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HomeMy WebLinkAbout2160 LAS PALMAS DR; ; 82-85; PermitCl) z 0 ~ a: ,c ... (.)· w 0 ~[ ..... :: 1-z. 0 (.) a: w 0 ... ~I: ii w z ~ o,, z. 0 ~ z,, w A. :IE 0 (.) ~ ay affirm that I am licensed under 1 visions of Qhapter 9 (commencing ,with tlon 7000) ·of Division· ·3 of the Business I arid _l?ro(esslons Code, ani:I my license Is In I full' force ·and effect. I Lic,No, ______ Class ------i I 'I hereby affinn that I am exempt from the Con· I v~~a.r~~!ri;:: ;;: i~~,~~~l~~~~e'.8t~~~i\~; 1 ~~~t~m~~~~~. ~~~~~~h~ rr~~i~0 a~~n::~~~re, ~ pnor .to its.issuance also requir11s the applicant for I such pel'IT)it to file a signed 'statement that he is l licensed pursuant to the provisions of the Con-~::~s ;,~~~eo~:~~~"g/~~! ~~t~e~~c~~i ~~~ I fessions CQde) or that is exempt therefrom and the I basis for the alleged exe"mption, Any violation of I Sectlop 7031.5.by an applicant for a.pennjt subjects tne applicant.to a civil penalty of not more than five I hundred·dolfars'($500), · I , D I, as owner of tt\e · property, or my employees I \lrith WaQes as their sole compensation, will do the work, and the structure is not intended or offered'for \ sale (Sec. 7044, Business ana Profess1ohs Code, I The Contractor's License Law does ·not apply to an owner of property who build~ or improves thereon and who doe's such work'h1mself or through his own eniployees, provided that such improvements are not intende1 or offered for, .sale. If, however, the building or, 1rriProverh'ent is sold within one year of completion, the owner-builder ·will have the 'burden bf proving that he did not build, or unprove for the purpose .of sale) D I, as owner of the property, am exclusively contracting with licensed contr~ctors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner o,t property who builds or i~proves thereon, an·d·who contracts· for e3ch projects.with a cOntractor(s) IIC:ense Pursuant to the, CorltraCtor:S • License Law). . .0 I ~m exempt.under Sec. _____ B. &·P.C. forth1s reason -~----------- D I hereby af11nn,that I have a certificate of consent to self-insure, or a certificate of Workers' ComJ)ensation Insurance, or a certified copy thereof (Sec. 3800, Labor Code) POLICY NO __________ _ COMPANY M Copy is filed ~,th the c,ty '\ 6' Certified copy is hereby furnish CERTIFICATE OF EXEMPTION FROM . WORKERS' (,OMPENSATION INSURANCE {This section need not be compl~ted if the permit 1s for one hundred dollars ($100) or less) Cl) a: w :.:: a: ~ ,0 I certify that 1n the performance of the worl< for, ! which this permit is ,ssued, I shall not employ any ] person m any manner so as to become subJect to the Workers' Compensation Laws of California. t NOTICE TO APP~ICANT: If, after makin~ th,s Cert•· ficate of Exemption, you should become sub1ect t'J the WOrkers' Compensation Provisions of ttie Labor _ Code, yciu must forthwith comply with such provis,onS,or .thiS permit shall be deemed revoked, . ' --. f .... Jd1 hereby affirn, that there ,s a cons;ruct1on t -leni:jing agency for the performance of the work for 0 which this permit 1s issued {Sec 3097, C1V1I Code) z ' ~ *Lender's Name .t-• Lender's Address --'-----'---'----- I J l I I I I l l· \. ·\ I I I I CARLSBl.BUILDING DEPARTMENT 4'-ucATION "& PERMIT 1200 Elm, Carls~aa, Callfornl~ 92008 (714) 438-5525 USE BALL POINT PEN ONLY & PRESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. JOB ADO'RESS · ' " A~J1'.