portion of the sfte is irregular in shape and bounded by Palomar Airport Road to the northwest, an S. D. G. & E. right-of-way to the southwest, and-by the Phase I por- I I I I -.. 1 I I I I I I I I I I I- I I 1· 218-3 Page 2 tion of the business park to the east. The terrain is generally moderately rolling with ground surface elevations ranging from a low of about el. 170 at the western extremity of the site to a high of about el. 310 in the oor-theast portion of the site adjacent to Palomar Airport Road. Surface vegetation generally consists of a moderate to heavy growth of brush and chaparral. A few trees are present in the lower lying areas. A large stockpile of topsoil from the Phase I grading operation is present on the south side of Camino Vida Roble in the southeast portion of the Phase II development area. B. Subsurface A subsurface investigation was performed af the site on August 22, 1977 using a Case 580B backhoe. Fourteen exploratory test pits were excavated to a maximum depth of 14 feet at the approximate locations shown on the Site Plan, Figure 1. Logs of the test pits and details regarding the field investigation are presented in Appendix A. Details of the laboratory testing and the laboratory test results are presented in Appendix B. It should be pointed out that the elevations referred to· on the test pit logs are only approximate and were roughly estimated utilizing the ground surface contours shown on the preliminary grading plan prc;:,vided by Wilidan Associates. The soils encountered in the exploratory test pits consisted· predominantly of residual surface soils, colluvial soils and formational sedimentary soils. Residual surface soils, generally less than 2 feet thick and ranging in composition from silty sand to potentially expansive sandy clay, were encountered on ridges and hillsides at the upper elevations overlying .the formational soils. The formational soils encount~-~.etj over the majori~y of the site - consisted of sandstones and siltstones. Due to the denseness and cementation of some of the fortnational materials encountered, refusal to penetration was met in exploratory backhoe Test Pits 3 and 14 at depths of 5.0 and 5.5 feet, respectively. Most of the proposed cuts will be in formational soils which possess good-strength. characteristics with regard to slope stability•· The sandstone formational soils are non-expansive and of good pavement subgrade quality. . Colluvial soils consisting of loose to medium dense silty sands were encountered to a depth of about 6.5 feet in Test Pit 9 which was located near the bottom of a ravine. The soils encountered in Test Pit 12 located in the low lying area of the southeastern portion of the site consisted of about 4 feet of loose sandy and clayey silts overlying very stiff to hard silty clay which possesses a high potential for expansion. The test pit logs and related information depict subsurface conditions only at the specific locations shown on the site plan and on the particular date designated on the logs. Sub- surface conditions at other locations may differ from conditions occurring at these test pit locations. Also, t~e passage of time may result in a change in the subsurface conditions due to env.ironmental changes. · C. Groundwater · Free groundwater was not encountered in any of the exploratory test pits excavated at the site and no groundwater seepages were observed. It must be noted, however, that I I I I I I I I. I I I I I. I I I I I I 218-3 Page 3 fluctuations in the level of groundwater may occur due to variations in surface topography, subsurface stratification, rainfall and other possible factors which may not have been evident at the time of our field investigation. D. Seismicity Based on our _reconnaissance and review of available published infc::,rmaJ_io_n,_ there a_re no active faults known to ~xist at the ·site and the nearest known major active faults are the Elsinore and San Jacinto Fault Zones located approximately 24 and 46 miles northeast of the site, respectively. Although research on earthquake prediction has greatly increased in recent years, seis- mologists have not yet reached the point where they cah predict when and where an earthquake. will occur. Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed struct!Jres will be subject to at least one moderate earthquake during their design lives. During such an earthquake, the danger from fault offset through the site is remote but strong shaking of the site is likely to occur. CONCLUSIONS AND RECOMMENDATIONS From a soil and foundation engineering standpoint, .the site is suitable for construction of the proposed Phase II portion of the business park providing the conclusions and recommen- dations of this report are incorporated into the design and construction of the project-;. The primary feature_ of concern at· the site. is the moderate to high expansion potential of some of the more clayey soils encountered in the exploratory test pi~s. We don't anticipate, however, that expansive soils will be encountered to any sign'ificant degree on the higher lots comprising the northern portion of the site. Substantial quantities of expansive soils are most likely to be exposed over large areas in the cuts comprising the lower-lying lots bordering the north side of Camino Vida Roble. Where expansive soils are exposed at or near the finish subgrade level of building pads, the proposed buildings and slabs-on-gr.ade could be subject to damage due to heave of the expansive materials. Therefore, on those building pads where such a condition exists, it will be necessary to 1) extend the bui I ding foundations somewhat deeper than wou'ld normally be required, and 2) provide a mat of non-expansive flit beneath all slabs-on- grade. In order to minimize-the necessity of special design features and problems associated with expansive materials in fill areas, the site grading work should be planned and carried out so as to assure that all fills are capped with a layer of non-expansive sandstone fill. In cut areas where the_ natural subgrade is comprised of expansive soils, it will be necessary to overexcavate the expansive soils within building areas and replace them with non-expansive sandstone fill. With regard to pavements, substantially thicker pavement sections will be required where clayey soils are exposed at or near the finish subgrade surface than will be required in those areas when~ sandstone (natural or as fi II) is present. · I I I I. I· I I· I I ·1 I -1· I I I I I I I A. Earthwork 1. Clearing and Stripping 218-3 Page 4 All areas to be graded should be cleared of debris, brush, chaparral, designated trees, . and associated roots. The cleared materials should be disposed of off-site. Any grading planned for the area presently occupied· by the topsoil, stockpile on the south side of Camino Vida Roble in the southeast portion of the site will require that the stockpile first be relocated. After clearing, any cultivated areas as well as· all other areas supporting a growth of surface grass and weeds should be stripped to a sufficient depth to remove all surface vegetation. Over much of the site little or no surface vegetation other than heavy brush and chaparral is present. In these areas, stripping will not be required assuming that the clearing operation accomplishes removal of the brush and chaparral. 2. Preparation for Filling After the site has been cleared,-stripped, arid prior to placing fill, the exposed subgrade soils should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements for structural fill. In general, the surface soils in ravines and draws are loose to depths of only severcH inches and as a result, the normal scarification and recom- paction process should be -adequate to effectively stabilize these soils. However, based on our experience in· connection with the mass grading operations for the adjacent Phase I portion of the business park; we anticipate that isolated pockets of loose,· saturated colluvial soi Is wi 11 likely be exposed during the Phase 11 site grading work. The necessity for remov- ing and recompacting those isolc;ited pockets should be determined by the soil engineer in the field during construction. Fills ·constructed on natural slopes having -an inct.ination steeper than 5 horizontal to 1 vertical should be keyed and benched into firm natural ground below any loose surface soils ·as illustrated on Figure 2. 