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Home My WebLink About2320 FARADAY AVE; ; CB880383; Permit~ ..• :,· ) en z 0 ~ a: < ... <.> w 0 ~[-~ a: ... z 0 <.> a: w 0 .... 5 1111 ii:· w z ~ z 0 ~ en z w 11. :E 0 <.> en a: w :.<: a: 0 3': .[};-1 hereby ,11/fl(m. that f "am,!lcensed; under provisions· of Chapter '9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license Is In full force and effect. I hereby affirm that I am exempt from the Contrac-tor's License Law for the following reason (Sec. 7031.5 Business and Professions Code· Any c1ty or county whicli re· quires a permit to construct, alter, improve, demolish, or repair any structure,,pnor to 11s issuance also requires the ap~ pllcant lor such permit to hie a signed statement that he is ltcensed pursuant lo the provisions of the Contractor's License Law (Chapter 9 commencing with Ser.lion 7000 of Division 3 of the Bus1hess and·Professmns Code) or that 1s ex-empt therefrom and the basis for the alleged exemption Any v1ola11Dn of Sectmn 7031.5 by an applicant for a permII sub-Iects the applicant to a c1v1I penalty of not more than five hun· dred dollars ($500). I I I, as owner of the property, or my employees with wages as their sole compensation. will do the-work, and the struc- ture IS not intended or offered·lor sale (Sec. 7044, Business and Profess1on5 Code: The Contractor's License Law does not apply to an oy,ner of property who builds or improve~ thereon and who does such work himself or through hlS own employees, provided that such-improvements are not intend- ed or olfered for sale. If, however, the building or improve- ment IS sold wilhin one year o( completion, !he owner-builder will have the burden of proving that he did not build or Im- prove for the purpose of sale), 1 I I, as owner of the property, am exclusively contracting with licensed contractors to construct the proIect (Sec. 7044,-Busmess and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Im--proves thereon, and who contracts for each projects with a contractor(s) ltcense pursuant to the Contractor's License Law). 11 As a homeowner I am improving my home, and the follow-mg conditions exist: -1. The work is being performed prior to sale. 2 I have lived in my home for twelve months prior to complelmn of this work 3. I have not claimed thlS exemption during the last three-years. -~r /;,~ r~~\~g' under Sec _______ , 8 & P.C . ------------- D I hereby affirm that I have a·cert1flcate of consent to self-msure, or a certificate of Worl<.ers· Compensation In- surance. or a cerhfi~d copy thereof (Sec. 3800. Labor Code) POLICY NO. COMPANY CJ Copy 1s flied with the city D Certified copy 1s hereby furnished CERTIFIGATE OF EXEMPTION FROM WORKERS" COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) or less) 0 I certify that In the performance of the work for which this permit is issued. I shall not employ any person m any manner so as to become subject to the Workers· Compen- sation Laws of CalIfornIa NOTICE TO APPLICANT; If. after making this Certificate of Exemption. you should become subject to the Workers· Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. ffi agency for the Performance of the work for which this per- 0 mit is issued (Sec. 3097, Civil Code) z . ~ Lender"s Name ____________ _ [ 0 I hereby affirm that there Is a construction lending ~ Lender"s Address USE BALL POINT PEN ONLY & PRESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING -DEPARTMENT . ~ '. ' . APP'LICATION & PERMIT \ 2075 Las Palmas Dr., Carlsbad, CA-9209~:1.915.(61~), 4~8,1J,6J_ -. JOB ADDi'iESS AV. ST.RD. THOMAS BROS NO. I 0;;~;5:0;1 (';;;i ;;;/SE# VALUATION PERMIT NUMBER _:]-z,_')_n PAfZAbd Y a11e. ~syo c.6tfo~q2, LOT BLOCK I susD1v,s10N I AssEssoR~R,~~ ofo/"'4 o/t/,o,._ CONTRACTOR CONTRACTORS PHONE # ZONE IIA/t//t11u1--a/c{d4~ e(!f,. to9'5-/'17r'JS: c!1+s;;/7ex ~c, --I ~~~;;<; CONTRACTOR'S ADO RESS STATE LICENSE NO. BUILDING SQ. FOOTAGE 7~5~ R>tt/ACd.d !?~(' ~~ ~ .2 fJ C> :5 OWNER'S MAILING ADDRESS . 11;25 <a {U(.£!)1J7b 1/4«.&~ 12--C u b ,,. 0ESl,GNEA DESIGNER'S PHONE , {JJ<5t,J;J:/{-ll/$CLF/1£7ex.. t:./5S--rc<c 8 f 0016 04/15 0101 02ElldPmt 2"/9 .. 0( DESCRIPTION OF WORK I.,, DESIGNER'S ADDRESS STATE LICENSE NO. Ju::56 G,4C.01 1, r lJA 7liJ/L :?,4,l{J/(2K:.,1LJt:t-lJlf 7 Sf? .s.a /2~,rl,ll ;;, '1)/l;, F/P FLA ELEV. NO OCC GP EDU , " STORIES vO NO --I CENSUS TRACT I PARK.ING SPACE AES UNITS I GRADING PERMIT ISSUED I AEDEVELOPMEN'r TYPE OCC LOAD FIRE SPA AREA CONST YO N 0 vO NO vO NO Not Valid (Jnless Machine Certified QTY. PLUMBING PERMIT· ISSUE r;sc QTY. MECHANICAL PERMIT· ISSUE . ,(I') lSOO SUMMARY/ACCOUNT NUMBER EACH FIXTURE TRAP INSTALL FURN. DU_CTS UP TD 100,000 BTU /4..?'-&' tlUILlJING PERMIT 001·810·00·00·8220 YI EACH BUILDING SEWER 0 VER 100,000 BT$,').,.,. r SIGN PERMIT 001-810·00-00-8221 EACH Y'JATER HEATER Al\!D10R VENT BOILER/COMPRESSOR UP TD~ HP \_'?7 ... ::{')'-0 ~-(?:;_ .. -,f· S:f PLAN CHECK 001-810·00-00-8891 2-2..z.- EACH GAS SYSTEM 1 TO 4 OUTLETS BOILER/COMPRESSOR 3-1-5 HP. /40-}y ,, ;.1 ,/ii/, t:;. TOTAL PLUMBING 001·810·00·00·8222 n EACH GAS SYSTEM 5 OR MORE METAL FIREPLACE ..... v' '.) /fl!'¥'"''..::_:,= ELECTRICAL 001·810·00-00-8223 " EACH INSTAL. ALTER, REPAIR WATER PIPE VENT FAN SING LED UCT u r': '-:~/{i>~ ,<;;:, ~ MECHANICAL 001·810·00-00-8224 EACH VACUUM BREAKER MECH EXHAUST HOOD/DUCTS ··,,.'\.·-~ .... ~£!;'-MOBILEHOME 001-810-00·00·8225 WATER SOFTNER RELOCATION OF EA FURNACE/HEATER Is:> 6. '+ SOLAR 001·810·00·00-8226 -~ ,,:, EACH ROOF DRAIN (INSIDE! DRYER VENT .,A\$_,,'J~~. STRONG MOTION 880·519·92-33 / rv TOT/iL MECHANICAL '-"' I.,)'• FIRE SPRINKLERS 001 ·810·00·00·8227 - TOTAL PLUMBING I ~./ PUBLIC FACILITIES FEE -320-810·00-00-87 40 ~1 • .-t,Cftl---sm MOBILE HOME Sf._"&Y"\t-•-'V/.>~ BRIDGE FEE 360-810·00-00·87 40 QTY. ELECTRICAL PERMIT -ISSUE QTY. 4-~-PARK-IN-LIEU (AREA ) NEW CONST EA AMP 'SWT llK R CAR PORT /AO) ~ ~\ TIF 312-810-00·00-8835 1 PH 3 PH AWNING " Aff· qnn -N LA COSTA TIF 311 ·810·00-00-8835 EXIST BLDG EA AMP/SWT.'BKR GARAGE (.0 l't-,,, _['AID . !',) FMF fr\ 1 PH 3 PH -,!$" GITYo/1~;1~ ~RER .;,.: LICENSE TAX 001-810-00·00·8162 REMODEL 'AL HR PER CIRCUIT \C'~ l'Af'-?; SR.t~' r,,"',/1'-t!..'11 MFF 880·519·92-57 TEMP PO LE 200 AMPS . \<'. ,1;1/ OVER 200 AMPS '-,,'/,-.,.o,,1,/". TEMP OCCUPANCY (30 DAYSI ';...,' CREDIT DEPOSIT .,,...,er-~ .. TOTAL ELECTRICAL I TOTAL TOTAL FEES PAYABLE l .:?.7 CJ o-C I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT' AND DO HEREBY Expiration. Every permit Issued by the Building Offtc"1al under the prov1s1ons of this * AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE Code shall expire by hm1tat1on and become null and void If the building or work 5' O" DEEP AND DEMOLITION Ofl CONSTRUCTION OF DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT 1$ authorized by such permit 1s not commenced within 180 days from the date of such STRUCTURES OVER 3 STORIES IN HEIGHT permit, or 1f the buildinff or work authorized by such permit Is suspended or ISSUED; TO COMPLY WITH ALL CITY. COUNlY AND STATE LAWS GOVERNING BUILDING CON· abandoned at anv time a ter the work ts commenced for a period of 180 davs. ' ·'' _.,, STRUCTION. WHETHE:R SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND . y CONTRACTOR [l"Y AP~~~ ~ lvi~lfi KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS, COSTS AND APPLl~SIG~ · ~ERO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE r-P--· ~ ~ BY PHONE 0 GRANTING OF THIS PERMIT. ,, ·,v _,, /Yj . . 7 ;_;. •• -61 --,... ; - 2 ii: >. ~ 0 C. E Q) f- l "O 0 CJ ..... C Cl) -~ C2. C2. <( I X C 0:: 0 (/) (/) Q) (/) (/) <( I 3: .2 ai >- Q) r.) C Cl) C IL ~ C Q) ~ CJ 0 u Q) C2. (/) C 2 .c ~ _.......-:· ·:r-v ,. -~ ... -. . . .. , . . ; ; 1· . QA·f~ . j, lt,l~Pi;yTOR-'i:. TYPE. . ... ,'1-·<··- --.i.:--........ ~ r -. ............... ~ \.:->~~-:1r/;~_:·, .\; r'·~.-,:,:tf\1](:: .. t··_, ... ii:.~ ,,. .. ~i: t ti, J .£ ti ~-.. #'i t it: t: ~{-z· f' I..; \· ,1~. . , t ' k- ,;,,, , '; ; '· ). :: :t, i :fl li! ~ I ~- ? ,t...e -:.!>:. ;~ f !.~~ t~~-1':_i~-. ;;~-r ,, (, ~- ,I ··B.UILDING -'. ~ ::..· .____;~"---'- :· .. _"C:e/J.'go~.a-·: -":--_-,.~~-'._·\-~~\~--\.'··~:::_·L -:t. FbUNbA:t·10N-· -.. , ' ,_i -• 'z-,. ' ~ott·ci:o $TEEt.: ·,· '!. . -. = .. ·.·:· -. i ~·-:: \'._} ,FIE[D INSFiCT10N ,~·EGO-R0 ' . . ' . . -. ,. . . , ' , ..... '. . -· -_',, .. -- REOUIR.~Q sR1::c1At:. · 1Ns~Ec1T0Ns ---. · 1NsrE~/r.0R·s :N:b:;rEs '.-:'---~"~~.:.'_:ff·_.-;,_:-. ·MA$6N.8Y . . .. .. T ~uNi:re·:oR·Gablfr.· ... t·· iNSPECTION ·: I: _FiEo. iF: .. j·_, 1~_·_sPic_,_c_JQ:Ws .1 ·-oATE . .. : . -~--.. ;;, t) . \ . .• ~ CHECKE"'~ AP~Rl)V ,I\L-·. ~::_:j:..~~~~-~·L·~~ ~~~' -;,1-:.,. s:u.s FRAME tr FLQQ'R '[j c·Ell-flN~ .so,ts-COMP.LIANGE . . . -. . ··> ... -.. ,. - SHEATHING . D RO'oF tJ Slii=.A)t. .. -.. . . -l?~IORT_O -' . . . / ,'. "'..:'.i;,. ,. ;. .. --· l .. · ··-· · · · · -· · · ..... · · · · · ... I'-: · · · · FOUNDATION INSP / ' l:'.;p'\ F ... RA;,M· E .... · ..... · · · ,-· ·-.. : · · ·-·. ..k "-.. .. ,,., , .• ,,:'\ : .... , ," : ... < ' • • --. ., ~:r '!' ~ :.. .. : . . " . STRl,l(;:TUBAL, CONSRETE J q ,'>; EXTERIOR LATH , . ovEFi 2000· PSt · l~? . . v~ 1NsuLATiON ·<; .. ,. PRESiRiisiEo. . -~ _ fot . >"' ' tll · : . ·:· .. : .. . . . . . ,, ... -~ . " CO~C~HE . ' . ; -.. iP .,,.. -. -L . INTE(310R'LATti &DRYWA.LL. :.: .P.OSTJE_NSI.Q;~~b · '.: ~ _ __ : \½~ ·. · --'i',, •.c;,; .