-r~T~ OF APPL;~ATION.i ·BU~INES~ LIC~N$1:: # .. -,.q4uZJ-7tJ-PERMIT NUMBER .:~ifa.t6 ]As :~ " • I ' .; ' c,(2;:~' ·-·~ ,. ,, ··~ G, 9-Z ' " ,, ·'-~, f1,1111111: ~' • '' ' " '' ,' ~-6Z-85 OWNER'S NAME . l , QWNER'.S PHPNE i>~1ME CONTAACTQR , ' Ci;>NTRACTORS PHON.E #.: ZONE I , . ·vrf!.(.::, \ t-:~ A\..lCtl-1N ; LOSAenl r"~7BV,1JON '744-5133 ',oy,.iNER'SMAlt:IN(fADDRE$S , . ' ... '. ' . , ·. ' &eoSli&J· (::ONTRACTOR'S AODRESS ,· . . , LICENSE NO. .PLr;:s? r BLDG USE CODE Jf65o. Wlt~""( ~5,·t!!r:~~~-(0R:!'ru.J1:·,:::. 114, 1570 LJtvl:A·\ll~~-)ZQ ·tzo7-Z81: · Col-A\-.1\~~1 zri , ·~~ J~t!.Uf°1v1~~5'~..:.. 4~~;lf°R4'ARCE(,f'l0. , .. D!:$1GNER: 'i:JAN ~AfZ':r.ss·· STATE L.ICENSE # STANDARD PLAN# BUILDING SQ, FOOTAGE " . ,. Jr.I I"' . . " . . 6/0:3/883!5; B / 7 l/tFJ'i/J; 9 G DES~RIPTION OF WORK .. ,_ . , . ' "'""h. ,.;~ .... "::.. -· .. DES,1,GNER'S ADPRESS ' DESIGNER'S PHONE ~"."'.,'.~';''.!: \'I ~~t !:Ji: ·1.c!22e ~G r1Tl..r,u ·{;) I b L, ~i ilt: /1 )~.6£. ·-4 ,, .. ';t /~:' ''t;JFF= .. , . .... '\) ' I , F/P FLR'ELEV. NO OCC GP EDU 1'-'l~ OF ~~ iJ ., STORIES ·5,D8 1iJe,L. .,, y[J ND -- CENSUS TRA'CT I GP L~ND us·E, I PARKING SP.ACE, RES,UNITS' I GRADING f'.ERMIT ISSUED I REDEVELOPME,NT .¥lr,.1 OCC LOAD FIRE SPR AREA YO ND vO NG 171-r" vi/ NO Not Valid Unless Machine Certified ., /' MECHANICAL PERMIT -1sstf , QTf :· P~UMBING PERl\11! -ISSUE -i,~ QTY. ~~ SUMMARY/ACCOUNT NUMBER -'+-: E.O.Cl'fF-IXTURE Tf!AP / / 7}_ . .,-INSTALL FURN. DUCTS UP TQ 100,000 ~U BUILDING PERMIT .01-000-4220 11'6'5 -'I EACH ~UILDING·SEWER / r,, •.•. r,1, OVER 100,0l}ll'BTU SIGN PERMIT r'\ 01-000-4221 . --~ , EACH WATER HEATE·R A~O/pfl~T ,,. BOILER/COMPRESSOR UP TO 3 H~ PLAN CHECKflfl J.1, {j(, C/J 01-000'~806 . - EA(jH GAS SYSTEM. 1 TQ 4 OJl'1'\~TS . . ., BQ!LER/~OMPRESSO~ ~-15 HP/ 'I~" TOTAL 'pLut.i~iNG 01-000-42~2 · ... EACfl GAS.SYSTEM !i Olj,,llffifJE ·. METAi, FIREPLACE / ELECTRICAL 01-000-4223 ' ' .. ., EACH INSTA~ .. ALTl:Y,REPAIR WATER PIPE .. .. ~v VENT FAN SINGLE ouc)' '-f-:--MECHANICAL '01-000-4224 EACH VACUUM,;,l(REAKER ' ""2--i-,ME<;H EXHAl,JST -_¢'OD/DUCTS ~-MOBILEHOME 01-000-4225 WATER S_Q¥NER RELOCATIQN qj,'{A, FURNACE/HEATER -MOBILEHDME PARK !NSP EACH R¢' DRAIN (INSIDE) / SOLAR 01-000-4226 , T~"AL MECHANICAL "2--1"-~ STRON.G MOTION, 65-640-0519 ?.--J. q I- TOTAL PLUMBING .I ""t,,-(..1.-, --FIRE SPRINKLERS , 01-000-4227 ... QTY. ELE~TRICAL PE'RMIT -ISS~-QTY. ·SOLAR -ISSUE PUBLIC FACILITIES FEE 25-000-4933 J~. BRIDGE F.EE NEW.CONST, EA AMP/SW:rJB'KR /~ /Jr COLLECTORS SCHOOL FEE • DISTRICT 1 PH {)A"H--:) l..~ . ..-STORAGE TANKS Carlsbad 65-623-0519 EXIST BLOG EA AMP/SW]lt!'KR ROCK STORAGE Encinitas 65-624-0519 I PH / 3 PH PUMP . San Dieguito 65-625-0519 REMOOEL/ALTEYPER CIRCUIT Plc.AN CHECK FEE San Marcos 65-626-0519 TEMP POLE AOO AMPS • ,. ' -- OVER 2(}jYAMPS . TE~CCUPANCY (30 DAYS) -/ : e TOTAL ELECTRICAL I . TOTAL SOLAR· . l I ZI0,1(o t..~-,.,,..,. TOTAL FEES.PAYABLE i-. •' , l HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT" AND DO HEREBY Expiration. Every permit issued by the Building Official under the provisions o(thls * AN OSHA PERMIT .IS REQUIRED FOR EXCAVATIONS OVER CERTIFY UNDER PENALTY OF· PERJURY THAT ALL INFORMATION HEREON INCLUDING THE Code ~hall expire by lim!t~tion and l)eeome n~li ~nd void. If tt,e building or work ,5• O" DEEP AND OEMOUTION OR-CONSTRUCTION OF DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERilFY AND AGREE IF A PERMIT