3. Excavation Based on the results of our exploratory test pits, and our experiences with similar materials, it is our opinion that the on-site soils and formational materials can be excavated utilizing ordinary heavy earthmoving equipment. Some heavy ripping could, however, be required in the deeper cut areas of the site where layers of cemented formational materials may be encountered. · 4. Materials for Fill All existing on-site soils are ·in general 'Suitable for reuse as fill. Fill material should not, however, contain rocks or lumps larger than 6·Jnches in greatest dimension with not more 1. I I I I I I I I I I I I I I· I I. I I 218-3 Page 5 than 15 percent larger than 2.5 inches. The use of potentially expansive soil as fill should conform to the requirements of Item A.5., "Expansive Soils. 11 All material for use as ~ill should_~~ subject to approval by the soil engineer's field representative. The existing topsoil stockpile located in the southeast portion of the site may be reused as fill in the lower portions of the deeper site fills.-However, any concentrations of organic material should be selectively removed and disposed of off-site. The method of placement-and suitability of the materials should be subject to the soil engineer's approval. 5. Expansive Soi Is Potentially expansive soils taken from the required site excavations should be used as fill only up to within 2 feet of .the design finish grades in street pavement areas and on lots; the upper 2 feet of fill should be comprised of non-expansive sandy fill material. The determination as to which materials are expansive and which are not should be made in the field during construction by the soil engineer's representative. Based on the limited information provided by our field exploration work, it would at this stage be impossible to predict the actual conditions that will exist on each and every building lot (in cut} at the proposed design finish grades •. A more accl!rate determination of the expansive soil conditions on individual lots in c1,1t can be made subsequent .to the rough site grading work.· Prior to constructing buildings, however, each individual building lot should be ~valuated in-order to accurately determine the extent and severity of any expansive soils that may be present at or near the finish lot grades. 6. Slopes Based on the results of our exploratory test pits, laboratory tests·, ·and stability analyses, it is our opinion that the proposed cut slopes and fil I slopes up to 50 feet in height wi 11 be safe against mass instability if constructed to an inclination no steeper than 1.5 horizontal to l vertical. It is essential that the soil engineer's representative inspect the materials exposed in the proposed cuts during the exc;avation work to check for any signs of potentially unstable areas and to verify that the materials encountered throughout the excavations correspond to those anticipated from our exploratory test pits. Fill slopes should be constructed so as to assure that a minimum degree of compaction of 90 percent is attained to within 18 inches of the finished slope face and that a minimum degree of compaction of 85 percent is attained in the outer 18 inches. This may be accomplished by 11backrol.ling11 with a sheepsfoot roller or other suitable equipment in 5 to 8 foot vertical increments as the fill is raised.· ·Placement of fill near the tops of slopes should be carried out in su(;h a manner as to assure that loose, uncompacted soils are not sloughed over the. tops and al lowed to as;cumulate on the slope face·. The on-site sandy soils and formational sandstones will be quite susceptible to erosion where exposed on slopes. Therefore, the project plans and specifications should contain I I I I I I I I I ·I I I .... I I I I I 1, I 218-3 Page 6 all necessary features and construction requirements to prevent erosion of the slopes both during and after construction. Slopes and other exposed ground surfaces should be appro- priately planted ~jth a protective ground cover. It should be the grading contractor's obligation to take all measures deemed necessary during grading to provide erosion control devices in order to protect slope areas and adja- . cent properties from storm damage and flood hazard originating on this project. It should be made the contractor's responsibility to maintain slopes in their as-graded form until all slopes are in satisfactory compliance with the job specifications, all berms have been properly constructed, and all associated drainage devices meet the requirements of the civil engineer. 7. Compaction All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM Test Designation D1557-70. The upper 6 inches of subgrade soils beneath pavements should be compacted to a minimum degree of compaction of 95 percent. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Based on the results of the laboratory tests we estimate that the on-site formational materials will undergo no shrinkage due to compaction and may in fact result in an overall increase in volume in the compacted state relative to the natural in-place density. However, due to the presence of residual surface soils and colluvial soils which may be subject to significant shrinkage upon compaction, we feel that an over-all average shrinkage factor of between -3 and +3 percent would be reasonable for planning purposes. 8. . Trench Backfill Pipeline trenches should be backfilled with compacted fill. Backfill material should be · placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction of 85 percent by mechanical means. In · all slab-on-grade and pavement areas, -the upper portion -of the backfill to a depth equal to 1.5 times the trench width, but not less than 3 feet, should be compacted to a minimum degree of compaction of 90 percent. In pavement areas, that portion of the trench backfill within the pavement section should conform to the material and compaction requirements of the adjacent pavement section .• 9. Drainage Positive surface gradients. should be provided adjacent to buildings so as to direct surface water away from foundations and slabs tqward ·suitable discharge facilities. Ponding of surface water should not be. allowed adjacent to structures or on pavements. I I I I I I- I I I I 10. Construction Observation 218-3 Page 7 Variations in soil _c;onditions are possible and may be encountered during construction. In order to permit correlation between the preliminary soil data and the actual soil conditions encountered during construction, and so to assure conformance with the plans and specifications as originall'y contemplated, it is essential that the soil engineer be retained to perform on-site review during the course of construction. All earthwork should be performed under the observation of the soil engineer's representa- tive to assure proper site preparation, selection of satisfactory fill materials,· as well as placement and compaction of the fills. Sufficient notification prior to earthwork operations is essential to make certain that the work win be properly observed. All earthwork should be performed in accordance with the Guide Earthwork Specifications presented in Appendix C. It should be pointed out, however, that the guide specifications are only general in nature and the actual job specifications should also incorporate all requirements contained in the text of this report. B. Foundations The foundation requirements for individual buildings on specific lots will vary depending upon the type of materials actually