· /Jf", ·_· ,CONCRE-'f.E . . \ .,,.,, · _ . t,;;, . • . . PtUM't:iiNG. . \··: -:--: ··.,·m:~p:w;w,~9·.,~. .. ·< ~/ ,: •. :;t_.: . ..fl>.~/:·:· ~ . -, -I -~ --, , ; ,. __ ., _ l .' \ °! -.,., ..... , J'' · ' . --/ ' . [::1.·si~w.i;R,.ANO sqcq_-. -o P~.:l~o;·_ .. ! ,·. _,_.,. . .. __ .• :::~~GjtRf::NG'TH _ · ;:::/':\~_.: .·-: :,";~-·" · U~D~8~J=t9~~;0·_·/d :~A~~i;_ ·:·p_ ~-~TE~:~·,. : ·; · ·.. · ... · ., '. s;~c;A~~AsQ,NR? ._:· 1 .. · • .• ·.. • • ··-· · -.,~ =-.!_' 1~~"---=- , ... :.- ~ .. ~- .1 TOP Ot;J.T 'P, W~&TI; '0 ,p VVAl]~R-. • • • • • , • · I ·, J · , .,! ' l TCjft.Af\J rf?HPWFR f?A_t:J · ·'.T ·· ·• -.... ,. ,--'. -., <lf..s TEST . : . 6 WAtER .HEATER'·• o ;SOLAR ,WA:Ifr~·ff : : .. : :p1C~S Cf,\_ll,SONS . ' l'-'0 ; . . •. -i~~ I '. -.. . . .. . . "< . -,< \ : . 'I ' " ' , -' A ,,, • .,,.,,, ~-.,_ ' ' • • ' • ,I' -·. -. ..,. -'·. . . ~ I J. ' ·' ,, . . __ , __ .____ .,f ~·~ _ ELECTRICAL-.-.:. ,L ,- d ELECTRIC· UNDERGROUND':. tfUFFEFf L .,i -'~ ........ ~,..._;;-~ ·-• ·I I _, __ -. -.. ,. --.... :::. :-·~-~~ .. ,·.z. ~ T : • 'c ' , -~ ,,.,,,-.,. • .... ' , ,,..__ ·-'' --·· .'. .. ·' __ L I ____ ,---'---~'--.'.. : ROUGH ELECTRIC -'. • · -·,: · ·" ,,.,, __ ,, .,. -_.,,. -~ _1_ ... , j,_ -• d .. ELEC:TRiC'SERVlCE .. ·:_ bi.TEMPORAR¥ ... ... • • -~ ,, V • • • -' • • \ < EJ Bb-NdiNG, . ~".tJ, POOL' · · . . , -. . . .. • • • . -... I . :~ . _, .,, __ _ t ~ -~-.l"""---·::__"J I;. .......... _, -.. ~ -1 , •.. , ·:.-.1.\.'.i ,cc-•• ~;:-~ ~\~ ' I ·; . MECHANICAL.. . -i. \ ···-$:· .•:'' tf OQQT! & Rl,:~ty, .. ; -~ tf Fl'J;F:.,P.IPIJJG . . _ __ _ .. HEAt -,-, AIR COND': SYSTEMS.. ·· . .--• ::~~·-.;·,:, ,-;; •.;' : ,, _.:; ,: -· ' ._,_'":'-;,. \' .'" ,\ ';: ,: :·,; \ . ·. :~· l I ' .-:~:. ,,_ ..... -~, ..,-.. -~-·: ·, , ·:'.;"• .-· • \ .. 'l'-: .,_ ,., ···'.:··:,-··,_·_~~,........... ., '..,._ _._.__ <I'-:-~:·.~---~.='·.°',~ VEN:flLAlilNG SYSTEMS · .. .: : . .,_~ •· ·· . · · . . . ---. :<·":,-__ :{:_~;:;;~:.·;~;.',.~~·-::;j::1.>.~.:,.:, r.~.·:··,ii,~,_,-, ;·:,,~·.: i"), __ i; --··:· ·.-J I ,..,_ --,·, .. , --,,. -"-------'-' . --.CALL,FOF{FINAt iNSPEC.TldN WHEN.ALL APPROPRl'A'TE. -~ . .. . JTEMSABO.VE HA½E,BEE'N:APPR.OVEO: . · ·. _-~ -. .. . ·, :;,. . ~· -.... -r t . '· . ,, ~ .. ;_ ::_-. _ .. ,\__._ -~=--) ( ,-... ,-~ .-·FIN.AL ·. .~ r '. ,,..,,. -.......... ,., . ·, .. i1,, >•-.. -:-•I ' J ~ • ... '<. : • r', . __ ,.,, . 1 -,,.., . .PLUMBING ; ',. -1 E. LE"c··T·. R' 1c· ,A. ·L.·--:· t ,· \·,,.;·~·.:;;.r~:~·c'\, ..... ,,·:: · ;-i;i~:-;,:: <·,; • ' ~ '1 l<° I t. 1. ~ ' ~, ' • ' • tv,·ecHANICAL . . . . . .. '. ' . -~ : . .-,. ' ' ,, \ · .. -~ ···~·,;:,· -· --.<I· • . .., -··· · .· , ·,, ... -: . .>:· .. · ~ ·; --k (-~-=~" f--·~-~~-~~r.~~1i ;:..·,;:._ ·~~ ~ ·.,.,\·~, 0, ··~t .. ~:;.-,;: '\.\, _; 1 --;;· ,~. 1,,,-;:;-, T \ -· ·--· · · .. -.. ·· t~~~c~~~~~::~==:;;;;~;;;:::;~;;;;;;~::];~~::2: "-· 'I'-·_ ~ ', · . SP;E~tAi~. ¢6Nt>ff 1o~s _ -. .. . ' ··--·-t . .:_ -i ---: -. ' t-- _;, :.-#'· ... DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMA$ DRIVE CARLSBAD, CA 92009-4859 (619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Only PLAN ID NO. ASSESSOR'S /J(/1 ,,_ /'Y /1 r / 0 l PA~CEL NO. '~ t.,.-¥1...f" OWNER {~, ,,/ 0015 03/24 0101 05Flisc. CIT VALIDATION AREA MAILING PLAN CHECK FEE 001-810-00-00-8821 A_D_D_R_Es_s __ -1<-=,_:;:_.;:;....__\,.,£.._k<--=-.!l-(,,.e..Jwa.-!.L~--ll~~----1 IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES WILL BE FORFEITED. 25.()0 SUBDIVISION------LOT(S)---------+--------------------- CHECK IF SUBMITTED: D 2 ENERGY CALCS D 2 1987 ENERGY CALCS FOR NON RESIDENTIAL BLDGS D 2 STRUCTURAL CALCS \ 2 SOILS REPORTS D 2 SELF ADDRESSED ENVELOPES White -File Yellow -Applicant Pink -Finance Gold -Assessor <!itp of q[:arlsbab REQUEST FOR INSPECTION RECORD TIME: ,,t I ~ . INSPECTOR __________ PERMIT NO. DATE: 4 /Zo Ii?[ ----------r I OWNER----------,------------,--------------------- ADDRESS ,:l,'3t)-f) f-A:~Y REQUESTEDBY ,~iChifj,_T~ PHONENO. 0~~ ..,_ {;,/~PERSON TAKING REPORT ____ _ BUILDING ELECTRICAL r¼EINFORCING STEEL f '~ASONRY r1 GROUT -GUNITE [J FLOOR AND CEILINGS B FRAME 0 SHEATHING O ROO O SHEAR 0 FRAME /?/f3-/,J6i- O EXTERIOR LATH /;.11 p/D(/1" 0 INSULATION ~~ / 1 D INTERIOR LATH OR DRYWALL D FINAL PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL n TEMPORARY SERVICE [l UFFER GROUND D ELECTRIC UNDERG~O~o/R n ROUGH E};I-2JRl~V/~ ,J O~~G ct ;e " /0 ~Q SERVICE ~AL MISCELLANEOUS D CONDITIONED AIR SYSTEMS D SOLAR HEAT D PATIO D POOL D SPA D SIGN D GRADING D DRIVEWAY D FINAL SPECIAL INSTRUCTIONS ______ ~jY_O_f __________________ _ Ready For Inspection: D Moriday D A.M. D P.M. D Tuesday D Thursday D Friday " NO½AK-MEULMESTER & ASSOCL-\lF--5 I ~---_·_ STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 San Diego, California 92121 .. ·-·····-------·-----------·-- ---~ . -f lAN . . :. . :: . --. -. ·------·--· --~ -~---~ -..---· - (619) 455-6681 '--·,. ------~---- .. , --! "i • -l ... l PA-0 ~I~ N&?l--l,. ~~ r<-1rq . ~t;;t7 - ~ iof ~ IW1'1a1 .. JJ;/411·~ HI L,11 . 1441 ~ - . e;Pv1 -"4, 1,i •er . 11-tP-P ~ (1'fr-'.Z-; . ~· ____ -----! -• ---,,.__,_ ___ -----·--·--~~~~ --P~ ---------- f'a?11~ r·-:1 ~~*~ ~~~~ ~ ~ ~ i ~ ---·-·· -------t---------------------------i--- (-\ ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (61 9) 560-14-68 DATE: JURISDICTION: C. rri o~ URL.~ e,..AD PLAN CHECK NO: '8~-3~3 PROJECT ADDRESS: ___ 2_'?~'2~D __ F_A_R_A_D_A_Y ______ _ PROJECT _NAME: CAl.1TE.-i< 1 \ t-JC.. • . ,a The plans transmitted herewith have been corrected where _ IBf necessary and substantially comply.with the .jurisdiction's ;;)~""A~11:.s, building codes. D D D D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified -are resolved and checked by building department·staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck ... The· check list transmitted herewith is for. your information. The.plans are being held at Esgil ·corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. 0 The applicant's copy of the check list has been sent to: fJ Esgil staff did not advise the applicant contact person that plan check has been completed. O Esgil staff did advise applicant that the plan check has been completed. Person contacted: ------------- Date contacted: Telephone# ----------------- -REMARKS: TMe VA\..UAT 10 ~ f;,Ho\A.Jµ ot..} AP?l-lCATJO~ ( '4, 1700 ) I~ NOT CORR.e.c.T, APP~QP&-1A,e VAL.QATf P!J 6Hou, p BG · +40,000~ TO •eD,DDD,~~ (P.c., Fee. SAS:,ee> lJPOU ~oURL.'iR,t,..T"e) By: tf£.~ ESGIL coRPOTION Enclosures: ----------- Jurisdiction C.ti..1<L<;-et:d:> Dates '3/?o} ~~ Prepared bys )..(e,eR-VALUATION AND PLAN CHECK FEE Cl Bldg. Dept. CJ Esgil PLAN CHECK·NO. __ ~~-i~-~S~i-~ __ BUILDING ADDRESS '2~'20 FAR.ADA.'/ A\fc APPLICANT/CONTACT CAL'-•TEK., ,~c... PHONE No. <.o\'t 4c:,z-s4-.:a4-· BUILDING OCCUPANCY t=i(.isn~eo DESIGNER PHONE ------TYPE OF CONSTRUCTION______ CONTRACTOR PHONE ____ _ BUILDING PORTION BUILDING AREA ( Air Conditionine Commercial Residential Res. or Comm. Fire· S"Drinklers Total Value Building Perm it re e $ -. y VALUATION MULTIPLIER - ca @ ¥-ALUE P.C.Fee- - Plan Check Fee $ $ · .. ~i'2l,, CS'\ --..::~------------------_.;:;...-------..=.,;;::..;;..~-- CO M HEN T s _______________________ ~ __ 1l.:_', __ t1......:.7.::., ... 2 ... ~ .... SHEET OF 1 --)2/87 2560 ORION WAY CARLSBAD, CA 92008 <!itp of C!Carl.5'bab FIRE DEPARTMENT ' PAGE 1 OF_I TELEPHONE (619) 931-2121 APPROVED v~ , DISAPPROVED PLAN CHECK REPORT PLAN CHECK# (,-I '. <: ~)-:~;.-·< -' , - ,,1 , { ' -· PROJECT/,• 1 '1 /fi'(. r1,c' ADDRESS _2_3_2~c=1-~t-_~_f_\ __ ,f_,-+--------- ARCHITECT i I ~-) r. d-1\ <. . t \' ) 1= I t I i ·, \ E ,: ) t ! :. ADDRESS 'SA:, I ,) I C C {. ·, PHONE _'_i·_~'_:_1_1 _·_· ________ PHONE OWNER I 1/ \ (. (;, I/ t-K.. ADDRESS --~--TOTAL SQ. FT. -) i OCCUPANCY D '-CONST. _____ STORIES APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS __ 1. Provide one copy of: floor plan(s); site plan; sheets ____________________ _ __ 2. Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. __ 3. · Provide specifications for the following: ________________________ _ __ 4. Permits are required for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire department prior to installation. __ 5. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT __ 6. The following fire protection systems are required: D Automatic fire sprinklers (Design Criteria: _______________________ _ D Dry Chemical, Halon, CO2 (Location: ________________________ _ D Stand Pipes (Type: ___ __.,/ __,,_ __________________________ _ D Fire Alarm (Type/Location: ____________________________ _ __ 7. Fire Extinguisher Requirements: D One 2A rated ABC extinguisher for each -----'"'""sq.ft. or porstion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. D An extinguisher with a minimum rating of ____ to be located: D Other: ___________________________________ _ __ 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 doors------------------------------------ __ 11. EXIT signs (6" x ¾" letters) shall be placed over all required exi:ts and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL __ 12. Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. __ 13. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil: ing is to be done, comply with Uniform Fire Code, Article 81. __ 14. Additional Requirements. ------------------------------ ,5 P:.. ~D {) /2.,c I<.. L 1.1 i)1C <,· rr. \ J -: 1 IL '} __ 15, Comply with regulations on attached sheet(s). , . ·:.