IS aulh(!"Zed ~y such per~ut 15. notcommenc~ ~iltun 180 days from the date of such STRUCTUA£S OVER 3 STORIES IN HEIGHT ' permit, or 1r the bulfd1nff or work authonzecl by such permit Is suspended or , I_SSUEQ: TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CON· abandoned at any time a ter the work is commenced for a oeriod of 180 davs, STRUOTION, WHETHER SPECIFIED .HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND ~J;,'; , · ·OWNER'D CONTAACT08'C-..APP~, 9ED BYJ -~ . ~. If ,o/2-i---, t<;EEP HARMLESS THE ClTY·OF CARLSBAD AGAtNST'Al;.L LIABIUTlf:S', JUDGMENTS, COSTS·AND APPL! AN~· SIGNATU~ ~ . · ... '1;:XPENSES WHICH· MAY IN ANY WA¥ :ACCflUE AGAINST SAID· CITY IN-CONSEQUENCE OF THE /// BY PHONE J;;J, . .. GRANTING OF THIS PERMIT. • ,,_ -----...a. ' ' ~. . . -- I ~ «! <G 0 g Q) u ~ C u:: :!::,. C Q) ~ Cl 0 0 Q) 0. en C: Q) ;';: .s:::. ~ ,,..-... .).,.1 INSPECTION TYPE; BUILDING - « 1-A /.:/~ ;!'!!It y;,-Vi FOui\Jt.\"ATION A . .Y 1_,,,, L REINFORCED STEEL T~I ,q_(i~ -~ MA~ONRY 1·:;;, \ l GUNITE QR GROUT FLOOR & CEILING SUB FRAME SHEATHING FRAME EXTERLOR LATH lNSULATION ~::,, INTERIOR LATH &~Y~AL)l PLU~ SEWER AND BL/CO V PLUMBING UNDERGROUND PLUMBING TOP OUT TUB AND ~HOWER PAN GAS TEST ~ ~/.-?k;. /'/Pz; INSPECTOR &9.£,.1 VI) /.jl~ l?/21lr~~ 1/7-,---,. ~ / .. ~ .-" FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS .,..... -.!::_____ • ,_ INSPECTION SOILS COMPLIANCE PRIOR iO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE ~REQ. IF I INSPECTOR'S CHECKED APPROVAL bd¼L ~-__, rr-POST TENSIONEQ -..,.QONCRETE , ' \. ', '/'7ey:,- ?r.2:-7 ,.~FtElcl W~fDING HIGH 'STRENGTH BOLTS . ' SPECIAL MASONRY. I PILES/CAISSONS DATE ELECTRICAL TEMPORARY POWER ELECTRIC UNDERGROUND blf-9 1 ~~ ~1 ~--I I · I ' / F A ROUGH ELECTRIC I -·iw-07 p-7Y" / I"• ELECTRIC SERVICE .--,~~fl~ tJ2?7 ' •.. BONDING ,-.,~/#~: ~ G. F. I. -SMOKE DETECTOR .... /o/1 ~--"' MECHANICAL J DUCT & PLEM., REF. PIPING , "1 •0-'~-, -, ---~....: .:... , • ... ~-.. --' ..:z ). HEAT -AIR COND. -SOLAR SYSTEMS. , . -~ VENTILATING SYSTEMS ....J..; ·. \, .,,_~ ·' ; . ,~. '· .· ,• .-::::· ~.-. ·I'-:::.~~ CALL FOR FINAL INSPECTION !WHEN ALL APPROPRIATE ITEMS AEJOVE HA VE BEEN APP/WVED. -1 · 1 · \._ --------~' • .. • -" l 1-· 'l --.i.. ' .;_.: 1 , r \ -' r< ' . -:-··-. 3-1.-86"--. . ----..------.; \ \'\ INSPECTOR'S NOTES l , \.._ ,/. .....--:; I '' ' le~ . ' /dh..s rf4<£..llft7t\ 11.,{~e.~~o!_~ s: /_e~---, I --~-7 -/4v--· Gr1~~ s t2£!_ . f~ . ~ / ,/ • D'" -I ( u~~:,--~ 8&~-~ I _,... ?#/' ?,. /4'.? ;z-1(,,(~. v;r;~/,ep -fr"~ R 2L k Pt-d.~--~£. 72ff--~-' - ·v--/ . -~,·~ ~ __ .. ,.,_ . ~ -~,' • '1 > .> ·,-'T ..... ' -~ ., ·-r .. __, ---,. ' ; ' . , --.·...: .... --, \ ~-' I ', "' : i. - .. ,,, ... i _,, .___,, . __ ';._~":.. -- '\,' JOB SITE FINAL , ·_ --, -_ -. r--, . _ _ ,: . __ _ L_t ~ ., \ • • I --• 1. --, l , r . , , \ _ .. ; • , ' ~ ·,-'!> '-• ::: • ' '·. I ·17 ' . PLUMBIN"G I I 11 ELECTRICAL f ~. ·, . \ ·, f MECHANICAL . GAS I l--. 1-,-~'-:----~---'----+-----t------+-----i BUILDING SPEGI.A.L CONDITIONS CERT OF ,IUPANCY ISSUED ,\ \ -\. ~~ ...... . "" \ ~ "' ·--,;-~-------------; -.: . , ~ ~ "I ,.. .. .,,, ,_.\ v- .City of Carlsbap 1?00-ELM, CARLSBAD, CA 92008 • TEL. (714) 438-5525 • .Jr! I/ - MJSC,~LLAN EOUS FfEc·e'IPT .;/u:i/ ;,:; ltj/ .. .,, ,,,., \...; I f •-! I t~ , ~ f MISCELLANEOUS FEE R~CEIPT Owner V/£9/L. ,G, /JIVqi,//V D • PLAN CHECK FEE 01-000-4806 -~~-~1)-~~-s/4-~-;.;.,.