comprising the finish-subgrade of the building pad. As. individual lots are finish graded, the soil engineer should determine the foundation require- ments based on his evaluation of the actual subsurface conditions within the area of the proposed building construction. I 1 • Footings .1 I I I I I -1- 1 The proposed buildings may be supported on. conventional continuous and/or individual spread footings. Where non-expansive· materials are exp.osed at the finish subgrade surface to a depth of at least 2 feet, footings should be founded at I.east 16 inches below the lowest adjacent finished grade or 12 inches below rough pad grade, whichever is deeper. Where expansive materials are present at or within 2 feet of the finish subgrade surface, footings should be founded at _least 24 inches below the lowest adjacent finished grade or 20 inches below rough pad grade, whichever is deeper. In cut areas where footings will he founded in undisturbed formational materials, they may be designed for allowable bearing pressures-of 4,000 pounds per square foot {psf) for dead loads, 5,000 psf for combined dead and live loads, and 6,500 psf for all loads including wind or seismic. In areas where footings will be founded in compacted fil I and/ or natural soils, they should be designed for allowable bearing pressures of 2,500 psf for dead loads, 3,500 psf for combined dead and· live loads, and 4,500 psf for all loads including wind or seismic. All footings should, however, have a minimum width of 12 inches. Footings located adjacent to the tops of either cut or fill slopes should be founded at sufficient depth so as to provide at least 5 feet of hori-zontal cover between the footing and the slope face at the footing bearing level. -1 I I I I I I I I ·1. I I I . I I I I I I 218-3 Page 8 All continuous footings should be reinforced with top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. To assure that footings are founded in material of adequate bearing capacity, it is essential that the soil engineer inspect the footing excavations pr.ior to placing reinforcing steel or concrete. 2. Reinforced Concrete Box Culvert A reinforced concrete box culvert will be constructed beneath Camino Vida Roble at the approximate location indicated on the Site -Plan, Figure 1. Based on our evaluation of the soils in the general vicinity of the proposed culvert, we anticipate that the foundation soils will be suitable for the direct support of .the culvert. We estimate that any settlements resulting from the weight of the culvert and overlying fi-11 loads will be negligible. 3. Slabs-on-Grade We recommend that all building floor slabs as well-as exterior concrete slabs-on-grade be supported on a 24-inch minimum thickness of non-expansive soil. On those lots where expansive soils are present within a 24-inch depth of the finish subgrade surface, we recommend that the subgrade soils within the building area be removed and replaced with. non-expansive fill to a minimum depth of 24 inches. In buildings of relatively large areal extent, the required thickness of non-expansive fill within the building area may be reduced to 12 inches at a distance of 25 feet from the perimeter footing of the building. Slab reinforcing should be-provided in accordance with the anticipated use and loading · of the slab. As a minimum, however, we recommend that the slabs be reinforced with 6x6-10/10 wire mesh for control of shrinkage cracks. In areas where moisture-sensitive floor coverings are, to be utilized and in other areas where floor dampness would be undesirable, we recommend that· consideration be given to providing an impermeable membrane beneath the slabs. The membrane should be covered with 2 inches of sand to protect it during construction. The sand should be lightly moistened just prior to placing the concrete • 4. Lateral Loads Lateral load resistance for building foundations may be developed in friction between the ·foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.30 is considered applicable. An additional allowable passive resistance equal to._an-equivalent fluid weighing 300 pounds per cubic foot acting against the foundations may be used in -design provided the footings are poured neat against undisturbed soil. For footings founded in undisturbed formational material, an alfowable friction coefficient of 0.35 and a passive resistance of 2,000 pounds per square foQt.are applicable. I I I I I I I I I I I I I -I C. Pavements 218-3 Page 9 Based on our past experience in connection with the construction of the Phase I portion of the business park, we anticipate that R-values of about 10 anc;l 40 will bE: typical fo_r __ . the on~ite-·expansive clayey soils· and the better quality sandy soils, respectively. For comparison and preliminary planning purposes, we have developed the following typical pavement sections using Procedure 301-F of the State of California Department of Public Works, Division of Highways. Pavement sections are presented for traffic indices of 3.5, 5.·0 and 7 .5. The 3.5 index is considered to be a -reasonable value for automobile parking areas and the 5.0 index reasonable for parking areas and access driveways which are subjected to light truck traffic. A traffic index of 7 .5 was required by the City of Carlsbad for Camino Vida Roble in the Phase I portion of the business park. · Subgrade. Material Type SANDY SOILS c:tAYEY SOiLS: TYPICAL PAVEMENT .SECTIONS Pavement Components · Design Asphalt · Traffic Design Concrete Aggregate Base Index .R-Value (Inches) Class 2 (Inches) 3.5 40 2.0 4.0 5.0 -40 2·.5 5.0 7.5 40 4.0 8.5 3.5 10 2.0 6.5 5.0 10 2.5 10.0 7.5 10 4.0 16.5 Total Thickness {Inches) 6.0 7.5 12.5 8.5 12.5 20.5 Note: The pavement sections given above for the sandy subgrade soil would be applicable to clayey subgrade areas provided_ that 12 inches of sandy fill soil overlies clayey soi I. The above pavement sections are for general information only and represent the approximate extremes in pavement requirements· anticipated at the site based on the quality of the sub- grade material~. Pavement designs should be performed for individual lots based on the actual material type(s) comprising the subgrade and the anticipated use of and vehicular loadings on the pavements. Asphalt concrete, aggregate base, and preparation of the subgrade should conform to and be placed in accordance with the California Division of Highways, Standard Specifications, January 1971 edition, except that the test method for coi:npaction should be determined by ASTM D1557-70. I I I I I I I I I I I I I I I I I I I Base: LEGEND 2 D 14-$- 6 0 PALOMAR ~ AIRPORT ~ kt.>Ao / / Approximate Scale {feet) i -, 0 . 250 500 1000 Indicates approximate location of exploratory test pit performed by Robert Prater Associates for Phase II investig.ation. Indicates approximate location of exploratory test pit performed by Lowney/Kaldveer Associates for PT & T alignment investigation. Indicates approxi.r:nate location of exploratory boring performed by Lowney/Kaldveer Associates for Phase I investigation. Indicates approximate location of exploratory test pit performed by Lowney/Kaldveer Associates for Phase I investigation. 5 O· Indicates approximate location of exploratory boring performed by Woodward-Gizienski & Associates for preliminary investigation report dated June. 18, 1973. Wi II dan Associates. SITE PLAN ROBERT PRATER ASSOCiATES PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California Consulting Soil. /ioundotion & Geological ~ngineers, PROJECT NO. DATE 218-3 September 1977 Figure I I· I I I I I I I I I I I· .I I I Existing ground surface. Notes: Horizontal benches into firm ground Compacted Fi 11 foe Key -width to 7 be determined by Soil Engineer, buf not less than 10 feet Toe Key - 2 ft. min. into firm ground Zone of loose surface soil 1) Fi I ls to be keyed and benched as shown into existing ground where the existing slopes· are steeper than 5 horizontal to 1 .vertical. 