//; ; Plan Examiner -~-. I l ~ Date___,-c..,-· ~')_,_:'-:-},_._\--'-.--'--t ____ _ Report mailed to architect ___ Met with ___________ , ___ _ __ Attach to Plans POOR QUALITY ORIGINAL S CALCITEK TANK SUPPORTS 88-0630 f-~·-,f, , _-£,,:~~'·"" ,,w.,,-., -<, -, :'..,.,.ffJi~%~~~~?1«t "1·· r ' ~------------------:-::::::-:::-:--::c==-::===--=---:--::::-::::-:=-::::::--:-==~-----------------------NO'W'\.K-MEUI .. MESTER & ASSOCLA.TES STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619) 455-6681 BY LJ~ DATE /J;,t;,rt;e> PROJECT---""t;'--'-~-=l,o~l'.Jt.~~~-1*-1=/J\f~~M_U~fr~. ___ SHEET NO.~~-OF __ ___,vAf'.LJ.....!.-'-~=--'2A't,,.___,__.'----___________________ JOB NO. .tg?S ... ~~0 1Ar-L\t. ~1'f -I 000 6f kl-, $.~a, (1oa>) 4---~ ~ e,~4o4': ~~VIZ~ Ll,t:-r( ~ -z~~ _ • 10G~ ... ' -_.._ _______ _ '' .... ----. -~---.., __ .. ' I ,-I----·--~---. • --·- .,._...,_ ,.; -.---------------.. ---t---r-,._._. ___________ .,_ t·+· ---.... -1-!"-,---------·-,----_i ----·-,_ ~ ... ~.,.~~~---i;;:::· ....... .,.. ---.... --...-..----·--------·-+-·---~-+' •-+--~ .. ,_. ... -•· .... ---_______ ,,_ -----..-,.. -.-------·-·-------· _.. ___ -T----......--~---..-.,.._.,.... ____ __,_ .•. ..,.. . .,,.._-t----~--1-----•---•--+----+--,._ ~- ·<-•\. ·-... -.... ------~---· -~----------~ • ..,.. ..... ------·--------.-------..----...-------+-...... -------_______ .,.._ __ ,.... '!--... ---- -+-·---... 1--· NOW\K-MEULMESTER & ASSOCIAlES STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619) 455-6681 BY j0 DATE t/1y//.,@~ PROJECT ~/ffi/? W)t-<G't¥"f't',eo SHEET NO. a OF _____ _ _ r,_,~i:z._,_Km...:..C...C.:-"'C.e,_...:=r;__..,rfic..:::..-!.!!tt$~tJ'----------------JOB No. ~-~-q;,o l.?~ft_. AmA-X w: , t:74-' ~ ,cf€?" m .,, ~ 1,-z,, '"' VmN, ff->t, t/'4--1,:. r ~>'---------. -. ----·--------------·-- VAWW~ -~~,-~-~~-~--'-~~!.-~· f~~~~:-~~ _ e,~:~~~~:~=~=~ ... =~:~:_::_-:_ ~-~ _-.. . _ft\~ _f .~~~ /~.~~-==-1-~-~~e-, ~,=~~-==~~=~====--==-~=~ .. 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(/) 0 ::r: CD m z ~ 9 z I 9 1"1~ ~~ . :~I I (/)01(/) z ~ ~:ao oc~ 9.oo <D C' -; co <D C 9 =::o I 0::>)>7' !!!.or;::.. =;: ~-mr ~ O<z 35D(i),;;;l iij' (/) z ~ '° ~-m :a,. 1\:1-m ITI ~ <D JJ I~ ~ N (/) 'Jj 8 ~ § ~ .i:,. 01 01 6, a, ~ ~ ::0 ~ G1 8 ~ tn NO\i\P\K-MflJIMf::STER & ASSOCIATI--::S STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619) 455-6681 ' l • I ~ ----.-------:il4-~ . ,6r f~ I r I ! ,. --... : ~ ... ~-----_._ -------'--~-~~-~-+----' ' .. .,,.__ -----1----~---1_.;...._,__....._.... __ _ --...-~ • • -1--·-.,_--~-.------r-r-r .... ,, ...,... _____ . ~----.,..._,...-.-~-----~ -~ -·-... --------l-~· -· ------·----~.,......--......... - ---·--.. ---·---------·----____.+---. ----- -·---··· ---------~-- --~ ------~ ·-. ·-----... _____ .... , --· ----~----,-~_,,.. .. ----.------, ,-----· ------#-.... ~--..... _,._ ............ -....... + .. --.. -.... -~ -~----,-_____ .,. __ ,.. ____ .,.._ ~-....... -.... __ .,. ------?-·-·-...,.._ __ ---------... ----· -,,..... .. -.. --.---·------............ --_____ ,_ ____ ----·-.,_' . ,......,.----.....----------...---· -----------------... --... --~,. ___ ..., ..... ---~-------_____ .,...._... .. -....--~-- -.,__ .... ,,__ .. ______ --_ ... ---·----·-_..._ ___ ------r--....... -----,--,.---+---~---- ·-------~-=-----------::-:---:-----:-.:-:-:--:c::-:--:::=---c------------------· ·-.. ~O\V\.K-MEL 1...\tE ... '-,71:R & .-\S .. s<:X:L-\]1:S STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 San Diego. California 92121 (619) 455-6681 i==========================-=-=--~·-.::........:---:.....:.: __ :;_· : ·-·· ----- ; BY A DATE ~., 11 ... et, PROJECT tl\WtTef?-rMt--: £otec:r4r2 _ SHEET No. _ ~ ___ oF I i --umeu-reie MOQtv --------~-----JOB NO. _e>f2.-::...(?(l?f;!P r---1v j 1,~{" \ ,Z,GI" ·a-i~ -' t?,,Z, I ' I '® t @ ~ cr) 't@ (011.1-.f) f!,(lfJ1 11,tJ?i (s,~/l,'U?) '(e,11,Z~J .-----.;.._----------·~ IT± . -··-~ ·---------@· --.---------[ji-----u...-4--- ! m ---+-+--+-~----¥-f-------t-+-l----+--+--f,Z @,o): ,,: :):/lll,;:~({ .... {~!55! :~~ I ~~* SYSTEMS ?ROF~SSIONAL 3TRESS -PRJGRAM NG. 1:;,1 ~EV-JJLF.Al **~ * CALCITEK. INC. -TANK SUP?1~7 H¾H*********-*******-**M**********~*****~¥HHffHffHHHH~~****-~-~-¥~~-----* ALL INFORMATION PRESENTED IS FOR REUIEW, APPROVA~, INTERPRETAT:ON HAND APPLICAT!ON BY A REGISTERED ENGINEER * COPYRIGHT BY SYSTEMS PROFESSIONAL, 1982. **~**********************~*****~********~***~*******¥*¥****-******-~-- STRUCTURE -~ANK SUPPORT TYPE PLANE FRAME NUMBER OF MEMBERS LIST L.[h"..)DINGS 1 9 ., .-:.. $ *- *- SEGMENT 12 MEMBERS 1 SEGMENT 6 MEMBERS 3 7 8 9 :?,A'JE CODEW1JRI):~ NUMBER r-llJ~1E:EF~ UNITS OF .Ji] I NT:3 B OF LC!.~)DINGS 1 ~<I~::3 c~~: .. r \ ,... ..... \ TABULATE FORCES REACTIONS DISPLACEMENTS$ STATS 1 00.00 00.00 s . .., 8.00 00. i){j !:} .:. --;e ..., o.oo 6.50 4 8.00 <S. 51J 5 o.oo 91125 t) 2. ,S7 9.15 7 5.33 9.25 B 8. 0{) 9· '1!!:-• ~,J MEMBER INCIDENCES :t 1 3 2 2 4 3 3 5 l} Li 8 5 3 t) .5 <'} 7 7 5 6 ,:::, 6 -, .., I 9 7 B .JOINT RELEf~SES 1 MOMENT Z t 2 MEMBER RELEASES 5 START MOMENT Z $ 6 $ 7 5 END MOMENT Z $ o S 9 UNITS KIP:S INCHE'.::1 ( ' ~~ i ME~·ffJ~:R ;-:,R:JP MEMB~R PRJP ?RIS AX ;-.-.. ,-. .,.. ' 1--1. .. ! l ,:j I',:; 1. ta. --l .. ,j. I • :) LOADING NO. 1 DEAD LOAD+ SEISMIC .Ji] I NT L.Clr~!i:3 5 FCH~;C:E ·y fS :=rJR{:E ~r i·1 I~fJRf.::E: .. { a FORGE '( .UNITS KIPS FEET$ TRACE ... ,() lP ;~:t){j ·--2, ;;oo .... ;:. :_;(:,{) ~-!:). :~O~) :: • t)1)(; 7 •.• ·7-; ... : .. ~ .. ' ' I ·-... : ..... ,._ ...... -..... ,. .. .,._ --.. -.................... ~-.......... .-. ·: .......... ·-·-. -. ~ .. ·-......... --...... ·-........... ·-..... ·-.... :·· ·-....... ·-............... :-.. ·- :·· :· :·.··.····· ...... ······ ............. ·· ···:· ... _.. :· :·· :·:· ................ :· :·· :· .... :: ··:···.·· :· .···:· .... ·· .·· .·· .. · .·· :: ··: .......... ···.·· .··· _ ... ·: :····· _ ... _ .......... : ·.···.·· .·: ··-.--...... ·: ......... . MEMBER JOINT AXI~L FJRCE l 1 11 405 ...... ,. -, • 0)\) l ... ., ~ 5 , i) 7 B .JOINT "" ,:) r!;. 5 , -:_, 7 8 ,JOINT 1 2 ::;UM 7 ,_, r.-· j C> '-·' 3 ,_. .4. -· / .. , ., 7 ,-, ,:). ...... ,I' .-1..··, .. , , ·t 1.J 7 .... 3. ···'}{)'? 1. 1:2:3 -·L 1.23 -4.1BB 5. 3~in ·--5. :J?7SJ 4.047 -4 • \) .. ~ :;-' 1,121 -·1. 121 -2.642 2. l>42 APPLIED JO:NT LOADS, FORCE >{ FJR.CE .. { --• 00 l -• i)(H -.000 .ooo 1.99? -.200 -·.008 -2. 50() --.00~5 -;2.5()0 -• ()Ql) -·. 200 :LI 1. l t3 -·1. 118 --:~. <) 4 2 .00() -·. 0()() -.000 3. :2 :!.0 -·3. 21() -:2 ll :2~;-;; 2.295 ..... 923 or)'7 . ... ....:. ....... MOMENT Z .00 • 0() -.oo -.00 • 1)0 -.oo REACTIONS,APPLIED LOADS SUPPORT JOINTS FORCE X FORCE y MOMENT z -.B67 • 40~:i • 0() -·1. 118 4.995 • 0() -l. •1B5 5. ftOO FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISF'LACEMENT -·. 0000 R!JT~"!iTION -·. 0023 3 • 03!:J1 ft ~-=-~} 6 7 .0409 • ()/½()1 . (),:\() 1 .0401 -·. 000::! -.(.)()01 --.001.7 -·.001L> ·-. 00•.)3 -SUf"'F'(IF<~ . .JO ItJ7 fl I .]t•:.. .. o,(~[:r11:?l"rCi -.001.7 • ()Cu)(.) -.0003 .0003 ,0013 ., " • V',} , ;)0 -5 11 .:)-4 ..... (}{) -·. 00 --. 00 a(){) ,00 -.oo -• 1)0 8.57 -!3. 57 ::.~. lt.6 -2.46 • (j() I I I I I I I I I I I I I --------------~ ..... -- ..... SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINt:E.HltJG '. ENuiNct:Rli'I(., ut:ULt)l~Y March 26, 1984 The Koll Company 7330 Engineer Road San Diego, California 92111 Attention: Mr. Michael Dunigan SUBJECT: FOUNDATION INVESTIGATION Carlsbad Research Center Job No: SD1264-00 Log No: SD4-2882 Buildings A through F and the Schumacher Building Lots 2 and 3, Tract 81-10 Carlsbad, California Gentlemen: This report presents the results of our Prelim_inary Soils Investigation at the subject site. Our investigation w&s per- formed in March 1984 and consisted of field exploration, labora- tory testing, engineering analysis of the field and laboratory data, and the preparation of this report. For our investigation, we utilized an untitled SO-scale Building Location Plan prepared by Krommenhoek/McKeown and Associates, AIA. SCOPE OF SERVICES The scope of services provided for the Foundation Investigation includes: A. Review of in-house plans _ar.d reports per::inent to the project I (see Appendix A); I B. Subsurface exploration ~onsisting of 8 bucket auger borings to a maximum depth of ~7 feet; ·/' :,,·r ~; I ,.'·, . j"~ ·:,' 't ,., ,, . -~---. --- The Koll Company March 26, 1984 Job No: Log No: Page Two 8D1264-00 5D4-2882 c. Logging and sampling of exploratory borings to obtain samples for laboratory testing; D. Laboratory testing of representative fill and bedrock samples obtained during the field exploration;- E. Soil engineering analyses of field and laboratory data which I _provides the basis for our engineering considerations, con- • clusions and recommendations; • I] • • I I I I I I I F. Preparation of this report, including maps and other graphics, the sum of which presents our findings, conclusions and re- commendations. VESCRIPTION OF THE SITE The subject lots are located north of the intersection of Palomar Avenue and Priestly Drive in the City of Carlsbad. The site had been previously graded as Lots 2 and 3 of Tract 81-10 under the observation and testing of this office. The results of observa- tion and testing were presented in our report dated April 21, 1982 {Reference 4). Building Pad F and the Schumacher Building pad have cut/fill tran- sitions across the building area. Building Pads A through.E are all in cut. Approximately the western half of the site is elevated about 3 feet above the remainder of the site. As a result, appro- ximately the western one-third of the Schumacher Building pad is about 3 feet higher than the remainder of the pad. The location of the property and approximate boundaries are shown on the attached Location Map, Figure 1. 