--'hitJ--A-VP~:S-1-----':Z:;J-7-?i~.'II--S/------1 D VALUATION ~-c,~a=1-IJ.~,-J.,.., ,-:--'-~---+-----~-1 I, / t - City "127,.e>/11Ar1"~ I 2'Pf c/t:'l1/J;~1 . o DEMOLITION _________ ---;----- ContractL' tJ-5/J/!P i ('t!J/V~T~KT/~A/ D HOUSEMOVING _____________ _ Address /-7 Jp ,C //'11£>//-V/~/;4-D PARKS AND RECREATION FEE--~---t--.,------t lzl TI 'D PUBLIC FACILITIES FEE ________ ,__ ___ _ Gity~#MJ/!'.tf'C'5 'J,2~@1 °]4(-:$/;'5°3 ' 11--St-ai-e'L~ic-. _h_/l_ 7 _.<? __ __,__~----4-C-lty _____ D SCHOOL FEE -DISTRICT ___________ ,. _··__, S. Classif. e,_v, . ;c.'b ] L:ic. No. D ----------------------. Carlsbad __________ --4-----'---t :,.,·'.· .. ::9_?~:LETE. FOR PLAN. :HECK oNLc r JP:... t · LEGAL "DE~C.RIPTION ££'11 /_I ,P-&~/1~ D D ,t:J Encinitas __ '--'-----------+-------1 San Diego ___,-----'---"-'---'----+-----'----1 :,,_· ~ '~· r . ;, :' ' .}.' .,.., ,. ~ ,, San Marcos __ -'---_'-,--_--,--'---+----~--1 n ASSESSQRS PARCEL NO: .n 1-' ,:;:RE=:S:::.C:.:.:Rl:....:PT~IO:.:..:N:,-a:0:.:.,:~_:_W:..::O~RK:..:.........,·..!:./_._::.~:..=:.:.::-. ·::....··~-.,c.:.L:::;.'"A.::;<_,L}'F.-'~--·.,...,.....__,__-'-'-. , ~'-'-···J--,--------'-,--'--'-.. ---,c---.+---+--'---+------1 .:~·-~0;,;.,::!.. ~~~~.;, -e:t.4nA'4~~:·;u;.c.,d·./~-~--"-""--f.'_/:..~~--df/.~.' %J.fi~•--'-----. , [J,~-· -'---,-~~~·c..,c.,· --...,,....---"·-~-----1 /J, {dd ;t<J ., n 11:-----'-_-'-h-/. ~--~~------.;...,_--'---... n'""'.-',--'"--'i----'--4.~ .. -~'-,-----~---~--.-'---+------ PLA~ I_DNO. ·PRONE.' CONTACT PE;RSON o._...,....--'-.....,...--'----· ;-· -'----,.--i----+--'------- ··· Q,___,.___,._~--,---'-·~· -~'c;"-""'-' -~--• .;..._---,1------·· ·o ------,---~---,--,--~.-r_·-==,)~--'-'-,----'--+----I D-~"'~-----~ .. -'--~-~-,=-;-~.;...,____,1--------"-I· •• ·¥ I [J,-'-, ~~-~..;....-.;...,_.;...,_~~-'t-· _,...--~~ --t-'--=,.,..,.-~"---1-· -:: L...\...i:eti,:L FEE $ d"ll,, ~: 'j t ·•, • ', , .. ~ ;• I tWARNING:PLAN CHECK FEES. WHERE-NO ACTION IS TAKEN BY THE APP~iG~NTIN. 18.0 QAYSAND f\10-BUiLbi~GPERMIT IS ISSUED, FEE ARE. F,QRFEITEO TO THE CITY. . ; ; • ... , . COMMENTS: ___ ~.;...,_---'-.,;-.. ~--~--'-,; .. ,------"-- ' Date~M.--',,·-=·~~-··-~--· __ •• _·_,_I_·_-~-------I ; :White ~Applicant Yellow' -F,Jle,. . Pink -(1·) Finance (2) Data Process Gold -,-Assessor '. -;. - ..... . , 1200 ELM. AVENUE TELEPHONE~ (714)~ ' · · _ CARLSBAD, CALIFORNIA 92008 · . . . . :-_:. B-ui_lding ·Depa.rtment. ij3ef,-5 S_J S · · , .. ' ,-'• -. ' ... : <ltitp of <!Catliibab , . . . · Permit No. "Issue Date g2-c:75. _: .. ---6/4)82-. · -_-· . _.; ... CERTIFicATE .OF CCMPUANCE wrrn ENERGY.._CONSERVATION DESIGN ·REQUIREMENTS. . . . ·. _ · . _·_ ·. OJfffAIMED _IN· ARTICLE.: 2; PART 6 . .' TITII 2Ll~-fAPFORNIA ALr-1·. CODE. . :_,· .. ·· i, 'l.o.9/l/t'P/ .c?d.!V~bcila//1·:. _.hereby -C-~rtify" th.at I· · 0 es i g,n er .-. . . ·--ain ·famili~r w·ith the ~tate energy c-onserva.tion standards mandated· ___ -in CAC title 24,·Section T20-1451 through -120-1542; and that the : plans and oth~r ~ocuments submitted in support of ·the appl-ication · --f~r a B~ilding-permit at · · -· · Address -Ass~ssof's Parcei No. ""' ' . , ~omply wi.th all cur~~nt requirements of these regulations. Inditate rnethod~f com~iia~c~~ . ·_A:· Q Component Perfo~mance (Standard De.sign) : .. _· · __ · .-B • . : C8(. ·_ Energy _.Budget A-~_cll·y~i~-_(Alternative Design) ; .. . . _.. ·c.· ·o .. Non-depl~table Ehergy Analysis. {Alternative Design) . ·_.· :_ D, ·.o . _ ©ther (spe·c_ify) .