2) Finished fill slope inclination to be no steeper than 1 .5 horizontal to .1 vertical ROBERT PRATER ASSOCIATES . Consu/t,ng So,I . .Foundotion & Geo/og,co/ Engineers SCHEMATIC ONLY NOT TO SCALE . RECOMMENDATIONS FOR FILLING ON SLOPING GROUND PALOMAR AIRPORT BUSINESS PARK -PHASE II Carlsbad, California PROJECT NO. DATE 218-3 September 1977 Figure 2 I I I I I I I I I I I I I I I I I I APPENDIX A FIELD INVESTIGATION A-1 The field inVestigation ·consisted of a surface reconnaissance and a subsurface exploration program using a Case 580B backhoe. Fourteen exploratory test pits were excavated at the site on August 22, 1977 to a maximum depth of ·14 feet at the approximate locations shown on the Site Plan, Figure 1. The materials encountered in the test pits were con- tinuously logged in the field by our soil engineer: and described in accordance with the Unified Soil Classification System (ASTM D2487). The approximate elevations shown on the test pit logs were estimated from dn undated pre'liminary grading plan provided by Willdon Associates. The logs of the test pits as well as a key for soil classification are included as part of this appendix. Representative samples were obtained from the exploratory test pits at selected depths appropriate to the investigation. All samples were returned to our laboratory for evalua- tion and appropriate testing. ' The test pit logs show our interpretation of the.subsurface conditions on the date and at the locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times. I I I I I I I I I ._I· I I I I -1 I I PRIMARY DIVISIONS . GROUP SECONDARY DIVISIONS SYMBOL ·GRAVELS CLEAN GW Well graded gravels. gravel-sand mixtures. little or no _, GRAVELS fines. en ~ MORE THAN HALF CLESS THAN Poorly 9raded gravels or gravel-sand mixtures. little or a: 0 GP ...I Wo 5% FINES) no fines. 5 ~N OF COARSE en ~ . FRACTION IS GRAVEL GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. . 0 0 u. z w LARGER THAN WITH w Oz N z u. <( <ii NO. 4 SIEVE FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. ~ _, :t: <( I-w CLEAN > SANDS SW Well graded sands, gravelly sands, little or no fines. (.!] :t: w SANDS. a: en w zw MORE THAN HALF CLESS THAN en <((!) SP Poorly graded sands or gravelly sands, little or no fir.!?$. · :t: a: 5% FINES) cc I-<( OF COARSE 8 _, w FRACTION IS SANDS SM Silty sand.s, sand-silt mixtures, non-plastic fines. a: en o-SMALLER THAN WITH ~ NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines. w SILTS AND CLAYS ML lnor~anic ·silts and very fine sands, rock flour, silty or ~ N c ayey fine sands or clayey, silts with slight plasticity. u. a: en ow a _, CL lnor~anic clays of low to medium plasticity, gravelly _, w LIQUID LIMIT IS en u. <( > cays, sandy clays, silty clays, lean clays. ct ~ w LESS THAN 50% 0 :i:: en en OL Organic silts and organic silty clays of low plasticity. w z z en 0 ~ <( -0 MH Inorganic silts micaceous or diatomaceous fine sandy or :t: ...I N SILTS AND CLAYS I-<( ci silty soils,' elastic silts. (.!] w a: z LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays.· i.U a: w z 0 ~ z ~~ <( GREATER THAN 50% u:: ::i: OH Organic clays of medium to high plasticity, organic silts. I- HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 . 40 ·-10 4 3/4" 311 1211 SAND GRAVEL SILTS AND CLAYS I I I COARSE COBBLES BOULDERS FINE MEDIUM COARSE FINE GRAIN SIZES SANDS,GRAVl:LS AND . BLOWS/FOOT t . CLAYS AND STRENGTH* BLOWS/FOOT t NON-PLASTIC SILTS PLASTIC SILTS VERY LOOSE 0 -4 VERY SOFT 0 -1/4 0 -2 LOOSE 4 -10 SOFT 1/4 -1/2 2 -4 .. . FIRM 1/2 -1 4 -8 MEDIUM DENSE 10 -30 STIFF 1 -2 8 -16 DENSE 30 ... 50 VERY STIFF 2 -4 16 -32 VERY-DENSE OJER 50 HARD OVER 4 OVER 32 RELATIVE DENSITY· CONSISTENCY t Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0.0. 0-3/8 .inch I.DJ split spoon CASTM D-1586). . · .. 'fU,confined compressive strength in· tons/sq. ft. as determined by laboratory testing or approximated by the standard pen_etration test CASTM D-1586). pocket penetrometer, torvane, or visual observation. KEY TO EXPLORATORY TEST PIT LOGS Unified Soil Classification Svstem CASTM D-2487) ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Consulting Soil, Foundation & Geolog,col Engineers Carlsbad, California PROJECT NO. · DATE 218-3 September 197T: .:-figure A-1 ~ ·' I I I I I ·1 ·I I I I. 1. ·1 I I I. I I I RIG Case 580B ·Backhoe . SURFACE ELEVATION240 (approx.)! LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/77 1------------------__,.--.------------iDEPTH (FEET) DESCRIPTION AND CLASSIFICATION CONSIST. SOIL TYPE • a:!!... wi-1-z < UJ ~~ 0 () DESCRIPTION AND REMARKS SYM COLOR BOL SILTY SAND (SANDSTONE) SANDY and CLAYEY SILT (SILTSTONE) Bottom of Test Pit = 13. 0 Feet Nc;,tes: 1) 11 x11 denotes jar sample. 2) 11s11 denotes sack sample. · Note: The stratification fines represent the approximate boundary between material types and the transition may be gradual. . ROBERT PRATER ASSOCIATES Consulltng So,/, Foundation & Geolog,cal Engineers gray medium dense - d~:mse very dense SM .... .... .... -.... >- .... - 1 - - 2 -X 10 - 3 - 4 - gray -very ML .... tan dense grayish brown -5- .... - -6 -s 17 .... -. I-7 --- -8 -X 19 .... - .... 9 - -- .__10-X .... --11 --- .... 12 - .... - 13 -- .... - .... --- .... - .... - .... - I--.... - ,_ - .... - .... - ---- EXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. 218-3 September 1977 1 I I I I I I I I I I ·1 I I ·1 I I I RIG Case 580B Backhoe SURFACE ELEVATION254 (approx.)! LOGGED BY CRG . DEPTH TO GROUNDWATER None · Test Pit excavated with 24 inch bucket on 8/22/77 Zw-, 0 w 0 DESCRIPTION AND CLASSIFICATION 2 ~ t: :i:z cc a:;: cc G ~ -DEPTH w ... <' <1-cn Wz <za:IL DESCRIPTION AND REMARKS · SILTY SAND -SANDY SILT SILTY SAND (SANDSTONE) Bottom of Test Pit= 14.0 Feet Notes: 1) 11xli denot~s jar sampl~. 2) ."s 11 denotes sack sample. Note: Th!I stratification lines represe~t the approximate boundary betwHn material types and the transition may be gradual. · SYM-COLOR BOL · CONSIST. SOIL TYPE reddish medium SM- brown dense ML ... - ..J a. (FEET) :::e c( Cl) -X 1 - - yellow-dense ish SM ,_ 2 _ · tan light gray -very yellow-dense ish tan. ---3 - ,- ,-4 .. -.. -5-s -- .... 6 ----7 -.... - ,-8 - ,_ - I'--9 - -- -10- I-- -11 - I--... 12 - I-- .... 13 --- 14 ,-- -- -- .... --- .... --- ,-- ,-- ';'" - ---- f: Cl) 3: 1-w ~iiig ~~ wwm 0 a. cc -(,) 20 -. EXPLORATORY TEST PIT LOG w wo Cl) il5cc1-~ ... >-cnm fil ~ :i: z Cl) ... -Cl) C, -ILwzlL z cc w Cl) 0 a. cc ~ (,) :::e ... z O Cl) ::, (,) ROBERT PRATER ASSOCIATES Consu/1,ng So,/. Foundal,on & Geolog,cal Engineers PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. r------------J-------J 2l8-3 September 1977 2 I I I I I I I I I I I I I_ I .1 I I I I RIG Case 5808 Backhoe SURFACE ELEVATION 272~pprox.)f LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit_ excavated with 24 inch bucket on 8/22/77 DESCRIPTION ANO CLAS$1FICATION a: DEPTH w ...I Q. ~ DESCRIPTION AND REMARKS \'gt COLOR SOIL (FEET) CONSIST. < TYPE (/) CLAYEY SAND ' SANDY CLAY S.ILTY SAN[}(SANDSTONE) SANDY GRAVEL (CONGLOMERATE) Bottom of Test Pit= 5.0 Feet (met refusal) Note:· 1) 11x11 denotes jor sample. Note: The stratification lines represent the opproximote · boundary be!ween materiol types and the transition moy be grat,iual. ROBERT PRATIR ASSOCIATES Consulting So,/, Foundation & Geolog,cal Engineers brown brown tan tan medium SC dense .... - very CL -1 -X stiff --- 19 hard 2 -dense s1i1C ... --3 -X .... 4 -· very GP X .... dense 5 I--..,. - ":'" - ._ - --.... ----- ------ ..... --------- -- I---- '---------------.. .... --- I---- EXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. t--------1--------1 218-,.3 September 1977 3 I I I I I I I I I I I I t· I I a· I I I RIG Case 580B Backhoe SURFACE ELEVATION 210(approx.)j LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION a: DEPTH w DESCRIPTION AND REMARKS SILTY SAND (SANDSTONE) Bot.tom of Test Pit= 10.0 Feet Note: "x11 denotes jar sample. . -.