1·>;- II ' '-\ • IJ • • • • • • liJ • • lJ1 • • IJ • • • ",-&- The Koll Company March 26, 1984 PROPOSEV DEVELOPMENT Job No: SD1264-00 Log No: SD4-2882 Page Three Proposed development consists of six single-story structures (Buildings A through F) and one two-story structure (Schumacher Building). Tilt-up concrete office/indust~ial buildings with adjacent-paved parking are planned . No detailed structural plans were available at the time of this report. However, for the purpose of our settlement analyses, we have assumed that column loads will range from 50 to 75 kips, and wall loads will range from 1.5 to 2.5 kips per linear foot (all dead plus live loads). We understand that the Schumacher Building will have liquid storage tank(s) with liquid pressure on the order of 2,000 to 3,000 pounds per square foot. Grading for the site will 1nvolve processing loose surficial soils in the paved parking areas and creating suitable building pads. Grading may also be required to mitigate the expansion potential of the on-site soils and to provide proper drainage of the site. FIELV EXPLORATION Subsurface conditions were explored by drilling 8 borings to depths of 10 to 27 feet. The approximate locations of the borings are shown on the attached Plot Plan, Plate 1. The borings were drilled with a truck-mounted 24-inch diameter bucket auger • Drilling of the test borings was supervised by our field geolo- gist who logged the soils and obtained bulk and relatively un- disturbed samples for laboratory testing . 1 ,,., The Koll Company March 26, 1984 LABORATORY TESTING Job No: SD1264-00 Log No: SD4-2882 Page Four Samples representative of the earth materials excavated during our field exploration were returned to the laboratory for testing. The testing program consisted of Moisture ~ensity determinations, Atterberg Limits, Maximum Density determinations, Expansion Tests, Direct Shear Tests, Consolidation Tests, and Sulfate Analyses, of ring and bulk samples. The soil tests performed on selected ring samples and bulk samples are indicated on the Logs of Borings, Figures B-2 through B-9. Descriptions of the laboratory tests performed are pre- sented in Appendix C and specific laboratory test results are presented in Figures C-1 through C-5. SUBSURFACE CONVITIONS A. General Description of Soils/Bedrock The Logs of Borings in Appendix B indicate that the predomi- nant material at the subject site consists of Point Loma Forma- tion bedrock with portions of the site covered with an overlay of compacted fill consisting of silty to sandy clay. 1. Point Loma Formation The Point Loma Formation bedrock underlying the site is predominantly a siltstone. Intact bedrock is generally moist and stiff to very stiff. The bedrock is weathered· and fractured at the fill-bedrock contact. The bedrock materials exhibit a medium expansion potential. I ~ • I ~ ') .. n ... fl • ~ 1 < : I I 1 : 1' l i I I i I I I I I I I I I I The Koll Company March 26, 1984 2. Fill Soils Job No: 8D1264-00 Log No: SO4-2882 Page Five At boring locations 2, 5 and 8, compacted fill overlies the Point Loma Formation bedrock. The fill is somewhat variable but typically classified as a compacted silty to sandy clay. Maximum depth of the· fill is on the order of 26 feet. The fill soils exhibit a high expansion potential. B. Cut/Fill Transitions A transition from cut to fill soils occurs in the area of Building F and the Schumacher Building. In addition, appro- ximately the western one-third portion of the Schumacher Building pad is about 3 feet higher than the remaining pad. To provide for uni'form bearing conditions, the cut portions of the building pads, and to 5 feet outside, should be over- excavated and replaced with compacted fill. c. Groundwater and Caving No groundwater was encountered dur1ng our exploration, nor did caving of the boring sidewalls occur. D. Expansive Soils The results of expansion tests conducted during the course of thi~ investigation indicate that the on-site fill and bedrock exhibit medium to high expansion potential. Expansion of near-surface soils could damage structures and exterior flat- work. Recommendations to mitigate the affect of expansive soils on proposed improvements are presented in this report. r. =~~ l,., .. .. ·.! .. f, , { r, .i ·. .,_ ,. , . ,, • 11 IJ l1J IJ IJ \. + a..;,:~a~-~---,r-... ~-~-........,.=.~;:;;;,:;:, :::;.::::~-_;;;;:::::::====._=-=-=-=--=====-::;:--::.:_:--::_-:.:: .. ::::: .. r7,t~; .. : .. --..... • ~-. .,, ~ Z.::r.~'__,.._.~~ ---• -=-~--- The Koll Co.mpany March 26, 1984 CONCLUSIONS ANV RECOMMENVATIONS A. General ~ -~-·---_,. Job No: SD1264-00 Log No: SO4-2882 Page Six The proposed construction is feasible from a geotechnical standpoint.. Conventional shallow isolated and continuous -footings can support the structural dead and live loads. Two constraints on the proposed construction are: 1. Non-uniform bearing conditions exist at Building F and the Schumacher Building, created by the c~t/fill transi- tion that crosses these building pads. 2. Results of expansion tests indicate that the on-site fill , and bedrock have medium to high expansion potential. B. Transition Between Cut and Fill For the_ non-uniform beari_ng condition at Buii~ing F and the Schumacher Building,· it is recommended that remedial grading be performed to remove the uppe·r surface of the bedrock and replace it with compacted fi.11. The depth of overexcavation -should extend to a fa.fri,i.millh' .-c:>:ft-;·2 :~ :f etit::,ben·e~th.,-fll;J!~~9~~~to:pt,;..Qf the~aeepe'st"~footing. The lateral ·e·xtent · ofm-,remeai-a:i ··g:tading sheuld.,.;.be :;,5.: _feet beyond·' al-1 -~Jde_iit~:o:f ,:·the ~J,tr.ucttire. The Plot Plan, Plate 1, shows the approximate limits of the cut and fill transition. Actual depth of removal should be evaluated in the· field by the Geotechnical Consultant at the time of grading •. c. Remedial Grading To mitigate the expansion potential of the on-site soils, remedial grading in the building areas is. recommended as follows: 1i I ~~ ~~ ' n 1111!1 j • lj 11] ~ ' ' ~ ~ t 1- ~ ...... o/,,0,;ll..-..~~.-dv----H --- The Koll Company March 26, 1984 Job No: SO1264-00 Log No: SO4-2882 Page Seven 1. It has been our experience that mitigation of expansion potential by pre-soaking prior to pouring slabs in cut areas underlain by the Point Loma Formation is very difficult to accomplish. It is, therefore, recommended that an area extending 5 feet beyond the pr9posed buildings be excavated ·to a depth· of 2 feet below existing grade, brought to 5 percent above .optimum mois- ture content and recompacted to 90 percent of the maxi- m~ density as determined by ASTM: D 1557-78. The recompacted soil should be 4 to 5 percent over optimum moisture content immediately prior to placement of con- crete. The moisture content should be verified by the Soils Engineer prior to placing visqueen. The expansive potential of the on-site soils may be miti- gated by selective grading. If this alternative is selected, we recommend that building areas and to 5 feet beyond in each direction be capped with ~·minimum of -cE--- 2-1/2 feet of non-expansive (U.B.C. Expans~on Index less than 20) soils. This alternative will reduce foundation costs in that foundations may then be designed for non- expansive soil conditions. D. Compacted Fill The site should be cleared of any existing vegetation and miscellaneous debris. Fill soils should be brought to recom- mended moisture conditions and compacted in 6 to 8-inch thick layers to a minimum of 90 percent of the maximum density, or as specified, based upon ASTM Test Method D 1557-78. ~::. · .. ' - • < ... •' . ', ,...: " ... . ,, . 1· -· ~ ,. ll 1· -' I~ u ' j I i ' I 1:: iJ l Ii j I] I ' 11] ' IJ • ii r ' I ' t BJ l i ' 4-- The Koll Company March 26, 1984 E. Import Fill Material Job No: SD1264-00 Log No: SO4-2882 Page Eight Any soils imported to the site for use as fill or subgrade materials should be predominantly granular and approved by the Soils Engineer prior to importing._ Laboratory testing · ·required for approval of import sources may require 2 4 to . 