· .··• .· s'.gnatur:~--~~?4~· ~~~-.a..--.,.---------- T1tle ~--. -Archit~ct, Engineer, Contractor .. _ .. .'·S_tate Licens~ ,or Certificate.No. · "207'287 -----'-----,---'-----~- .Date. · fi/2/4z_ · : . . . 1~ Subrn·it to the B'Uilcling Departmen_t wi.th permit application .. ?-8-103 -- .. ' ' -~ 1200 ELM AVENUE CARLSBAD, CALIFORNIA 92008 TELEPHONE: {714) 729-1181 Building Department <[itp ·of ([arlsflab NONRESIDENTIAL CONSTRUCTION CERTIFICATION. Permit No .__,;,.82_-...;...85'----- I s sue_ Date ____ 5 /_3 __ / 8_2 _____ _ CERTIFICATE OF COMPLIANCE HITH NONRESIDENTIAL ENERGY CONSERVATION ------------------------------------ . . . · REQUIREMENTS CONTAINED -IN ARTICLE 2, PART 6, TITLE 24, CALIFORN-IA ADM. CODE. · ·, . . . . BASED UPON *PERSONAL KNOWLEDGE, I ,_sc_.o.t_t _D_.: • ..,.....st--.al,.._.;ey~~.,...;;.··--------:· Print or type -- CERTIFY THAT THE WORK PERFORMED AND MATERIALS INSTALLED AT . . . 2160 Las Palmas Dr., Carlsbad, C.A. , Ipt 10, Map 93~9, Tra~t79-1 :: Address Assessor's Parcel No. -IN EVERY MATERIAL ASPECT APPEAR TO .COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, CALCULATIONS AND OTHER DOCUMENTATION. *The term 11 personal knowledge 11 as used in this section means the personal knowledg~ which is obtained from periodic vfsits to the . project site of reasonable frequency for the purpose of general observation of the work, and also which is obtained from the ·reporting of others as to th'9 progress of the work, testing of . materials, inspect·ion, and supe.rintendence of the work that is performed between the above-mentioned periodic visits. The :exercise of rea~onable diligence to obtain the· facts is required. · . · .... · · ... Signature_~ ' Title Agent - State License or-- Certificate No. _ _,.._....,.2n,_._z__,,2s~z _____ _ Oat~ 8/16/82 Prior to final inspection file one copy with the Building Department ~8-102 ....... ' ·f r' f ·, 8;;2-8~ ESGIL CORPORATION 9820 CHESAPEAKE DR .• Sl..TJTE 122 SAN DIEGO. CA 92123 (T14) 360·146~ : /4-t--/() f?Ci/. /J;Jfbd ~s. /lzh ·;:, ~ ~ ~ •. ~4 ¼-1 ;; ~ ~eA \ ~ (2 ,,.i;_ ~ bv-f-' .. '.•. J fYl-0{-cf*j ~~~ +o ~ ~eel-~~~~ • ~ ~ ~ C¼k r -----·: ,, ., ,,,/ • ,.,/. / - ,,,>,•' r-. " ' \, y Citp of Carlsbab Lt.,,-:. ,-trz.o i Cc") I ';)I-. 71V: 7Y--'t) 0 APPLICANT COPY D CITY COPY ~tis JF3)41 '•u• r•lana recuvod by plan checller _ __,,.....__,._,,__ ,. .........•........ -···· .. f¢.:1-~ rr.!l[l~CIIID I PLEASE. READ-.....,.-~---J)i,.Jw---~.lQ,.~""""~"1...--~,l.J,,,:~0"1,...:;:~~.u;~.s:.Jwt...lL:J..IC4--I rlao che • 1~1ted to technical requirement~~ c~nta1ned in th• Uniform Building Code, Unilor• Pluao1n9 Code, Uniform M~chanical Code, Nation• Electrical -Code and atate laws regulating energ conservation, noise attenuation and access for the har.dicapped. The plan check i1 based on regulat1on1 enforced by the Building Inspection D~partaent. You may have other corrections based ~n lawa and ordinances enforced by the Planning Department, Engineering Department or other departments. The itCMI circled below need clarification, r.od1f1cation or change, All circled items have tc be 1ati1fied before the plans will be in conforaance with the cited codea and regulation•. Per Sec. 303 (c), 1979 Uniform Building Code, the approval of the plan• doea not permit. the violation of any atate, county or city law. A. fil!i! /i"'\p1ea1e uke all correction, on the original L.:) tracin91 and 1ubfflit two new 1ets of print•, and any original plan 1et1 that may have b~en r~turned to you by the juri/diction, tr.: t:E!Mlg,., 12w~. IJ?t?f: (le C---?