~. -.... SYM-COLOR BOL light brown grayish . tan light gray ROBERT PRATER ASSOCIATES Consulting So,/, Foundallon & Geolog,cal Engineers ..J CL SOIL (FEET) ~ CONSIST. < TYPE en medium SM .... -dense .... 1 - dense -.... - very ... 2 - dense ,_ - -3 - .... .... 4 - -5- ,_ -... 6 -... --7 --- .... 8 -X 8 ---9 --- 10 .... - ..... - -- ,_ - f--. - .... - ,_ - ,_ - ,_ - .__ - ,-- ,_ - f---... - ,-- .... - .... - -- .... - ,__ - EXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. t----------+--------' 218-3 September 1977 4 I I I I I I I I I ·1 I I ·1 I ·1 I I I I RIG Case 5808 Backhoe SURFACE ELEVATION 225(approx.)I LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/77 ,_ DESCRIPTION ANO CLASSIFICATION DESCRIPTION ANO REMARKS SILTY SAND -SANDY SILT SYM-COLOR BOL CONSIST. medium DEPTH SOIL (FEET) TYPE SM-.... -light brown 1-------------,-------+-,-+---~-+==;....;.._......,::..:...:.=~ SILTY SAND (SANDSTONE) gray dense ML dense SM 1 - Bottom of Test Pit== 9 .O Feet Note: 11x11 denotes jar sample. Note: The stratification lines represent the approximate bounaary between material type, and the transition may be gradual, · .... .... -.... .... .... -- I- .... - .... .... - .... .. .... ----- .... -... .... .... .... - - -- - .... -- -... - - 2 - - 3 - 4 - .. 5- - 6 - - 7 - - 8 - - 9 - - - - - - - -- - - - - - - - - - - - - - Zw-0 2 0 t: 0 er a:-w i-z...__ < <(/) w I-...J 1-Z 0. er >-;:: <w ::,; i-~o 3: !z < ~ (/) .J (/) W Wal 0 ci. er -0 X 9 EXPLORATORY TEST PIT LOG w :r z er i-< < Cl> G:: w za: (/) :r w O ~ "' er t-I->-"'Ill 0W w > :r z cii I--1/l C, -u. w z u. z er w"' Co.er~ 0::,; I-z O (/) =>o ROBERT PRATER ASSOCIATES Consulting So,/, Foundat,on & Geo/og,ca/ Engineers PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California ,.__P_R-:OJ:-:-::E:-CT-=-N_O_. ~---D-,A_T_E __ ...J TEST PIT NO. 218-3 September 1977 5 I I I .1 I I I I. I I I I I I ·1 I· I I I RIG Case 580B Backhoe SURFACE ELEVATI.ON 240 (approx~! LOGGED BY CRG DEPTH TO GROUNDWAT~R None Test Pit exc~ated with 24 inch bucket on 8/22/77 Zw--. w ow 0 w > J: DESCRIPTION ANO CLASSIFICATION DEPTH ou...: J: z a: i= zu. er -a:~~ -z iii ... w <<' wt--(J) C, -.J a: ... (J) .,.z <zcr"' "-w z"' DESCRIPTION AND REMARKS SYM- BOL SILTY SAND (SANDSTONE) Bottom of Test Pit = 9. 0 Feet Note: 11 x II denotes jar samp I e. · ROBERT PRATER .ASSOCIATES Consulting So,/, Foundation & Geo/og,co/ Engineers COLOR . light gray CONSIST. medium dense dense very dense SOIL TYPE SM (FEET) --... 1 -... - ... 2 -... - ... 3 - .... 4 - -5- -- -6 - --- -7 - -- .... 8 --- 9 -- ----.... - ---- .... ----- I--... -----... -... -... - --... -... - .... - ,--... - -- a. ... (/);:: <w :!: ~ u;g ;::lz < en w w Ql 0 a. er -(.l X 9 EXPLORATORY TEST PIT LOG w wo(J) Za:wcn ~a: ... ~ Ca.a:~ (.l :!: ... ... >-z O en en ai :::, (.l PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. t------------lf-------~ 218-3 September 1977 6 I I I I ·1 I I I I I I I I I I I. I I I RIG Case 580B Backhoe · SURFACE 1:-LEVATION 255 (approx.)! LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/77 Zw-• w 0 w 0 w > :i:: DESCRIPTION AND CLASSIFICATION Qot :i::Z a: ,-z...._ a:;: a:t;~-z iii I- DEPTH w <.<I/)· Wz -u,C,-<za:u. u. w z u. ..J a. I: !ii :r; ~~ w w OU) z a: w U) ::i; w-o Ca.a:~ DESCRIPTION ANO REMARKS \'fit COLOR SOIL (FEET) ~z iiia:1-~ CONSIST. < z 1/l ..J 0 ::i; I- TYPE U) w w Ql 0 I->-z O U) a. a: -0 U) Ql ' =>o SILTY and CLAYEY SAND (SANDSTONE) SILTY SAND (SANDSTONE) Bottom of Test Pit= 8 Feet Notes: 1) "x" denotes j,ar sample. · 2) "s"-denotes ~ack sample. Note: The stratification lines represent the approximate ~undory between material types and the transition may b4I gradual , · ROBERT PRATER ASSOCIATES Consult,ng So,/, Foundar,on & Geolag,ca/· Engineers reddish tan dense - very SM- SC .... -X .... 1 - light gray dense - -very SM ..._ 2 - dense .... - .... 3 - -.. .... 4 - .... -- ....... 5--- ..._ 6 - '::---7 -s -- 8 ... - I--· -- ..._ -·--.... --- ..._ -... - .... - ,-- --.... -... - ....... -----... - ,-- ,-- ,_ -,_ - I-- I---- EXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. t---,-----,---+--------1 218-3 September 1977 7 I I I I I I I I I I I 1- 1 I I I I I I RIG Case 5808 Backhoe SURFACE ELEVATION 184 (approx.)! LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/77 z 111-• w 0 111 0 DESCRIPTION AND CLASSIFICATION DEPTH Q~t.: :r z 111 > :r a: a:;: a:t;~-z <ii ... 111 ... < ...... -U) l!J -~ 1-Ul Wz < z a: u. U. 111 Z U. SYM-COLOR CONSIST. SOIL (FEET) DESCRIPTION AND REMARKS BOL TYPE .J a. ... U) 3: !:c~ 111111000 Za:111 00 ::; ~lag 3: z a; a: ... :! Oa.a::! < u::; ... (/) ~ a: s 0 ... >--z O en u tn CD :::iu SILTY SAND .. light medium SM .... - brown dense .... 1 -... - dark dense SM .... 2 - -_ SILTY SAND (SANDSTONE) · brown ... 3 - Bottom of Test Pit Log= 13 .•. 5 Feet Notes: 1) 11x11 denotes jar sample. 2) 11s11 denotes sack sample. Note: The stratlflcatlon lines represent the approximate boundary between material typa and the transition may be gradual, ROBERT PRATER ASSOCIATES Consulllng S01I, Foundal1an & Geolog,cal Engineers light brown light tan very dense .... .... 4 ... .. -5-s I--.... 6 - .... -... 7 -... - .... 8 - L.. -... 9 -X 9 -- -10-.... - -11 ---... 12 - .... - .... 13 - ,-14 - .... - ,..._ ---... - .... - .... - .... - ._ -.... - .... - I---- EXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. t,----------+--------' · 218-3 September 1977 8 I I I I I I I I I ·1 I I I I I 1· ·1 I I RIG Case 580B Backhoe SURFACE ELEVATION 218 (approxJI LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excayated with 24 inch bucket on 8/22/77 Zw-0 w DESCRIPTION AND CLASSIFICATION 2jjlt • :rz a: a:-a:~~ -DEPTH w ... <'-w ... ~..,. en 1-Z < za: u.. DESCRIPTION AND REMARKS SILTY SAND SILTY SAND (SANDSTONE) . Bottom of Test Pit = 12. 5 Feet Note: 11x11 denotes jar sample. Note: The stratification lines repres~nt the approximate bouncbry betwHn material types and the tronsitiori may be grodual. SYM-COLOR SOL tan light tan - gray tan - gray '. ..J Q. ... Cl) 3: <w wwo Cl) SOIL (FEET) :Ii ~iiig 3:~ i)ia:1-~ CONSIST. < TYPE Cl) ~~s 0 ... >-u en ID loose -SM L.. - medium L.. 1 -X 27 dense -- -2 - -.. '-3 - '-·--4 -- -.. --5- I---6 - -·dense SM -7 - '-- '-8 -X 9 ---9 - ...... - '--10- '-- -11 - -- '-12 - -13 - -. - I-- '--..... --- -- '-- '---- -- L.. - '-- -- -- EXPLORATORY TEST PIT LOG 0W w ~ :r z Cl) ... -Cl) C, -u.. w z"-z a: w Cl) 0 Q. a: ~ u::,; ... z O Cl) :;) u ROBERT PRATER ASSOCIATES Cbnsultmg Sod. Foundation & Geolog,col Engineers PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. ,-...--,------------4--------..I 218-3 September 1977 9 I I I I 1· ·1 I I I -I I I I I I I I I I RIG Case 5808 Backhoe SURFACE ELEVATION 245 (approx.)! LOGGED BY CRG DEPTH TO GROUNDWATER None . Test ·Pit excavated with 24 inch bucket on 8/22/77 Zw--. w . DESCRIPTION AND CLASSIFICATION @ ~ l: oo..: :i:Z a: i= zu.. er;: ~~~u:.-z (I) I- DEPTH w < <' -(l)Cl-a: I-(I) Wz IL UJ z IL .J a. ... (I)~ ~~ wzer(I) z er w (I) :. l: we :,c 0 a. a:~ DESCRIPTION AND REMARKS SYM-COLOR BOL CONSIST. (FEET) SOIL < TYPE (I) ~cii9 ~z (l)a:1--0:. I- WWID 0 I->-z O (I) a. a: -0 (I) lO =>o SIL TY SAND (SANDSTONE) Bottom of Test Pit= 14.0 Feet Note: 11x" denotes jar sample. ROBERT PRATER ASSOCIATES Consulting So,1. Foundollon & Geo/orpco/ Engineers tan dense SM ... - gray very dense '-l - >-- ,_ 2 - ,_ - ._ 3 -X ,_ 4 .. ... '-5- -- ,_ 6 - ,_ - '-7 - '-- ,_ 8 - >-- '-9 - - '-- '-11 -X 17 '-- .... 12 - ,_ - .... 13 - ,_ - 14 .... - .._ - ,_ - .... -.... -... - ,_ - .;. - .... --- -- .._ - EXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. t-----------l~------J 218-3 September 1977 l 0 I I I I I I I I I I 1: I I I· I RIG Case 5808 Backhoe SURFACE ELEVATION 284 (approx.~ LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/77 Zw-. w @~:I: 0 DESCRIPTION AND CLASSIFICATION ooi-: :t:Z a: i= z u.. a:-a: 5~ -z in ... DEPTH w <<' wi--en c, - :: ti;~ 1-Z < z a: u.. "-w z"- DESCRIPTION AND REMARKS SYM· COLOR CONSIST. BOL SILTY SAND .brown medium dense SANDY CLAY light brown very stiff SILTY SAND orange-dense- SOIL TYPE SM CL SM - .... - ..I Q.. <IJ.J IJ.J wo U) z a: IJ.J (/} (FEET) ::E ~u;g ~~ ijia:1-~ 0 Q.. a:~ < 0 ::E ... U) wwUI 0 I->-z O (/} Q.. a: -0 Ul m :::,0 -X l - -X 19 2 - -. ish very -3 - Bottom of Test Pit= 14.0 Feet Notes: 1) 11x11 denotes jar sample. 