48 hours. The Soil$ Engineer should be notified of import locations a minimum of two (2) days prior. to its proposed use. F. Foundation and ·slab Recommendations 1. General . Our investigation indicates that the existing surface soils exhibit a medium to high expansion potential. The following recommendations are provided for the design of footings and slabs based on the expansion potential of the soils presently at the site. These preliminary recommendations should be confirmed by additional expan- sion testing at the completion of rough grading. '. Our recommendations· are considered genera_lly consistent with the Standards of Practice. The implementation of ,. -., ~ . these recommendations should serve to reduce the risk of distress resulting from expansive soil~ · ··The potential for favorable foundation performance can be further · enhanced by maintaining uniform moisture 'conditions • The footing configurations and reinforcement recommenda- tions herein should not be considered to preclude more restrictive criteria by the governing agencies or by structural considerations. A Structural Engineer should ;,i ., ' ·• ' r r [ 11 r !] Jl il- 11 The Koll Company March 26, 1984 Joo Log No: SD1~64-00 SO4-2882 2. Page Nine evaluate configurations and reinforcement requirements for structural loadings, shrinkage and temperature stresses. Foundations The recommended type of foundation to support dead and live loads is spread footings, either square or con- tinuous. No footings should straddle a cut/fill.inter- face. All footings for a g_;i.ven building should .. be founded either entirely in bedrock or·entirely in compacted fill. a. Columns Columns may be supported on spread footings founded a ,z~!;,~r-j minimum of 24-inc-hes below lowest adjacent finish sub- ~,,, \'1-1' \-:S>"<~ (.Sv~va;;\<, ta" ~loc..u fin,~') fl,...) grade~ Reinfo~cement shouldoe based on structural loading. b. Walls · · ·Exte-rior and inte_rior ·-footings should be continuous and founded at least 24..;;tnches'""':afid'?!l8.::-1n:ches, respec- tively; below lowest adjacent finish subgrade. Rein- forcement in exterior and interior footings should consist of a min·imum··'."'o'f'Z.:'f:wo·"'N6':'11-:4 ····reiiiforcing· bars, placed one at the 1:op an4.:_9ne .,:_..~t:.-::tjl_~ __ b9ttom pf -the footing. c. Floor Slabs Floor slabs should be a minimum of 5-inches thick, reinforced with No. 3 bars (both directions) at L' ; ' , I·- The Koll Company March 26, 1984 Job No: Log No: Page Ten SD1264-00 SD4-2882 18-inches on center located at mid-height of the slab. Slabs and footings should be doweled together with No. 3 dowels at-·36-inche9 on center. . -. Slabs should be underlain by 4-inches of rounded gravel or clean sand and a 6-mil visqueen moisture barrier, plus a minimum of 1-inch of clean sand between the slab and vi·squeen. d. Pre-Soaking Beneath Slab Pre-soaking beneath slab areas may be achieved as recommended in the section entitled "Remedial Grading." As an alternate to pre-soaking, selec- tive grading may be elected. If this alternative _is selected, we recommend that building areas · and to 5 feet beyond in each direction be capped with a minimum of 2-1/2 feet.of non-expansive (U. B: c. Expansion Index less than 20) soils. 3. Exterior Flatwork Provided some differential movement can be tolerated, exterior slabs on grade (i.e., patios, walkways) ~ay be limited to 3-.-5-inches' 'in·:·thickn'es·s and should be .. ~· ... ,.,:,:.: ,-·;..·,..:, ....... --' reinforced with 6x6_-6/6=w.i·re~;mesh. A 4-inch granular base should be provided below the slabs. Although pre-soaking is not a requirement, moisture content of optimum or above should be maintained prior to place- ment of concrete. Slabs should be appropriately jointed for crack control. i I ' Ir I t. I ! I 1 -' I I I II I I II l II µ 11 I ll 1 ' .. -~~--~------ The Koll Company March 26, 1984 Job No: S01264-00 Log No: S04-2882 Page Eleven 4. Allowable Bearing Pressures for Footings The recommended allowable bearing pressure.for spread footings is 2,000 pounds per square foot provide~. the footings are at least 18-inches.wide with a minimum of 18-inches embedment. The allowable bearing pressure may be increased one-third for short-term wind or seismic loading. Where located adjacent to utility trenches, footings should extend below a one-to-one plane pro- jected upward from the inside bottom of the trench. 5. Lateral Load Resistance Lateral loads against buildings may be resisted by fric- tion between the bottom of footings and the supporting soils. An allowable frictj,.<:>p, __ q<;>efficient :,Of _,0: •. 3-S is recommended. Alternatively, an allowable lateral bearing pressure equal to an equivalent fluid pressure of ~a.Q9 J?OUnds ~.per_3squa~~-' f OOt per ·foot of .':'depth : to,a.:a \~axirnum :· Of . -.. ,---• .. , ~.,,.. ..... ,~-,...,_ ·~'" • -A • .. :-.1;,,so~o ,:p-oun,dl;J _:pe~~·.square ·:·foo.t · may be us·ea; provided the footings are PQtl;t;'~-~ ::tlght against -und~sturJ?.~g soils. Expe.cted Settlement Settlement under the maximum column loads will be less than 0.5-inch. Differential settlement between wall and column loads will be on the order of 0.25-inch. :.: ... ... ~ , .. ... -:l ·, ·', ;·', l j I l I I, I l I I ~ 1 l, 1 The Koll Company March 26, 1984 G. Post-Tensioned Slabs Job No: SO1264-00 Log No: SO4-2882 Page Twelve An ~n option to conventional foundations, post-tensioned slabs may be used. Although typically more expensive, post- tensioned slabs have an excellent perfqrmance record. 1. Design Criteria Post-tensioned slabs should be designed by a Structural Engineer for a relatively uniform pressure over the slab area. The.differential movement recommended for design purposes is a 2 percent gradient in 10 feet horizontal. 2. Subgrade Treatment Post-tensioned slabs should be underla'in by a 10-mil moisture barrier with 1-inch of clean sand placed between the slab and moisture barrier. The barrier should be sealed at all splices and care should be taken not to puncture ·the barrier d~ring construction. 3. Thickened Edge Post-tensioned slabs should have a thickened perimeter edge-extending at least 12-inches into the slab subgrade ·soils. H. Type Cement for Construction ' The results of sulfate tests indicate that Type I or II cement may be used for all concrete in contact with subgrade soils. ,, :• ,. ·, •'. I I I * The Koll Company March 26, 1984 I. Trench Backfill Job No: SD1264-00 Log No: SD4-2882 Page Thirteen It ~sour opinion that utility trench and/or wall backfill consisting of the on-site material types could be best placed by mechanical compaction to a minimum of 90 percent -of the laboratory maximum density. As an alternative, granular material (sand equivalent greater than 30) may be thoroughly jetted in-place; however, jetting should only be considered to apply to trenches no greater than 2 feet in width. Following jetting operations, trench backfill should be thoroughly and mechanically compacted and/or wheel-rolled from the surface to a minimum of 90 per- cent of.the laboratory maximum density. Exterior trenches extending below a 1:1 (horizontal:vertical) projection from the outer edge of foundations should be mechanically compac·ted to a minimum of 90 percent of the lab~ratory maximum density. If utility contractors indicate that it is undesirable to use compaction 'equipment in close proximity' to a buried con- duit, we would recommend the utilization of. light-weight mechanical equipment and/or shading of th~ conduit_with clean granular material, which could be thoroughly jetted in-place .above the conduit, prior to i~itiating.mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate as approved by the Soils Engineer at the time of construction • . J. Footing Observations All footing excavations should be reviewed by the Soils Engineer prior to placing reinforcing steel and concrete. {. \ ... -.~.;,., -~ .. : ! \., •, ........ :,·· ~~~; '>-. ~ • . . ,. : ~~ I I I' .. , I r I r I j ,J l J The Koll Company March 26, 1984 K. Drainage Job No: SD1264-00 Log No: SD4-2882 Page Fourteen To ~nhance future site performance, it is recommended that all pad drainage should be collected and directed away from proposed structures to disposal areas. -For soil~ .areas, we . . -recommend that a m~nimum of 2 percent gradient be maintained. Due to the expansive nature of the on-site soils, it is impor- tant that drainage be directed away from foundations and that recommended drainage patterns be established at the time of fine-grading and maintained throughout the life of the struc- tures. Property owners should be aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as irrigation and variations in seasonabl rainfall, all affect subsurface mois- ture conditions, which in turn affect structural performance within expansive soil areas. ~-Paved Areas Areas to be paved with asphaltic conci~te ·should be graded in accordance with the site preparation recommendations given above. Pavement subgrade soils should be· scarified and moistened to near optimum conditions ~nd compacted to at least 90 percent relative compaction in-the top 8 to 12- inches below finished subgrade immediately prior to placing base. The following preliminary pavement sections are re- commended based on an R-value of 12. Light Vehicles 3-inches of asphaltic concrete over (T. I. = 4.5) 7-inches of untreated Class II aggre- gate base or D. G.· Truck Loading 3-inches of asphaltic concrete over and Driveways 10-1/2-inches of untreated Class II aggre- (T. I. = 5.5) gate base or _o. G. ., .,. 