$G-1l-: c~rz.P, 0 To facilitate rechez;:ng, please identify, nex: to each circled item, the sheet of the pl1n1 upon which each correction on th11 sheet has been made and return th1s check aheet with the revised pl1n1. ---·-····~~·-·-"-'C•• ·"-2·-~-----=--iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiizJ r I '. ,,. ,. J·J.i,rJ I It!, L owm:H DAT!:: Htc.· • V DATE CllfXKED CHECKED BY -----------------.. ·--· ------- Jt-,,...,C:.+-.,a;,;;t.; ~,.,.._) ~-,~ ·t-~ ~·--- "~-'61:'~~-s~-ea.A ec.""-"'<\e c.h,Wl ......... -.-:;,"" ¼e... ?lC4tiS ~ I ~~·--c~~"' ~ > -~ fne b-~UAN\ cd_ ~'0}.~_c,Y) __ .-k _ __s'-U ______ .... ,t.,r~-J. h (!Jt..v ~ e. S +ee.. l \L~ v' \ll,e,_ -,.'1 ~ U..-....Jt C\'~e,_ \)~ U,. e ~ I _ ~<Z/\'2, ~ ~\ <..vl..,{-J-·f""'td--C,. ----.. -----------1 I --·--------------·--. --- ·----------·-------------·-·-··---------------------·------···. -------------- --------· -· ----------------------------· ·----- ·-·· -.. ·------- -----··-------··--------,--·----....... ------. ------------- 'i INTERDEPARTMENTAL INFORMATION SHEET ~~ --0 BU':L•ING ;EPARTMENT Pj f/p/) ~ ,:fl) -,.~~-\_ 4 _ 1 0,n-,,,---- BUILDING ADDRESS: r--~~ t;:7~ n -t ~ \.,.10'-' . ~h"" . ct 71-L PLANNING DEPARTMENT ZONE ___ f_M--=--~--~LOT s I ZE __ /J_~_,_11\_\_\,_tt~ __ LOT WIDTH _______ _ UNITS ALLOWED UNITS PROVIDED -----'------------------- PARKING SPACES REQUIRED % COVERAGE ALLOWED BUILDING HEIGHT ALLOWED FRONT SETB,ACK: ALLOWED . £0 1 PROVIDED 50 I INTRUSIONS ----- ' .MCt t.-=l ~ PROVIDED __ ~,_\__,___ ____ _ ~ 0 PROVIDED _3,,__/ ~'?~0 ____ _ 2 .$ PROVIDED -~;}-J-~~/ ____ _ SIDE SETBACK: ~I REAR SETBACK: Afr. LANDSCAPE & IRRIGATION PLAN COMMENTS: NA -----------~------=============================== / EN~IRONMENTAL PROTECTION REQ: 1}-&:A Iii ,k ...-J f"ill' b~ M.di~ _!,f,,q IP- . .:Jj_tlu /'J-~~ fAB et!! ;l.,/3"-.__ t)"=~~~;.,,..,.- -~D1T10NAL COMMEN;S~ ----------------~-t-"~'---1~rrl-\~~,~¥~'---- OK TO ISSUE:~---·-- ENGINEERING DEPARTMENT GRADING PERMIT --------'--_EASEMENTS _________ DRAINAGE LE_GAL DESCRIPTION ~ Jo rJdnndA..,, ~. 13,.. Pk ~-q-3-tf--.:.:--J'l:--, ADDITIONAL COMMENTS . · ..FIRE DEPARTMENT SPRINKLING SYSTEM -~~-~=, ________ FIRE PROTECTION EQUIP. ______ _ FIRE ALARN§ EXITS ______________ _ FIRE HYDRANTS LOCA'.{.'ION __ ~----------------- ADDITIONAL COMMENTS---'-------------------------- OK TO ISSUE: ..-,:.;..._z.__:;_ __ DATE Y-/t:--8"2-OK TO FINAL _____ DATE ___ _ ~ WATER DEPARTMENT ~QUIREMENTS OF APPROPRIATE DISTRICTS MET ________ DATE _______ _ .. ' l J , ,. , ·! ,TIL T-UPlPAMEL DESI GM (METHOD OF PCA APP. 22-A) . ..__,, ' JOB :PALOMAR PANEL: ROOF GIRDER WALL DATA CLEAR HEIGHT:21,33 FT PARAPET:2.67 FT THICKMESS:5.50 IM ECC:4.75 IM LOAD DATA (DESIGN WIDTH:3.83 FT) P1d: 6.36 <KIPS) P 11 : 5.30 (KLF) P2 . .92 . P3d: (1. 00 P31: 0,00 Qs :0.021 CKSF) Seismic zone:4 Qw : 0. 015 MATERIAL PROPERTIES Fe :2.0 CKSI) Fy :60 As :0.31 CIMA2 PER FOOT) At·4AL fS IS CASE 1: 1,4*Dead+1,7*Live CASE 2: .75(1,4*Dead + 1,1*1~7•Seisroic) ML11=QLi*LC·"2*1, 5 Mu2=Pu1*ECC. Mu3=CPL11+Pu2/2)*Defl CASE:1 Pul:4,673 (KIPS) PL12: 1, 283 Phi :0,810 Mn :054.87 (IM-KIPS) De-fl: 5. 63 C IN) Mui: 0,00 (IN-KIPS) MLl2:11.10 Mu3:29,90 Mu :041.00 Phi*Mn:44.43 CASE:2 Pul:1.742 (KIPS) Pu2:0.963 Qu :0.0289 Cl<SF) Ph-i : 0. 