2) "s" denotes sack sample. Note: The stratification lines represent the approximate bou.ndary between material types and the transition may be gradual. ROBERT PRATER ASSOCIAJ'JS Consult,ng So,/. Four,dat1on & Geolog,ca/ Engineers tan-dense .... gray -4 .... .. I-5-... - .... 6 -s ... - -7 -.... - .... 8 - -- -9 - -- ,-;-JO--- -11 - -- .... 12 --- -13 --- 14 -- -- .... - -- -- ---- .... - -- .... - .... ---- EXPLORATORY TEST PIT LOG PALOMAR AIRPORT BUSINESS PARK -PHASE 11 · Carlsbad, California PROJECT NO. DATE TEST PIT NO. 218-3 September 1977 11 I I I I I I I I I I I I I- I I I I I I RIG Case 580B Backhoe SURFACE ELEVATION 200 (approx.~ LOGGED BY CRG DEPTH TO GROUNDWATER None Test Pit excavated with 24-inch bucket on 8/22/77 1-------------------,---,r----r----r---l DEPTH (FEET) DESCRIPTION AND CLASSIFICATION CONSIST. SOIL DESCRIPTION ANO REMARKS SANDY and CLAYEY SILT SYM-COLOR SOL light TYPE loose ML .... - r:c w ..J Q. :E < Cl) · brqwn -1 -X S·ILTY CLAY -Bottom of Test Pit= 10.0 Feet Note: 1) 11x11 denotes jar sample. 'Note: The stratification lines repr•sent th• appraximat• boundary betwHn material types and the-transition may be araduaf_. gray-very tan stiff hard I-2 - .... - .... 3 -... 4 CH .... '-5- .... - ...... 6 - .... - .... 7 -X .... - L.. 8 -.... -.... 9 - .... - 10 I-- .... - .... -.... - L.. -.... - ...... - ._ - . ..,.. - ---- ,_ - .... - ...... - .... - ...... - .... .-... -... -... - '--- Zw-0 oo.,.: . ;::z11.. r:c- <<' wi-a: i-en I-z ... Cl)~ <"' \j!iiig ~ !z UJ "'ai 0 Q. a: -0 19 EXPLORATORY TEST PIT LOG w :z:z r:c t; ~ -<za:11.. UJ UJQ Cl) i)ia:1-~ ... >-en CD ~ ~ :z: z Cl) ... -Cl)(!) -II.. w z II.. z a: UJ Cl) 0 Q. r:c ~ 0 :E ... z O Cl) =>o ROBERT PRATER ASSOCIATES Con~~lt,ng So,/. Foundation & Geological Eng,ne,m PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE · TEST PIT NO. t-----:-".:-----1-------~ 218-3 September 1977 12 I I I I I I I I I I . I I I I I I I I I RIG Case 580B Ba_ckhoe SURFACE ELEVATION I LOGGED BY CRG DEPTH TO GROUNDWATER None Test ·Pit excavated with 24 inch bucket on 8/22/77 . w . DESCRIPTION AND CLA$SIFICATION -~ 111..., :z:Z a: _ot a:-i-z....__ 1-< DEPTH w wi-a: c:, > -..J < < rn 1-Z < z a:"- DESCRIPTION AND REMARKS SILTY SAND (SANDSTONE) Bottom of Test Pit= 6.5 Feet Note: 11x11 denotes jar sample. SYM-COLOR BOL CONSIST. brown medium reddisJ?-dense orange dense tan-very white dense SOIL (FEET) TYPE SM -- -1 - ---2 - --.... 3 ---4 - ---5- -- -6 - >-7 -.... - --.... -.... - .... - -- >-- .... - >-- . ,-- >-- >----.... - -- ---- ,-- ,-- >-------- -- -- .... - ---- a. g: !ii :t <w ~ w-o ~~ < z rn ..i rn 111 111 lll 0 a. a: -0 X X 11 EXPLORATORY TEST PIT LOG w w Orn i7ia:1-~ .... >-rn m 0 ~ :z: ~ iii I--rn c:, -"-w z"-z a: 111 en 0 a. a: ~ 0 :=; I-z O rn :::, 0 ROBERT PRATER ASSOCIATES -Consulting So,/. Foun_dat,on & Geological Engineers PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. 218-3 September 1977 13 I I I I I I I I I I I I I I I I I I I SURFACE ELEVATION ---I LOGGED BY CRG RIG Case 5808 Backhoe DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/77 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS CLAYEY SAND · .. SYM-COLOR BOL brown CONSIST. loose ... DEPTH SOIL (FEET) TYPE SC ... -t----------------~--i.:o::.:ra._n_.1a"""',e--+==;....._--1-----+- SILTY SAND (SANDSTONE) white ~edium . ense 1 - SM Bottom of Test Pit= 5.5 Feet (met refusal} Notes: 1) "x" denotes jar sample. . 2) 11s11 denotes sack sample •. Note: ·The stratification lines represent the approximate boundary between material types and the transition may be gradual. . brown- orange very dense ,__ - -... --... ...... -... ... ... - .... ... ... ...... .... .... --... .... ... ,_ 1--... ,__ ,__ ,-... -... ... - ,_ --- - 2 - - 3 - 4 .. 5- 6 - - - - .- - - - - - -- - - - - -.. -- - - - -- - - - -- Zw~ • a: g~t:: • a:-w <<' w I-..., a: I-en 1-Z a. I-Cl)~ <UJ :!: ~iiig ~~ < en WW ID 0 a. er -u s X 6 EXPLORATORY TEST PIT LOG w 0 w :i:Z w > J: a::;~ -z iii I--en Cl -< z a: u. "-wz"-w w Oen Za:wen a5a:1-~ 0 a. a:-~ u :!: I-I->-z O en en Ill _::i u ROiERT 'PRATER ASSOCIATES Consulting So,/, Foundat,on & Geo/og,col Engineers PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Carlsbad, California PROJECT NO. DATE TEST PIT NO. t---=--=-::-~---+-------....J 218-3 .,, September ·1977 14 I I I I I I I I I I I I I I I I I I I B-1 APPENblX B. LABORATORY TESTING The natural water content was determined on selected samples and is recorded on the test pit logs at the appropriate sample depths. Two Atterberg Limits tests and twelve No •. 200 sieve tests were performed on selected samples of the s1.,1bsurfc;ice mater:ials to determine the range of water _content over which ·these materials exhibit plasticity and to aid in clc;issifying the soils according to· the Unified Soil Classification System. The results of these tests are presented on Figures B-1 and B-2. Two laboratory gradation t~sts were perfor~ed on.selected samples of the materials en- countered in· the test pits. The results of these tests are presented on Figure B-3. Two laboratory compaction tests (ASTM D 1557--70) were-performed on selected bulk samples of the on-site materials. The results of these tests are presented on Fig1.Jres B-4 and B-5. Two laboratory direct shear tests were performed on remolded samples of the on-site materials compacted to approximately 90 percent of the maximum dry density as determined by ASTM Test Designation D 1557-70. The samples were sheared at a constant rate under various surcharge pressures. Failure was taken at the peak shear stress. -The results of the direct shear tests are presented .on Figures B-6-and B-7. ·1 I I .I I ·1 I I I -I I I I I I I I I I 60 .V 50 .. ,~«--,... CH ~ ,,v 1..1 -~ 40 V >< / w CL C ~ 30 >-V I-MH u ~ ~ 20 V or c( ..I OH C. A 10 ,,. - 7 ·------ 4 CL-ML f/// [/ ,,,v ML or OL --------1/- 0 ML I 0 10 20 30 40 50 60 70 80 90 100 LIOUJD LIMIT (%) TEST NATURAL PASSING UNIFIED KEY PIT. SAMPLE LIQUID PLASTICITY LIQUIDITY SOIL SYMBOL DEPTH WATER LIMIT INDEX NO. 200 INDEX CLASSIFICATION NO.. CONTENT SIEVE t feet) % % % % SYMBOL --] 2.0 10 ----18 --SM 0 1 6.0 17 38 11 69 --ML --1 8.0 19' ----79 --ML --2 0.5. 20 ----50 --SM-ML --3 1.0 19 ----65 --CL --4 8.0 8 ----17 --SM --8 9.0 9 ----·37 --SM --9 1.0 27 ----46 --SM --9 8.0 9 ----38 --SM PLASTICITY CHART AND DATA ~ ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Con_sulting Soil, founc:Jolion & Geological Engineers Carlsbad, California PROJECT NO. DATE 218-3 Seotember 1977 Figure B-1 I I I I I I I 1· I I I.· I I I ·1 I· 1· I I. 60 . .V 50 .. ,~«.-. ,... CH '*-,,v u ·~ 40 :;I' >< w CL / Q ~ ,. 30 > /' I-<3 MH .:: ~ Cl) 20 / or <( ..J OH 0.. / 10 7 " 4 CL-ML ~//./ :/ ,/2////' ML or OL ______ .; 1,/. 0 ML I 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (%) TEST NATURAL PASSING UNIFIED KEY PIT SAMPLE LIQUID PLASTl(:ITY LIQUIDITY SOIL SYMBOL DEPTH WATER LIMIT INDEX NO. 200 INDEX CLASSIFICATION NO. CONTENT SIEVE C feet) % % % % SYMBOL ---TO 11.0 17 ----36 --SM ---11 1.5 19 ----55 --CL 0 12 7.0 19 59 30 90 --CH. . ' - PLASTICITY CHART AND DATA ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE 11 Consulting Soil. Founda,tion & Geological Engineers Carlsbad, California PROJECT NO. DATE 218-3 September 1977 Figure B-2 I I I I I I I I I I I I I I I I 1. I I . ' UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM O 422·72) U, S. STANDARD SIEVE SIZES 100 7 6 3 2 1 3/4 \/2 1/4, .4 I 10 " 20· 30 40 5060 IO 100 200 325 0 --90 ' 10 . " 10 20 . ' . 70 . . 30 " ! ' "' 60 "' 40 < Q. . I-' ~ 50 50 0 It "' 40· CL 30 20 10 0 - . . -60 .. ~ ' . -70 . .. -- ·~ 80 ' ---' 90 100 100 50 · 10.0 5.0 1.0 0.5 0.1 .05 ,01 .005 .001 PARTICLE SIZE IN MILLIMETERS GRAVEL CO!3BLES COARSE FINE COARSE TEST KEY PIT SAMflE ELEV. SYMBOL DEPTH (feet) NO. (feet) -l 6.0 236 ---2 5 .. 