4' 'j " I I -1 The Koll Company March 26, 1984 Job No: SD1264-00 Log No: SD4-2882 Page Fifteen These preliminary recommendations should be confirmed by additional R-value testing at the completion of grading. Aggregate base should conform to the requirements of the California Department of Transportatio~ Standar~ ... :specifications for Class II aggregate bas~. Aggregate· base should be compacted to a minimum of 95 percent rela- tive compaction. Observation of Grading Grading should be performed under the testing and observa- tion of the San Diego Soils E~gineering, Inc. Lifting of Tilt-Up Walls Extreme care and caution should be ·exercised during construc- tion at the-time tilt-up walls are lifted .into place •. It should be recognized that heavy crane loads, the temporary knife-edge loading of slabs by walls as they are being lifted, etc., can crack slabs. Also, impact loads during wall place- ment can dislodge and displace pad footings. SUMMARY As foundation and grading pl,ans are completed, they should be forwarded to the Soils Engineer for·review for conformance with the intentions of these recommendations. /,.' l .. I The Koll Company March 26, 1984 LIMITATIONS OF INVESTIGATION Job No: SD1264-00 Log No: SD4-2882 Page Sixteen Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar loca- lities. No other warranty, expressed or implied, is-made as to the conclusions and professional advice included in this report. The are and samples taken and used believed representative geologic conditions can for testing and the observations made of the entire project; however, soil vary significantly between borings and surface outcrops. As in most major projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the Project Soils Engineer and Geologist and designs adjusted as required or alter- nate designs recommended. This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, SAN DIEGO SOILS_ ENGINEERING, INC. ~ S"r~t:t. Tara S. Sikh, R.C.E. 35454 Senior Engineer TSS:MJM:llr Enclosures: Location Map, Figure 1 Plot Plan, Plate 1 Appendix A, References Michae J. Miller, Vice President Appendix B,·Logs of Borings, Figures B-2 through Appendix c, Laboratory Test Data, Figures C-1 through C-5 Distribution: (6) Addressee 28110 B-9 ... .. ~ ... ·,.,;._: ,•. .··· ,•, :..;_; ,•,. :...;-; -:-; ., "" .... " . .; ,. ' ,. -•. . , • YV'<1tCI Tank ii ' 1+ ( ' ·, .~.' I I ... ,· .. , •',1\ ., •, 1 ·~~ \. : \. ".') • I ' .. H ':, I 0 JOB NO.: 2000 SCALE IN FEET 1264-00 40'00 l DATE: -,; .. ,, - i_j..'(J I I •. ~ \ --,. '' I '.1 I i . i ,._ ,\ i "1 ,\\. ! . ADAPTED FROM U.S.G.S. SAN LUIS REY QUADRANGLE ( 1975) LOCATION MAP MARCH, 1984 FIGURE: 1 SAN DIEGO SOILS ENGINEERING, INC. i; I,, 1, -~ I ~ ~ ~j c !/ Ii • t -~ i~ ,I fi ii r ,I L .. ;' } f •' • . ·, . BLDG 6021 • ! l f ! ; j ' I ~-------------- ------\VENUE ------- \ . • • - PLOT PLAN THE KOLL COMPANY CARLSBAO .RESE-ARCH CENTER., LOTS 2 CARLSBAD, CALIFORNIA , SAN DIEGO SOILS ENGINEERING, I SOIL ENGINEERING & ENGINEERING GEOL .APRIL, 1984 PLATE: -" 1 • . .. -•· .... :BLDG 6025. t -. • . . • '---. • I 2s.ooo st9 I • • , !.Lh... • ~-7 . • • . -•· • • • >-_. ..... C/) LJJ -0: a. I I I __________ ...., · · '1-.t i l l i 1 i • -. FARADAY APPENDIX A REFERENCES 1 •. -"Preliminary Soil and Geologic Investigation, Carlsbad Research Center, Carlsbad, California," prepared by _Woodward-Clyde Consultants, dated April 27, 1981. 2. "Additional Studies, Carlsbad Research Center, Phase I,. Carlsbad, California," prepared by Woodward-Clyde Consultants, dated August 17, 1981. 3. "Addendum to Additional Studies, Carlsbad Research Center, Phase I, Carlsbad, California," prepared by Woodward-Clyde Consultants, dated·Septemb~r 3, 1981. 4. "As-Graded Geotechnical Report, Rough Grading Completed, Carlsbad Research Center, Phase I, Carlsbad Tract _ No. 81-10," prepared by San Diego Soils Engineering, Inc., dated April 21, 1982. ' .. ,. ' I I ;'! i i l ·! :.; I •• • I I I • • • IJ I ' ·1 E u u I ' APPENDIX B SUBSURFACE EXPLORATION The subsurface exploration consisted of 8 borings drilled to a -maximum depth of 25 feet. Logs of Borings are·preserited herein as Figures B-2 through B-9. An explanation of Logs of Borings terminology is presented in Figure B-1. California sampler resistance blow counts were obtained by driving a 2.625-inch I.D. sampler with a 3,400 pound hammer dropping through a 12-inch free_ fall. The blows per foot re- corded on the Logs of Borings represe~~ the number_of blows that · were required to drive the sampler 12-inches. . ,,.:;. Boririg log notation for the California sampler is indicated below: . > . .,_ ' ·' , .. ·.· -\~ :.." . ,',-:-:, :. ... , -' ,t. > ' ~,, ••• ·~. 4: ' ·,-_J., -4' ,. ·~ ... ,_:~ ~~ J..:. "'. -: ' ~" ' , ' •' ~,\ •: . ...,; , ~ ' ,. ,_. -'•. , . . · . ' 1 ,,·,,u;, ', : ,' : \~ :-' .,, ' ', > ·' "! ~ • .",".1 ::._·:··: 1 • ·.~ ·.:; •, :~: •,,, ·'' • I \•·,; Rt,,, ' I I . I I I i I I I I I ' ' . I _I ,I J J V> ~ a V> 0 w z ~ C, ~ a V) 0 u.l z ~ C, w z ii: PRIMARY DIVISIONS GRAVELS MORE THAN HALF OF COt.RSE FRACTION IS LARGER TI-IAN NO 4 SIEVE SANOS MORE THAN HALF OF COAASE FRACTION IS SMALLER THAN NO 4 SIEVE Cl£AN GRi.vns ( LESS lHAN sa,,, Fll',;E.S> GRAVEL WITH FINES CLEAN SANOS (LESS THAN 5% FINES) SANOS WITH FINES SfLJ'S ANO CLAYS LIOUIO LIMIT IS LESS THAN SO% SILTS ANO CLAYS UOUID LIMIT IS GREATER THAN ~ HIGHLY ORGANIC SOILS GROvf' SYMU:X. GW GP GM GC SW SP SM SC ML CL OL MH CH OH Pt SECONDARY DIVISIONS \,\-ell ~'->Ocd gr,1vl!I~ 9rJv-:l-~.trul n,.1:u•c:. htlte or nu l,ncs Puorlv 91.1d.-d g•.i-.cls 01 gravel-sJnd n11,tu1es. hllle or no t,r,es Silty g,a:e1s. 91Jvel-und-s,1t m111u,cs. non-piastre fmes Clayey gr.ivels gravel-und-clay m,11ures. plasric fines Well grolded s.ands, gravelly sands. hule or no fir11?s. Poorly graded sands o, gravelly sands. hule or no fir.es Clayey sands. sancs-ct3y m••turn. plastic: t,n ... Inorganic s,lts and very f,ne unds. rock flour. s.•tv or clayey fine sands or cla,ev s,lts w,tn sl,qhl plas1,c,tv.' Inorganic clavs of low 10 med,um 01.u11c:11v. gra1relly clavs. sandy clavs s,lty clav~ ,~.-n ctavs Organic: silts and organic: silty clays of low plasticity lnorganre sills. m1caceous "' diatomac~ fine sandy o, s111v soils. e1as11c sails Inorganic clays of high ploJsticity. fit ClayS. Organic Cl•VS of med,um to high pl1stici1,. organic: silts. Peat and other h151hly organic s01ls DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 J/48 JM. 128 '· SANO GRAVEL --) t , • • SILTS ANO CLAY$ -----FI_N_E--,--M-E_O_IU_M _ _,. __ C_OA_R_SE_--41--F-I_N_E -. -,-C-OA_RS_E---1 COSBLES B~LOERS GRAIN . SIZES SANOS.GRAVELS AJ\'C NON-PLASTIC $1LTS BLOWS/FOOT t ·cLAYS ANO Pi.ASTIC SILtS STRENGTH t BLO\NS/FOOT t ,, . JOB NO.: VERY LOOSE 0 -, 4 ·' LOOSE 4 -·10 MFOIUM DENSE 10 -30 DENSE 3) -50 .. ·- VERY SOFT SOFT FIRM STIFF ' 0 1/4 112 1 2 .. .. . . . -1/4 0 -z .( -·112 2 -4 ~ ;., -1 4 -• . ,;, '• -2 a -16 -4 . 16 -l'Z VERV DENSE O.,ER 50 VERY STIFF HARO OVER 4. OVER32 - RELATIVE DENSITY CONSISTENCY t Numbet of blows of 1.CO pound hammer fall,nv JO ir,cha to drive a 2 inch ·o D Cl-l/8 tnct1 UU splat spoon (ASTM 0-1586>. tu,conf1ned c;ompressi"e strength an tons/SQ ft as determined by labor11ory testing o, aOP10&1rnatld by the standard penetr,t1on lest CASTM 0-1586). pocket penetrometer. tor"1ne o, visual obiervattan. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM 0-2487) SD1264-00 1°,.Te: MARCH 1984 r'~URE: I SAN DIEGO SOILS ENGINEERING. INC. I !._,• . ,. I ,~ I I I I • ~ ,.. • • • >I '°ATE OBSERVE0:_3,;..:;/_9...,_/_B_4 ______ METHOD OF DRILLING: 24" Bucket Auger ' ...;3::.4.:..;0::..:0::......:Lb=·~H:.:amm=:.::e:.:r:..-______ _ LOGGED BY: KS z ~ 0 w ~ w &&. () -ii: :c ... ai a. (1) w C ... Q w 0 w _, 0 mw Q. &&. a:_, ~ .... ::) Q. C "' 1-,: V, 3: ~c :..:: 0 Q(I) _, _, z ::) 0 _, -o () m ::::, m -CL 7 X X - - -6z 5-. - - - - 10- - ., . - -- 15- - -. - 20-- -- . - - - 25- ~ .- - - ' 30- - - - 35- - - - - 40- JOB NO.: 1264-00 GROUND ELEVATION: Pad Grade LOCATION: See Map .... >"' w~ a:"" of a: ... w-=>z o> t-w ~ ... CI- Oz _,-a.I ,:o zW () -0 '1.4 111.· ~2.5 98.0 _8.8 107 .~ _9_5 tl.01.~ BORING NO.--=-1- DESCRIPTION BEDROCK: Point Loma Formation; Olive green-gray sandy CLAYSTONE, moist.,.._ medium stiff, massive, slightly fractured @ 12.•. Dense @ 17' Cemented Total Depth 17-1/2' Refusal -'~ .... -, ~ .• . .. : ," ,:, ..... r -' .... · .. :/ ' -.-•• ' i:,~ ·-~ > :,. , __ ... • ' .. ,· SOIL TEST Maximum density, seive analysis, Atterbert, Expan- sion, Sulfate tr'' -•• ,_ .: ' .. ~- t ~ •i ' -• " , I .. ,, ,,_, •, ' ,1 ' ! -,. ~ ,'·.·;_,,·-·:.' t. : •• ... ~~ ... -~ .. : '• 'I.,.• , • t ~ ' ~~ ,~- -· ... __ .: ~---,.' ---· ., -;, . ' :-,., --,. .-- LOG OF BORING !FIGURE: B-2 SAN DIEGO SOILS ENGINEERING. INC. 'llf:' I 11 ~-:• 1/ , j: I \ I -r ~:,._ -'. ·, -1,•. ... • .. ' ·I / E I I ~ ~ O,\T£ OBSERVE0:_...;:3;.:,../~9.t.../~B4.,;_ _____ METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer LOGGED BY: KS z p 0 w ij w u. . CJ -ii: :z: I-;; Q. "' w < I-0 0 w 0 mw u. a:...1 ... ::>a. "' 1-:E :C ~< 0 00 ..I z 0 -' .... o CJ CL m :::, -1 rx - . - 5- GROUND ELEVATION: Pad Grade LOCATION: See Map w .... >~ ..I w~ O::CJ BORING NO. 2 Q. a:-0Q. :E ::,I-w-< ,-z CJ> "' Cf) IIJ <!: -1-:II'! Oz -'th ..I :eo a.z DESCRIPTION :::, zW m CJ -0 ~: Olive green-brown sandy .. CLAY, X 1>1.l 0.02.: moist, compact, mottled 18.6 102. ~ SOIL TEST R--Value · Atterberg Consolidation Direct Shear · -~ -------_ ___, -~ -~ ------------------vJ.. Brown· _sandy CLAY, ·moist, compact . .. 10- - . .. . 16-cL . . . 20- . . . . 25- -. . . 30- . . . 36- . . . 40- JOB NO.: 2 IX IX 9.9 11.10.j . ~~ . ... . .. 1264-00 {,"' .. "' ~ . " .. : .... ~, ~ •• ->. ,. •• -.: (cl , '" - 8.5 [09.: BEDROCK: Point Loma Formation; Green- gray wi~. orange staining, sandy CLAY~ _STONE, moist, dense ·. ;· ',; ----~ .... -..~ ..... .11,.."";•r..:-1,,:...,. .•• -· ..... ··,-:-· .::;.~;.:.:-· ~----: : '.!"..~~ • . • -\·: .. -............