859 / Mn :~48.22 CIM-KIPS) De-fl :6.48 crtn Mul:19,74 CIM-KIPS) MLl2: 4.14 Mu3:14,40 Mu :038.28 Phi*Mn:41,42 (\ B C D 00 OTFTNG 01 FTNG WIDTH 3.SO ~-02._ FTNG DEPHI 2. 00 03 FTNG LENGTH 23 .13 · L/6 04 DESIGNATION LOAD DIST TO CL MOMEN1 OS ------------------------------------------------06 B3 I) 16320.00 7.S7 123S42.39 07 Pi D 2223. 00 3.S7 7936.11 OB P2 D 12675. 00 1.07 13S62.2S 09 OTM 166000.00 10 ------------------------------------------------11 SUB TOTAL ' -31218.00 9.96 311040. 75 12 FOOTING 24286.SO 0.00 13 ----------------------------·--------------------14_ SUB TOTAL SSS04.50 S.60 311.040. 7S 15 BJ L 17644.00 7.S7 13356S. 06 16 Pi L 5200.00 3.5'7 18564.00 17 •e=~=••e~==•=•••=a==•••e••••=••=~•==a••==s•===•= 18 TOTAL 19 20 ___ . s-r-E.~ L- "T~M'i:~~ 78348.50 5.91 463169.81 j\/h •t.:"1 00 ><. ( 3.1/1-,)3/i_ :. '-L I f=,-\<- E F 3.86 L' SOIL PRS:,R .. •Y-"' 17.88 1773.54 16.96 2639.7'7 tlllf! "S eoo --.. -~ -. As ~ 'f,f(1,71,)( 7.o)"' 0, l"I..-~ i..\ e \ e, ,, (.v,.,,c:,.\.,...Vf,) INf-,,<-. wi= 1\3\ e--~x) ... 1.,<.,,{~··:./4) ('.i-c...i .. ,) " -=-'Zl14Gi~ 37....o7 -::. 7-~'l~C.:, -•"r""' ... "'•"\ ~ ,:c==i I!"'$ I IV'\\)~ (,1$'}(.11""1.i(J,l)h'-/,•I,"")::, '-ff,7] A,.,._,,,,.__,;.. --z.s .~1 J";,'o7 A,/\(J.a-::.. 1c.-, s: '414 u ,-e. '-l/!,<,s-1:.. .tc-81,_,1 ... ' ' j DEARDORFF8 ~ l ( ;') \ tn Lo---r 1 -.:, 1])~~ill1ID®ill~~ ~::ET No _._c_. _· _<-_ 1 ~F '_t·-____ scALE ______ _ (714) 566-7210 CALCULATED BY ________ DATE _____ _ 9903 BUSINESS PARK AVENUE SAN DIEGO CA 92131 c::_~ L-~ c:f- C, \2.10 L tl.J E CHECKED BY DATE P=-~c) ~ ""2... o 'I( '"l. v 1.C:ii ~-oo C&? '--HT; -:2-41 U .s ~ S -1 cpi . ~ 1' O .,.,,, {)? t-1 ) l. Co , r.f C.5 dC, , F--C~ a '-o" -t. 4_1-0 .. ~ 11-~ -:--r"--'t"" E:: · tJ rz;(-~ 1LL,-.;c lt.,Nk<....., (Lo~ :; \ 0 -J.. l.,. \._ Lt-SE \ l -G:, .. 2--0.3 0 62.7 l-~~ ~) l( !; C { \._ "'I '"I "'2..,o3u t 'l( 1 ~--~·" ~, 'l \ L) <2 LlvE-.CD. USC LL v~-<~~<\..... ~ (L.o·u·tt~ ~~I.., ~ c. Co---.,-..-f· LL r ... ~1 F<--l):J{t....... ""'l .. ,;s .'It C.. a /·v· E' \,.r a -nMd .__,.., \ 0 ':/... t 4 :;; ,.,~ q ~S-?J.J K .Id-\ c. , t-J . (714)566-7210 9903 BUSINESS PARK AVENUE SAN DIEGO C,A 92131 ti SHEET NO ____ OF _____ SCALE ________ _ CALCULATED BY ___________ DATE ______ _ CHECKED BY DATE r: re,, r~ · <,f -\' I ~ ~ ,~(-ze,r~'/1,,) -=-'-11e.; +-"7i-{ -:.. ,~~1.- ~J,;t, ('iL\)''/'b :.-'75",1--I f---lc..- i;.~0--:. 1r,71..1(1lou.:i)/1'-icJo:.. s"o/Oi11 ~ l f S '/<t, ,i.. '"V-\ ~ l( cl 'L-JI... h $ _.. '1 S°' ~ , ) I !\.I 3 6, 1,..t .. -: 0 \ l\ '-\ ' 7-'{ t.. 1 1, fs h .:i -:-/B 0 '7 l ,.,H (. ,W,.,. '\" 0 ~ / L)'= /$'{1,l,1~1~J·-\1,1l"" 'Z,..jo-:=. '{D....., vA-..-1,1 04<o ~~o-' ~'-1/-z~ooli,,>) ~ \ll,'i.. \,1/i~A~\Ss(p s~~ 1~0.~ S;'l",_~(~ --~ t''(1.:'\-(,cis)~t~1 .~.., \lcD~ ..... ov ( (714) 566-7210 9903 BUSINESS PARK AVENUE SAN DIEGO, CA 9213) JOB PALO M A-14. LOT LO SHEET NO --!...---OF ______ SCALE ___________ _ CALCULATED BY---------~----'-DATE ________ _ c_;HECKED BY DATE .. l i •~. -.:f: ~ ~~+J~J:~;~;,irJ~L i-~J~ ~=f i _: ~ !" ~ ...•. [ .. ·";,·51····'u··~···:·;·~~.:.(>·~· .. t.~.~ .... ~.-.. ; .. ··.'.L.l.~.~.·.;t.· ... ·.-.. t ... i, .. i.-. .-.·,·o .. i ... ~.··.~= ... :,:. -.-.. .:-.i.::i1 . · · .: .......... , ....... [······ .. : ........... , ........ + ......... r ......... r ........ (·· · .... T .......... l ............ : ............ j ······· ··1 · ... + ....... j--.. · --i--·· .... : .... ·1 ··· .. - ........... .-:. ............... '. .............. 