0 249 ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers SAND· SIL:.T AND CLAY MEDIUM FINE UNIFIED SOIL CLASSIFICATION SAMPLE DESCRIPTION SYMBOL ML SANDY and CLAYEY SILT, gray-tan SM SILTY.SAND, yellowish tan GRADATION TEST DATA PALOMAR AIRPORT BUSINESS PARK -PHASE II Carlsbad, California PROJECT-NO. DATE t-----2-1-8-_-3--+--------1 FIGURE September 1977 B-3 0 "' = < ... "' a: ... z "' u a: "' CL I I I I I I I .I I I I I I I I I I I I .. SAMPL~ DEPTH SPECIFIC LIQUID PLASTIC NO, !FT,) SAMPLE DESCRIPTION GRAVITY LIMIT INDEX (OA,) - TP-1 6.0 SANDY and CLAYEY SILT (ML), gray-tan ------ . - . Zero Air Voids Curve Specific Gravity = 2 .70 125 \ \ , \ 120 ' \ \ .... (,) a. \ ~ \ >-I-' -115 -(/) i..--~ ,-....... \ z V ' l.iJ V " ' C -\ >..:.. ., \ ->-I ·~ a:: \ c· \ 110 \ \ \ ~ \ ~ ~ ' ~ II. · 105 \ 0 5 10 rs 20 25 MOISTURE CONTENT % . OPTIMUM WATER CONTENT% 13.6 MAXIMUM DRY DENSITY,' pcf 114.9 TEST DESIGNATION ASTM D 1557-70 .. COMPACTION TEST RESULTS ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE tf Consulting Soil, Foundot,on & Geolog,cal Engineers Carlsbad, California PROJECT NO. DATE -218-3 September 1977 FIGURE B-4 , .. I I 1· ·1-. 1· I 1· I I 1· I· I. I .I I I I I I. SAMPLE DEPTH SPECIFIC LIQUID PLASTIC N!). IFT,l SAMPLE D.ESCRIPTION GRAVITY LIMIT 10/o) INDEX rp.:.2 5 •. 0 SILTY SAND (SM), yellowish tan ------ . - . Zero Air Voids Curve Specifi-c Gravity= 2.60 130 ' , \ \ ' Ill. .... 125 \ \ ' -(.) \ a. -\ >:-t-120 \ -(/) \ z w ~ 0 ~ . ~- / \ \ >-.-:-, V ' 0:: / h 0 /,,. ~ \ 115 ). ':.I . \\ / ' \ .\ \ 1 1 l1 ' 0 5 . 10 15 20 25· .. MOISTURE CON.TENT % OPTIMUM WATER CONTENT% 12.5 MAXIMUM DRY DENSITY, pcf 118.4 TEST DESIGNATION ASTM D 1557-70 COMPACTlON TEST RESULTS ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE II Consulting So,/, Foundoflon & Geolog,col Engineers Cadsbad, California PROJECT NO. DATE 2l8-3 September 1977 FIGURE 8-5 I I .·I I I I I I I I I I I I I I .I I I :·.· ,- 5.0 .. 4.C G:' c; i) --en 3.C ::ii:: ~ -en ~ en w _.,.,, a: f-~ en ~ a: < 2.0 ---w ~--(:t) J: en (, ~ ----~-- l.O •. -- 0 1.0 2.0 3.0 4.0 5.0 6.0 NORMALPRESSURE(KSFl SAMPLE. DATA TEST DATA 0EscR1PT10N: SANDY and CLAYEY SILT (ML), TEST.NUMBER 1 2 3 4 gray-tan NORMAL PRESSURE (KSF) 1.00 2.50 5.00 · SHEAR STRENGTH (KSF) 1.75 1.93 3.09 Test Pit No.: 1 INITIAL H20 CONTENT(%) 13.6 13.6 13.6 DEPTH (ft.): 6 • Q I ELEVATION <tt>:234(aoorox: FINAL H20 CONTENT(%) 21.9 21.9 21.9 TEST RES UL TS INITIAL DRY DENSITY (PCF). 103.4 103.4 103.4 APPARENT COHESION (C): 1.28 ksf FINAL DRY DENSITY (PCF) --------- APPAREN_T ANGLE OF INTERNAL FRICTION ((t)): 19° STRAIN RATE: 0.02 inches/minute (approx.) . Note: Test was performed on sample remo!ded to approximately 90% of the laboratory maximum density and then allowed to saturate before shearing. DIRECT SHEAR TEST DATA ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE II Consulting S9i/, Foundotion & Geo/ogicol Engineers Carlsbad, California PROJECT NO. DATE 218-3 September 1977 Figure B-6 .. I I I I I I I I I I I I I I I I 5.0 _£ y ,_____.. --~ .. ---4.0 c----L-,----------L---Q 0---L.---u.. ~ 3.0 -Cl) (J) w a: •t; a: ct ~ 2.0 Cl) 1.0 0 1.0 2~0 3.0 4.0 5.0 6.0 NORMAL PRESSURE (KSF) SAMPLE DATA TEST DATA DESCRIPTION: SILTY SAND (SM), yellowish TEST NUMBER 1 2 3 4 tan NORMAL.PRESSURE (KSF) 1.00 5.00 SHEAR STRENGTH (KSF) 3.42 4.70 Test Pit No.• 2 INITIAL H,O CONTENT (%) 12.6 12.6 DEPTH (fl.): 5.0 _ I ELEVATION <ni:249(approx. FINAL H20 CONTENT(%) 16.1 16. 1 TEST RESULTS INITIAL DAY DENSITY (PCF) 106.3 106.3 APPARENT COHESION (C): 3. 11 ksf _ FINAL DAY DENSITY (PCF) ------ APPARENT ANGLE OF INTERNAL FRICTION (¢): 17° ---STRAIN RATE: 0.02 inches/minute aoorox.) Note: Test was performed on sample remolded-to approximately 90% of the laboratory maximum density and then al lowed to saturate before shearing. DIRECT SHEAR TEST DATA ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE II Consulting Soil, Foundation & Geo/og,col Engineers Carlsbad, California PROJECT NO. DATE 218-3 September 1977 Figure B-7 I I I I I I I I I I I I I I I I I -I -I l. A. GENERAL Scope of Work APPENDIX C GUIDE SPECIFICATIONS -SITE EARTHWORK FOR PALOMAR AIRPORT BUSINESS PARK -PHASE II CARLSBAD, CALIFORNIA C-1 These specifications and applicable pl.ans pertain to and include all site earthwork includ- ing, but not limited to; the furnishing of all labor, tools, and .equipment necessary for site clearing and stripping, disposal of excess materials, excavation, preparation of foundation materials for receiving fi"II, _and placement and compaction of fill to the lines and grades show,:i on the project grading plans. B. Performance The Contractor warrants all work to be performed and all materials to be furnished under this contract against defects in materials or workmanship for a period of-=-year(s) from the date of written acceptance of the entire construction work by the Owner. . . Upon written notice of any defect in materials or workmanship during said_...,....,... year period, the Contractor shall, at the option of the Owner, repair or replace said defect and any damage to other work caused by or resulting from such defect without cost to the Owner. This shall not limit any rights of the Owner under the "acceptance and inspection 11 clause of this contract. The Contractor shall be responsible for the satisfactory completion of all site earthwork in accordance with the project plans and specifications. This work shall be observed and tested by a representative of Robert Prater Associates, hereinafter known as the Soil Engineer. Both the Soil Engineer and the Architect/Engi.neer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deeme9 satisfactory as determined by the Soil Engineer _and the Architect/Engineer. No deviation from the specifications shall be made except upon written.approval of the Soil Engineer or Architect/Engineer. No site earthwork shall be performed without the physical presence or approval of the Soil Engineer. The Contractor shall notity the Soil Engineer at least 24 hours prior to -commencement of any aspect of the site earthwork. The Soil Engineer shall be the Owner's representative· to observe the earthwork operations during the site preparaHon work and placement and compaction of fills. He shall make I I I I I I I I I I I I I I· I I I I I C-2 enough visits to the site to familiarize himself generally with the progress and quality of the work. He shall make a sufficient number of tests and/or observations to enable him to form an opinion regarding the adequacy of the site preparation, the acceptability of the fill material, and the extent to which the compaction of the fill, as placed, meets the specification requirements. Any' fill 'that does not meet the specification requirements shall be removed and/or recompacted until the requirements are satisfied. In accordance with generally accepted construction practices, the Contractor shall be ~olely and completely responsible for working conditions at the job site, including safety of all persons and property during performance of .the work. This requirement shall apply continuously and shall not be limited to normal working hours. Any construction review of the Contractor's performance conducted by the Soil· Engineer is not intended to include review of the adequacy of the Contractor's safety measures in, on or near the construction .site. . Upon comp·letion of the construction work, the Contractor shall certify that all compacted fills and foundations are in place at the correct locations,· have the correct dimensions, are plumb, and have been constructed in accordance with sound construction practice. In addition, he shall certify _that the materials used are of the types, quantity and quality required by the plans and specifications. C. Site and Foundation Conditions The Contractor is presumed to hove visited the site and to have familiarized himself with existing site conditions and the soil report titled 11 Geotechnical Investigation, Palomar Airport Business Park -Phase