_ @ 17' Cemented . Total Depth 18 • Refusal ·No Water·· 'No Caving ;,· '' ' -:-,:--~. .• .• · ... ..---: '.,' ,' ~ ....._ ,_ -•' ·'. ,, ': -·-'-- ... -·-. . .. ., _,. . . ,: ,,. -. • ,'' J' ' • '. ~ . :, :.-·: -;-.-· -•• • ... '\ 'I,• ~: ... .,. • :·; '. . - .· '', (' ' ; .· .•. · ' ; <-,, ' . .::-.;_'/,' '.-,>:);~'':;;· .. ~' ' .. ~; ·-: y, ; • I•'-",'.'-, • • '-': : "' ', . .;, ... _ ... , LOG OF BORING !FIGURE: B-3 SAN DIEGO SOILS ENGINEERING, INC. ··--··· ·-· ... --------------··--------·-·---·-- -:tl-\ ,,,._._ .. ,.~: . -~; • : I ~4;' -·-· . ,_, - ~ • T ,~,. I• • 'ON!' I I I I I ,• I I ' ~II M ] ' J .J J DATE OBSERVED: __ 3""""/_9_/B_4 ______ METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer LOGGED BY: KS z i:: 0 w ~ w u. () .... u: :J: I-;; 0. "' w C I-Q w 0 w ...I 0 mw 0. II,. a: ...I :E ... ::)Q. C "' 1-:1: "' ~ ~c ~ 0 QCI) ...I ...I z ::) Q ...I -o () CL CD ::) m - - -~ 5 - 5- - - - -5 tz 10- - - - - 15- -1Z - - . 20- -. . '. 25- -./ -. . 30- . . . ' 35- 40- JOB NO.: 1264-00 GROUND ELEVATION: Pad Grade LOCATION: See Map .... >-~ w# a:u a:""" 00. :,I-w-1-Z u>-(J)W c!:: -1-Oz ...I ti) :EO G.z zW () -0 ~3.3 tl.Ol. r,2.7 1.01." ~3. 0 t03. I BORING NO. 3 DESCRIPTION BEDROCK: Point Loma Fo:rmation; Olive green-gray s~.E:~Y CLAYSTQNE, moist, medium stiff,·· massive, slightly fractured @ 13' Dense @ 17' Cemented Total Depth 18 • Refusal · No water No cav:i,.ng· ''•. ·. -,,' . ', ..,,._._ I I ~ ', ~ . ' ,· ,-_ .. ~ •' ' r •' ·~ ·~ ...... •, ;: ........ ,\ ,) ';.• :.~. ,., . . : ' . .. ... . , .. ~ . .. . . ' .··~-~ -,..;· :·. : -.. ~~ -.. \ .... ,. ,, . , ' SOIL TEST . ~ '/·' ... :--:!-~ ' : ' "\ ~ : ' <->: .. _-'·~ ' ... .. ~ ' •• , '. • ~ • t ~ ::·: '. . ,~ . . LOG OF BORING. jFIGURE: B-4 SAN DIEGO SOILS ENGINEERING, INC. ,.,. .. .·.· ;-.,- ....... ' ' _,. ,._ . •' i~t .,....t:'• ;f:~: ..,., I l I I l j D ~::-. Il n tY Jl 'I • DATE OBSERVED: __ 3"""/_9_/a_4 ______ METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer LOGGED BY: KS ~ w w II. -:c ... Q. w Q -o - - -.. 5- - - -- 10- - - - - 16-- - - - 20- - --·- 26- - . . . 30- . . . 36- . - 40- z 0 ~ g II. iii fl) < ... Q 0 LIJ 0 mw II. a:..1 ::,o,. .... "' 1--:E := !a< 0 Qt/)· _, z _, m ::, 0 CL 5 ~ . s:8: 7~ w _, Q. :E < "' ~ _, ::, m GROUND ELEVATION: Pad Grade LOCATION: See Map ->~ w! a:o 0Q. a: ... w-=>z ... w o> !a ... <!::: Oz _,"' :EO o..z zW (.) -0 >3.3 101." '2. 7 LOl.J '3.0 03.1 BORING NO. 3 DESCRIPTION BEDROCK: POint Loma Formation; Olive green-gray s~ndy CLAYSTQNE, moist, medi~ stiff,-·· massive, slightly fractured @ 13.' Dense @ 17' Cemented Total Depth 18' Refusal No Water No Caving I r . . _ .. : ., -.. , , .... _. ., . .-.. : i.: ...., ... ~ .. _.:-' : ' ...... -... :, .,, '.•_ -.·._, SOIL TEST " : ··-,,;:-,:.:". (,~._J_o_e_N_o_.:...!1;!:.2.::!:64!.:-~o~o_.1...-______ .;:;L..:::O...;:G:.....;:O:..:F__..:::B:..:O:..:R~l:.:.N.:.:G~.-~=-_,_,,...,.....-!l!e-F...,,•G_u-RE_:__:::B....:-4:._J SAN DIEGO SOILS ENGINEERING. INC. ;,;,;,1 :.., ., . ·:' ,_. ·'·' I I I I I * • ~ ... I J' .. ' DATE OBSERVED: 3L9L84 METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer LOGGED BY: KS GROUND ELEVATION: Pad Grade LOCATION: See Map z ... Q w >~ p 0 .... w ~ 0 w ..J w# a:o BORING NO. 4 0 cow Q. a:-OQ. w 2 "" 0 "" C:..J ::,t-w--ii: .... ::,a, < t-Z o> SOIL TEST "' t-2 "' 0W % ;; ~ !!?< -t-< !:: ... ~ Oz -'0 Q. 0) 0 Q0 ..J o..z w < .., z ::, 20 zW DESCRIPTION Q _, m ::, m () 0 -o ... o CL BEDROCK: Point Loma Fo:rmation ,. Olive -green-gray with orange staining, -sandy CLAYSTON~, moist, medium stiff -5<: to 'stif~, massive, slightly fractured . .. -~ 5 a.4 105.< . 5-. . ........ .a.:·~ -• . - " -: .. -·-... -· -' 10-... . .. ' ' --·-., -. ~· .\ - -.: ' '. ., ~ ... . , . : . . .. ., .. ' .. . ' . .. - -.. . . .. -@ 14' Cemented 16-Total Depth 14-1/2' - .;. Refusal -No Water No Caving· ·. •, ". ·' --. -" ,:---, .. : .. ' . ' ... ., . 20--·-.. . : . . -.. ., , ... . . ,,oy; ... -. . ... ,,._,. . -~~ ' •. -·, ' . -: -. ' ' -. ·, 25- .. ./ ~ ,_. I --'. ,• ' . . ;_, . ::-::I -.-. -. : ·' ... .• ·. t,., ' -J ... , .:.";_' :, ,, ',. .. .. ; . .,_ : .. . " l . ·-. .-,.; . >i ,-. .. .. - ' . "' 30-' ~, .. ,;· ; . -~;. • ~·' !~--.:·. ,. ··', 7, •• , ~-• :• .-r .,: ·:· ~ .. : .... ,-,_ ' '1 . . '·-/ . 35- ... . 40- JOB NO.: 1264-00 LOG OF BORING I FIGURE: B-5 SAN DIEGO SOILS ENGINEERING. INC. ] ,., .. J J J J i • 'DATE OBSERVED:_....;3::,,1(;_,:9::,.c/....;8:..;4:,._ _____ METHOD OF DRILLING: 24" Bucket Auger 3400 Lb. Hammer LOGGED BY: KS GROUND ELEVATION: Pad Grade LOCATION: See Map z i: 0 w ~ w "-0 .... i.i: :t: t-0 Q. 0 w < 0 ..., -o 0 I-0 w .->ii: 0 w ...I wait a:o 0 mw a. a:-Oa. LL. a:..1 ~ :,I-w-.... ::> Q. < t-Z o> 0 I-~ 0 a,W == !!?< :ii: -1-<!: Oz ..IC/) 0 Q(J) ...I ~o B.z ..., z ::> zW m ::> m 0 -0 -CL -15.1 03.2 - - 5- -.4.~ 22.4102. - - - 10- -.. -5~ 23.2102. . 15- -. . - .20- -6 ~-y 19.8105. . . - 25- . - 30-.._ ,,· . -. . 35- . . - - 40- JOB NO.: 1264-00 BORING NO. 5 DESCRIPTION FILL: Olive green-brown sandy-CLAY, iiio'Ist, compact BEDROCK: Point Loma Formation; Olive green-gray sandy CLAYSTONE; moist, stiff, massive, slightly fractured -.... ... / Total Depth 27' No Water No Caving •• • .. !·, ••• -... ', .: . . ~- ,,. LOG OF BOR-ING _._.:: '. . ,•· .. "" .. _ .. ,: .. ·. SOIL TEST ' · · Consolidation Direct Shear ... .,. .. •., ,, j FIGURE: B-6 ,· SAN DIEGO SOILS ENGINEERING, INC. .. I ,, :i ;. ~: ., ,, ., ., :, ,. "' :J ;l !i I ., ~mn~ .... , .. ;;::¢,m,;:.o.;r~;,1;:>«:;;«. ~,.-,.~ il'r .. »~!..."t·S?: '~~~.-,...~--~.-, ... ...,.., ....... , .. , .... -....... ~ ~ I l I ! I ~ a (!fi' :u J j '' DATE OBSERVED: __ 3..:./....;9..:./_8_;4~-----METHOD OF DRILLING: 24" Bucket Auger 3400 'Lb, Hammer LOGGED BY: KS z .,: 0 w ij UJ II. (,) -ii: :c I-ii> Q. ti) UJ < I-0 UJ 0 w _, 0 mw Q. II. a:-1 2 .... ::l 0. < "' 1-2 (1) 3: 2?< ~ 0 ctn _, _, z :::::, 0 _, -o (,) ID :::::, ID -CL - - - 5- - - - - 10- - - . - 15 - - . . 20- -. ' . 25- - . . . 30- - - - - 35- - . - - 40- JOB NO.: 1264-00 GROUND ELEVATION: Pad Grade LOCATION: See Map .... >~ wll'I a:(,) a:"-0Q. :) I-w"-1-Z <.>> tnW <I--1-_,-Oz Q.~ 20 zW (,) -0 ~0.8 11.0l.4 BORING NO. _6_ DESCRIPTION BEDROCK: Point Loma Formation; Olive green-gray sa.ndy·CLAYSTONE"~ moist, ·stiff, massive· -.. · · . . ·.:. ,. '~ . ,~~-.,:l~i(::;1/.;:. . "': ..... Total Depth 15 '. No Water No caving·. --~ ~-. , .. ... ~<'". i .. ·:' .• ·: ~ . .--.-.!:.\~1·{;)?'.{,/. ''.;: ;_:: :: :·::--.. /:.:: {:; .. .'\ ,,· ' .... ~--:· .. ::~~~~"'\J ~/,: ·t.--_:-(. .. · :-: -": ' . :~-' .... . . ... ... ' ,'' ' •~' .. ... ' ........ '' SOIL TEST ,• ~ ' ·, ,' ... :.,·;_,::-J:.,.-~ ·'-! ' .~ . LOG OF BORING jFIGURE: a-7 SAN DIEGO SOILS ENGINEERING, INC. ... , ' I I IJ • ] ] ] J J DATE OBSERVED:_--:.3/._9:;;.,/"""8:;.4=-------METHOD OF DRILLING:_2..;.4_" _B;;;..u..;.c_k;,;;.e;;:..t;;:.._A_u:....g,_e;...r ______ _ 3400 Lb. Hammer LOGGED BY: KS z ;: 0 w ~ w LI. 9 ..... :c LL. I-co 0. "' I-Q w 0 w _, 0 mw 0. LL. a: -I 2 .... ::,a. < "' 1-2 VJ ~ !!?< ls: 0 Q0 _, w < -I z ::::, 0 _, -o 0 m ::::, m _ CL - - - 5- - - - - 10 - - - - 16·- -. : - 20- -. . - 26- . r -- - 30- - 35- - . -- 40- JOB NO.: 1264-00 GROUND ELEVATION: Pad Grade LOCATION: See Map .... >~ wlllt a::o a:-Co. ::,I-w-1-Z o> v,W <!:: -1-Oz -'0 20 o.z zW 0 -0 BORING NO. 7 DESCRIPTION BEDROCK: Point Loma Fo:rmation; Olive green-gray with orange staining, moist, medium stiff to stiff, massive, slightly fractured "• • .. ( Total Depth 10' No Water No· caving _ .. ;:·_; ·.·. -.,.~ : ; ' ~. -t ') ' ' ,· ~ ' ., _,,, .. '-' > •• • ,, ...... . . ···.""-·.-. ~-.,· ' ... ..:..:.. \,.-.. : .. ., ... LOG OF BORING SOIL TEST ' .- . . ,. ';c,•. -.. ."1··· , .. : ~: .. -.. "' , ...... '.: ·: •• _ ;-/·-~ "-~ • i• .. : :-~(f.:..::· t· ~. ~-· . .•. .. ·_,:<? ::\:'),~~ :}\<: ' 1 ... )··J2~f·:\:\::. :·/·, ' .. •-,·. '~ . . ' J',: - --_IJ~· ~~ _: .. . . .... -. ~ \.-. ' -' :•; .. -~ . ~ !FIGURE: B-8 SAN DIEGO SOILS ENGINEERING, INC. ,, ,; i .... . · .. ~ ... - . .,., ... ~ 1 ,~--------3-/_9_/_8_4 ________________ 2_4_"_B __ k_t_A ________ _ I DATE OBSERVED:_~;...:..!.....;...;;._ _____ METHOD OF DRILLING:_..;~__,;;;.;u;;.c;..;.;;.;e:;..::....;;.;;.;u~gz..::e;;;;:r'--------3400 Lb. Hammer [\ LOGGED BY: KS GROUND ELEVATION: Pad Grade LOCATION: See Map z I ..,. >~ I .:: 0 w ~ w LI. u -ii: :c I-;; a. Cl) w < I-0 0 LI. .... Cl) ;: 0 ..I 0 ..I -o u m -CL - - - 5- 0 w w ..I mw a. ·a: ..I :& ::>a. < 1-:& Cl) ~< :-= Q(I) ..I z :::, :::, m wa1 a:u a:-ca. :,I-w- 1-Z u> (l)W <1--1-... -Oz a. (l)z :&O () !:~ BORING NO._8_ DESCRIPTION FILL: Olive green-brown sandy CLAY, iiio'Istb compact, with CLAYSTO~E pieces ·:in· fiil ,...,,,..,.~, ..;, -·-· SOIL TEST Seive Analysis ·ttterberg, Expansion, Sul-.1-xx~9.o 104.c .· fate - - - - 10-22.0 97., @ 10' Mottled with dark brown organ-ic - -_ , , . , .. ,· . . .. clay . . ~~ .. ~. ,I. ••• ,.. -• . --....... -· ~· -·· ... -:::· ..... - - 15- >2. 7 mo.' - - -,,-.,.. -. . ;, . }. ~. · . ~ . ' ... -,. 20-\ .. r '< ~· -~· . - - 25~ 3 ~ .. 2.4 LOS al .. .· -. ··_ 1---1--+--4---1----1----~=--"""",....;.. __ ------..,....,.----------1 .. : BEDROCK: Point Loma Formation; Olive- ·--. -\. ~· .. - - 30- - . - - 35- - - - - 40- _, JOB NO.: 1264-00 gray · sandy CLAYSTOT:-lE~ inoist,·· s~iff Total Depth 27 • . . _ '-No water No Caving ' .. f , .. .,, .. LOG OF BORING . .. ,_:~~' .,:;. ;_ ;.,, ··-. ' . ,. .-.. ~ ,# • •• ~. : , :.