II, Carlsbad, California, 11 dated September 19, 1977. The Contractor shall not be relieved of liability under the contract for any loss sustained as a result of any variance between conditions indicated by or deduced from the soil report and the actual condi.tions encountered during the course of the work. The Contractor shall, upon becoming aware of surface and/or subsurface conditions differ- ing from those disclosed by the original. soil investigation, promptly notify the Owner as to the nature and extent of the differing conditions, first verbally to permit verification of the conditions, and then i-n writing. No claim by the Contractor for any conditions differing from those anticipated in the plans and specifications and disclosed.by the soil investigation will be allowed unless the Contractor has so notified the Owner, verbally and in writing, as required above, of such changed conditions. D: Dust Control The Contractor shall assume responsibility for the alleviation or prevention of any dust nuisance on or about the site or off-site borrow areas. The Contractor shall assume all lfobility, including court costs of co-defendants, for all claims related to dust or wind- blown materials attributable to his work •. I I 1· I I I I I I I I I I I I I I I I C-3 11. DEFINITION OF TERMS -·· STRUCTURAL FILL -All soil or soil-rock material placed at the site in order to raise grades or to backfill excavations, and upon which the Soil Engineer has made sufficient tests and/or observations to enable him to issue a written statement that, in his opinion, the fill has been placed and compacted in accordance with the spec; ifi cation requirements. ON-SITE MATERIAL -Material obtained from the required site excavations. IMPORT MATERIAL -Material obtained from off-site borrow areas. ASTM SPECIFICATIONS -The 1970 edition of the American Society for Testing and Materials Standards. DEGREE OF COMPACTION · -The ratio, expressed as a percentage, of the in-place dry density of the compacted fill material to the maximum dry density of the same material as determined by ASTM Test Designation D1557-70. IU. CLEARING AND STRIPPING All areas to be graded shall be cleared of debris, brush, chaparral, designated trees, and associated roots. The cleared materials shall be disposed of off-site. After clearing-, any cultivated areas ds well as all other areas supporting a growth of surface grass and weeds shall pe stripped to a sufficient depth to remove all surface vegetation and organic laden topsoil. The actual stripping depth shall be determined in the field by the Soil Engineer at the time of construction. IV. EXCAVATION All excavation shall be performed to the lines and grades and within the tolerances specified on the project grading plans. All over-,excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the specifications. The Contractor shall assume full responsibility for the stability of all temporary construction slopes at the site. V. PREPARATION FOR FILLING Surfaces to receive compacted fill shall be scarified to a minimum depth of 6 inches, moisture conditioned and compacted. Any pockets of loose, saturated colluvium shall be removed and recompacted. The need for removal and reeompaction shall be determined by the Soil Engineer in the field at the time of construction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill material shall be approved by the Soil Engineer prior to the placement of any fill material. I I I I I I I I I I I I I I I I I I I C-4 Fills constructed on natural slopes having an inclination steeper than 5 horizontal to 1 vertical shall be keyed and benched into firm natural ground below any loose surface soils at the direction of the Soil Engineer. VI. MATERIALS FOR FILL All existing on-site soils are ·in general suitable for reuse as fill. Fill material shall not, however, contain rocks or lumps larger than 6 inches in greatest dimension with not more than 15 percent larger than 2.5 inches. The use of potentially expansive soil as fill shall conform to the requirements of Section VII , 11 EXPANSIVE SOILS. 11 All material for use as fill shall be subject to approval by the Soil Engineer. The existing topsoil stockpile located in the southe~st portion of the site may be reused as fill in the lower portions of the deeper si.te fills. However, any concentration of organic material shall be selectively removed and disposed of off-site. The method of placement and suitability of the materials shall be subject to the Soil Engineer's approval. VII. EXPANSIVE SOILS Potentially expansive soils taken from the required site excavations shall be used as fill · only up to within 2 feet of the design finish grades in street pavement areas and on lots; the upper 2 feet of fiM shall be comprised of non-expansive sandy fill material. The determination as to which materials are expansive and which are not shal I be made in the field during construction by the Soil En~ineer. · VIII. PLACING AND COMPACTING FILL MATERIAL All structural fill shall be compacted by mechanical IT!eans to produce a minimum degree of compaction of 90 percent as determined by ASTM Test Designation D1557-70. Field density tests shall be performed in accordance with either ASTM Test .Designation D1556-64 (Sand-Cone Method) or ASTM lest Designation D.2922-71 and D3017-72 (Nuclear Probe Method). The locations and number of field density tests shall be determined by the Soil Engineer. The results of these tests and compliance· with these specifications shall be the basis upon which satisfactory completion of work shall be judged by the Soil Engineer. Fill material shall be placed in uniform lifts not exceeding 8 inches in uncompacted thick- ness. Before compaction begins, the fill shall be brought to a water content that will permit proper compaction by either: 1) aerating the fill if it is too wet, or 2) moistening the fil I with water if it is too dry. · Each lift shall be thoroughly mixed before compaction to insure a uniform distribution of moisture. Fill slopes shall be constructed so as to assure that a minimum degree of compaction of 90 percent is attained to within 18 inches of the finished slope face and that a minimum degree of compaction of 85 percent is attained in the outer 18 inches. This shall be accomplished by 11backrolling11 with a sheepsfoot roUer or other suitable equipment in 5 to 8 foot vertical increments as the fill is raised~ Placement of fill near the tops of slopes shall be carried out in such a-manner as to assure that -loose, uncompacted soils are not sloughed over the tops and aflowed to accumulate on the slope face. I I I I I I I I I I I I I I I. I I I I C-5 It shall be the C~ntractor's obligation to take all measures deemed necessary during grading to provide erosion control devices in order to protect slope areas and adjacent properties from storm damage and flood hazard originating on this project. It shall be the Contractor's responsibility to maintain slopes in their as-graded form until all slopes, berms, and associated drainage devices are in satisfactory compliance with the project plans and specifications. IX. TRENCH BACKFILL Pipeline trenches shall be backfHled with compacted fill. Backfill material shall be placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction of 85 percent by mechanical means. In all slab-on-grade and pavement areas the upper portion of the backfill to a depth equal to 1 .5 times the trench width, but not less than 3 fe~t, shal I be compacted to a minimum degree of compaction of 90 percent. In pavement areas, that portion of the trench backfill within the pavement section shall conform _to the material and compaction requirements of the adjacent pavement section. X. TREATMENT AFTER COMPLETION OF EARTHWORK . . After the earthwork operations have been completed and the Soil Engineer has finished his observation of the work, no further operations shal I be performed except with the approval of and under the observation of the Soil Engineer.