·· .. · -. • .. '_.,,._, /· .' ,. !FIGURE~ B-9 SAN DIEGO SOILS ENGINEERING, INC. . (1 ·21 .. . ··· .. ~ . ... tJ . . '·1 ·_:·· ·f . j I I , I I [. J . 4 1 I j ~ ' ,. u u u \ W?.i«tt:: 11:eru, ls' .. APPENDIX C · LABORATORY TEST DATA A. Classification~ B. c. D. Soils were classified visually according to the Unified Soil Classification System. Classification-was_.supplemented :by index tests, such as Particle Size Analysis ~~d Atterberg Limits. Moisture c~ntent and dry density determinations were made for representative undisturbed samples. Results of moisture-density determinations, together with classifica- tions, are shown on the Logs of Borings, Appendix B, Figures B-2 through B-9. Particle Size Analysis Particle size analyses,. consisting formed on representative samples of in ·accordance with ASTM: D 422-63. { . in Appendix · C, Figure· c-.1 .. . ~ ( . ' Atterberg Limits of sieve tests, were per- the·site subgrade soils ·Test results are shown ,, Atterberg· limit·s · tests· con~isting of liquid limit in accor- . ,, .~ • . • • -. _,. . . -. , 1 ,_ ~ • ' . ' dance with ASTM: .o 423-66 and plastic limit in ·accordance with'ASTM: 0·424:..."59 were performed o~· representative s~ples . . -o.f the subgrade ·soils. . The· 'test results are presented on Figure c-2. Expansion Expansion tests were performe~ on representative samples of the on-site soils remolded and tested under a surcharge of 144 pounds per square foot in accordance with the Uniform Building Code Standard No. 29-2. The test results are sum- marized on Figure c-3, Table I. J ', •.· -:-,. ··" .., '·'-.,, .. •,<. ' ., . . ......... " ~~.rt~: ...... !*~~~~~s :;, .... ~::f .~--.:~~ 1::},{ r .. __ ... ~4i ;i I ' I LI LI ll ] ;.r Appendix C (Continued) E. Maximum Density/Optimum Moisture Content The maximum dry density/optimum moisture content relationship was determined for typical samples of the on-site soils. The laboratory standard used was ASTM: D 1557-78. The test re- sults are summarized on Fi.gure c-3, Table II. F. Sulfate .. ·Sulfate tests .were performed on representative samples of the on-site soils. The laboratory standard used was California 417 A. The test results are presented on Figure C-3, Table III.· G. R-Value R-value tests were performed on representative samples of the on-site surface soils. The laboratory ~tandard used was ASTM: D 2844-75. The test results are summarized on Figure C-3; Table IV. H.· Direct Shear .• -: :.:\ ' . ' Direct shear strength te·sts were perfo~med on representative u~disturb~d a~d remol_ded ·{to· 90 percent compact~on) samples of the on_.site soils. To simulate possible adverse· fieid ~ -' • -, < • ' ' -' ' ~--\ • -, -• '' • -.. ~ ~-.4'"~ •' conditions, the samples were satur·ated prior to shearing. A s~tu;ating· aevice· was useci which permitted the ·s~p1es .t~ , abs~rb Idoi~·tur_e while' a'·const~nt l~ad is applied. _ ~h~ tes_t ·_,·.·.·.ri.r'1.,:,,_·_.'. , results are. presented on Figure c·-4. ' ' . - -I. Consolidation Consolidation tests were performed on repres.entative undis-. ' . . turbed samples of the underlying soils to help determine compressibility characteristics·. The samp_les were saturated mid-way through the tests to simulate possible adverse field conditions. The test results _are presented on Figure C-5. ... ·~ ·-~ .-:, -~ i:---r ·-· ·-r;;.;;. r·-·-·· r ---. ./ c----. r.,.... e:--~ . . , -- ,,_ f L 0 m z ~ .... N Q\ .i:- 1 0 0 i--- .,, )> :JJ -I 0 r-m C/J -N ml )> z I )> I ~ ~, ~ zl C/J I 0 m Ci) o, <n I 0 ,- "' z p ... > ' \ --...... __ -"' GRAVEL SAND COARSE MEDIUM . · :-1 FINE SILT CLAY 3/4" 1/2"' 114" 4 . ~· · . 10 .·:. ,,,. . 20 , · 100 100 II I 1111 II 11ti-;1( . I l-111· 1 I· [ L l I I I I ·II I I I I I . 111 I I I I I I I .:-s1~VI$ s1iEs-u.s. STANDARD ... ·40. 100 200 • 0 11 1111111111 I E'WJ H II , I I I I I rn 111 I I 1111111 I I 1·0 • 0 11 11111 II 111 I I I fRf*-1 I I 11111111 I I I 1-1 1111 I I 1·0 • 0 1! ! 1111!1 l!I I ! 11!1111]~1 I I I I 11111111 I 1·0 · ~ 60 II I 111111 111 I · II ·· 111111 I II I· I t =:::tm I I I I I 11111 I I I l I 60 ~ :a (') m z -I 60 -a ·> "' "' z 40 Ci> 30 20 10 0 ~- :\ :a . (') II I 1111 II · I I I . I . Ir ' I Iii I I r ii . r ~ I i 111 ii I I I I I . 111 I I I I I I I 60 ~ -a > II I 111 111 111: I II · 1111 I I I' II ·I : I I 11111 I I I I \ I 111 I I I I I I I ,o ~ Ci> ,,._, II I 111111 · I II I · II · 1111 I I I II I -1 I 11111 I I I I I 1111 I I I I I I so II I 111111 111 · I II . 111111 I II . I . I I 111111 I I I I I 11111 I I I I 120 II I 111 111 · 111 I II : . 1111 I 1 · I 11 I I 1 111 11 I I I I I . 111 I I I I I I I 10 10.0 11 , 1 , , , 11 , , , , u I ' 11 1 I · t II 1. I I 11 111 I I I I I I ' I I I I I I I Io .001 1.0 0.1 ' PARTICLE SIZE-MILLIMETERS .01 BORING NO. B-1 B-8 DEPTH (FEET) I SYMBOL I LIQUID LIMIT I PLASTICITY INDEX l I e I. 38 I 19 CLASSIFICATION 5 I O I· 52 I 29 Sandy clay Sandy clay J .. .-::.'-... I:. {-:~::-~.;-;:;:_ ~i :':., 1. i, t. \: :r r~ '-i, ;. i::'i_ ·., .... , ~" ~ . J<·t.11:W!H 1:;.;1k i 1:::~·;.;J:_-'.!r·:~ f-_;,.,:(;i;~ .. ~:;;:·-.~~!1:;::J .. ~/ 1 I i I ~ :I ll 11 ~ <~~;:~~ ... ~·:-7 1; I] IJ" I_.· l PLASTICITY CHART eo----..-----.-----.-----,.-----,....----,r----r----r---r-----,, X 40"----1----1----1----1---~l---+---+--.;,;--+---+----l w Q z -> 30"---1----1----1----1------1~----::~--+---+---+----l 1--0 I-"' 2oi----1----,-.--..---------=lf5-lt---1---1--< ..J a. 1oi----1----1----1--,,,__,___~.,__ __ ,__ __ +----+---+------4 7 4 CL-ML .,-.....-~_.....,,,,, 0 o 10 20 .. 30 40 50 80 . · ·. '~. LIQUID LIMIT (CJ6) 70 80 80 100 UNIFIED SAMPLE NATURAL SYMBOL BORING DEPTH WATER NO. (FEET) CONTENT LIQUID LIMIT (II) PLAS- TICITY INDEX PASSING LIQUIDITY NO. 200 INDEX SIEVE (II) .. SOIL CLASSI- FICATION SYMBOL • -e JOB NO.: (") . . B-1 21.4 -38 .. . . n .. 2 .... --,_ "' ' -· "*t-.. -• ' .~., I: _. ,. _,_.. '' .40- ~' . .. B.:..3 .. 52 . ' ''. ' -·i .. (II) (Cl) 19 19 . 29-. ·' .71 , ' : 1 --~; •,_ -,· . . . '. ,_ .... ; . : ~ .. . CL .CH ATTERBERG LIMITS 1264-00 DATE: FIGURE: C-2 SAN DIEGO SOILS ENGINEERING, INC. •'. .;. .. I . , . . . -._, :"i1·-·. -. , ... •, ·. ~ • ii ./ ' '.ft .I I ·I I I I :-:::..., I I Test TABLE I RESULTS OF EXPANSION TEST(S} (U.B.C. Method 144 psf} Expansion Location Index B-1 @ l' 66 B-8 @ 5' 92 TABLE II Potential Expansion Medium ~Ugh MAXIMUM DENSITY/OPTIMUM MOISTURE RELATIONSHIP (ASTM: D-1557-70) Maximum Test Dry Density Location (pcf) B-1 @ l' 107.0 TABLE III ... · RESULTS OF SULFATE TESTS ... Test : ,Location ·' .. -a..:.i @ 1' B-8 @ S' Test Location B-2@ 1' ·', ', ' ... .. , TABLE IV R-VALUE % Soluble Sulfate •.' ,. : ~. ·o. 012~ 0.0148 R-Value 12 -Optimum Moisture Content (%) 18.5 ·, ..... - ', . • ,,:, ,"1 ... -:· .... . ·. , .. ·, ! ', .. ' j I I ·:,-1 I -~1:. :· ! ·. I . ' ,":• .f<·:t.:~~--:~~,, · .. ,: I. I_ I I. BORING DEPTH COHESION, ANGLE OE FRICTION,o SAMPLE DESCRIPTION NO. 4000 B-2 ti: co Q, -:c ... (!J z w 3000 a: 2000 ... (1) (!J z ic < w :c (1) 1000 V' (FEET) (PSF) 5 700 23 Sandv Clay /' / . - / .....-A ..... ' .. • . f ' . -· ,:--.!·, ., 1000 2000 3000 4000 5000 6000 NORMAL LOAD (PSF) BORING DEPTH COHESION, ANGLE OF ,__ _____ S __ A-M_P_L_E_D_E_S_C;;.;R.;,;1-P .... Tl;.;;O_N----~ NO. (FEET) (PSF) FRICTION.o 4000J.-B_-_s __ ....__s __ _._ __ 1_3_o_o_...__1_7 ______ s_a_n_d,...Lv_c __ 1 __ a_.tv __ ----~ . , - ' '• ~ ' ' ~' . 30001-------1-------f------i-------+------+-------f ti: (1) ) Q, . I i .. •· . ··.·. ,:_ ~> .. ffi -~ . ~ 20001-------+------±-,...,:::;----1-------+------+------f ;:.:.-._.~ · .. ~--. ', ~ r-, . cc . . < w ·.''. •. ~-. ..... ,% -~ ••• ;/ ·.. . ... '•,Y ~~:~ 'r~ :;~':'-,:~.~~~: ~~·-:· i';~·.,:,, •',~_:." :c (1) 1000~-----1-------+-----+------+-------+-------1 1000 2000 3000 4000 5000 8000 NORMAL LOAD (PSF) JOB NO.: 1264-00 SHEARING STRENGTH TEST FIGURE: C-4 SAN DIEGO SOILS ENGINEERING, INC. - . . ::i; :· 4 .·_"'.) -""~·· •..; ' ·;."'!··".' . -· "r,·.-.a • I I I I I I I • .. BORING NO. DEPTH (FEET) SYMBOL EXPLANATION i -z 0 • z C CL )C Ill i -z 0 ~ 0 :; 0 CIO z 0 0 3. 0 2. 0 1. 0 0 1. 0 2. 0 3. 0 4. -- I. 0 e. 0 1. 0 8. 0 I. 0 0 B-2 B-5 .. 0 0 N JOB NO.: 1264-00 5 5 -~., Pi I"-, I' \.~ .... I"-, 4 --i-. 0 0 0 g ~ ~ <. • • FIELD MOISTURE 0 ----------SAMPLE SATURATED ~ ,_ ~"'~ ~ , ' ' i--..., ~ 1 ............. ' ! ' ....... ' ....... ' ., '• ,....., ~ ------ 0 0 0 ... g 0 N ' ....... ..... --r~ • ' ' ' ' \ ' \ i---. ---:- -· .. 0 0 00 0 0 0 0 0 ft ... tO NORMAL LOAD (PSF) 0 0 j . REBOUND I . 0 0 0 go g g 0 0 ft ... tO , LOAD CONSOLIDATION TEST FIGURE: C-S SAN DIEGO SO!LS ENGINEERING. IN • . .. ... .,. ... ,v Date: April 4, 1988 To: John Smith, Nowak-Meulmester LJn//J_ From: Thomas B. Wade, Calcite~~- Subject: Cost of Water Tank Support Total cost of the water tank support is as follows: 1. Steel structure, installed per attached quote 2. Footings, per verbal quote on 4/4/88 from Delaney Construction Company TOTAL $3,750.00 $1,790.00 $5,540.00 I J· Calcitek SOUTH BAY WELDING INC. STEEL FABRICATION & MANUFACTURING 1805 Cleveland Avenue National City, California 92050 262-9669 March 22, 1988 4125 Sorrento Valley Blvd. San Diego, Ca. 92121 Attn: Tom Wade We propose to furnish water tank support, per drawing, delivered and installed. Bid price excludes shop and field inspections. Total Bid Price: $3,750.00, tax included. South Bay Weldingd -~ ..,v;;:7'J ~a/_ Bruce A. Reid STATE CONTRACTOR LICENSE NO. 446676 ICBO APPROVED FABRICATOR NO. FA-0323