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'. .. ···· .. ·c-···-r-····--,···· : ......... / ; ; -: ) ! l : ! 1 , 1 I . 1 i ! f ... ··· ... , .. · ...... 1 ........... !" ........... ! ··· ....... L · ··· t· .. · ...... : ... ···· .j ....... 1 -~---C ' : '_ ;_ .L.L; __ --.i.i--f--·/. : · i 1-_,_ : ; · : ; 1 : , r········, .. ···i·········L-............ ~l·········i ........ , ........ + .......... r···· .. +·······!· ... . I. ·rn~ , "DEARDORFF 8 · lID~villtID®illThI~ (714) 566-7210 9903 BUSINESS PARK AVENUE SAN DIEGO. CA 92131 , Joa __ --'P'-'A:....c..::L:...::o:....:M.....:...:..A.:..:.R-...::;_--'·-=L""O...,T_•...::v;__--'-------------- sHEET NO _ __,'Z-=----OF ______ SCALE __________ _ CALCULATED BY----'-----------DATE-------- CHECKED BY DATE • i . ~ .... :-· .... ; ..... .: ................ . .. ... ..... ····:···" ····(· .. -·· --~- '. ; M:-dite'-/C'?.lllV ~: --; oo,oe i:r~, '. .. ' ; : ; ' ; ; ; ' ; . ' . ... l. ..... .L ~ ,,, ... .,N•••••••;_ -·--·=· ho O •• =··--·-+--i ··---=·-····-··--· .......... :, ........... ; ······-·-·. I i / \$("t-8S+-'I./·,,) -=-'-/1.E; r "i<-t ~ (DS-z... ~65'\,; (1.-1-d'"I~ :;.. '7$",14 Pl'-- ~iAe.<3-':-1r11c..j(\l..011a)/-z."fOQ :. 3~°t 1 7 -~ l f ,r 'l-t -J.. "'l,,<.\ :,,,. L( c11L--;... M > -'i ,; ~ , 5" I N l 6 '"'1.--: 011.\'-I ' ?.-l.l.t-11)?,,b~ --=-1~0 ~~IM,>,C,,.,4-(\,. 'i Cl Y, 7 , \ -, ( 11, \ I A I.'\ w -·tfv Lid f.4\1! /' ·-. \~;Jr v,.lo ~ '{D't \,Ill:---l~l (o4'2, ~l'\Q,o--;;;. 1M / -i--t00 l, 1-,,r) ~ \ 17, "1.- v ~ C. ~ S 1/'t.,;1. l L ~ 1. 7 7 ( 1-q (/) ~ 1. Co L\ 1 \ \l l '1..- vJ1 -=-Li~ \ 5'5 <i> SN-o.--;. l~O £ S~'lif.~(~ ~, t"\'1.;,.(icis)~l'll1 ~ ..., 11oo ~ .... o~ ,, ( ·m-, DEARDORFF8 Th)~~illtID®illThiThi (714) 566-7210 9903 BUSINESS PARK AVENUE SAN DIEGO. CA 92131 JOB ---'--'E_:;A-!..=:L~o~r.!l:...:....:_~c.=~LO~I.__,J-=O"--------------- SHEET NO -....:~:;..._ __ OF ______ SCALE __________ _ CALCULATED BY ... · ____________ DATE--------'---- <;:HECKED BY i .. ;. ··1 . ·---... t·-· .. •• ........ .. DATE ' !·····-!-...... i ........ ..i .... : .; ....... ~---.,;, ......... ! ........ ~ ... .1 ... ; ..... ) -··. ······: .. , ............. . '"1 •••• ~--··· ...........• :.. • .. • • . . . . ....... ····:·····-. ---............. . .. . .. .. t· .. : ...... ~.--_ ':t-7'"!.~ . : .... l.\__--lc!\_"'1,.., ······ .. --· ...... .:. ....... }-•-.. .. . .. --~-.................. -; ............ -· . - : : . ! ;-...----+--~··;_'.·····l"""""f"' ; ' . : ' : l i : '. . i ~~----I. I:. i 'I . 1-~-.,--1~i:~+i~!t~:d~~f i,:~~~)t~d;t1:+1·~,:~-~::----· -.. --··· -;~ , .. _ ····-t---i---, l i I >-· ....... ;,---··;·---· = ...... . • ( ( ·rn· DEARDORFF 8 , 1IDWivill1ID®illThi1~ (714) 566-7210 9903 BUSINESS PARK AVENUE SAN DIEGO. CA 92131 ( l..o-r \ 0 SHEET NO __ 4-.,__ __ QF ______ SCALE ___________ _ CALCULATED BY ______________ DATE ________ _ t;:HECKED BY DATE ' i ,········:··· .: ......... ····· .. .. -~ ....... "f -· ..... 1 •• • , ·;··· •••• •• • • •• ·; . ••• : • ······1 ... . ... ., .. . . . .... .. . .. . ......... f" .. , ......... .. ······i·· ' ·-~-----''---+----'-v ~ I~~ (ii <..-Ls ,S) ~ s I 'l;)b ~ r P. : : : v:-:. \\\?I, ·c \ o-) ~ \_. ':~·-' <':.~ .. r--................. . . : . ...... ·····: .... ·-.. . : ... . : .. ____ ; ..... ... ·-·-····: ........ . ............ .. t ....... ···: .......... ·:····· ··-·· . . . '······· .; . .. ~-. ·······;---········T ....... = • ~ •...•• .: ••• ·····-----~--· .••• .. L ...... ·········. ..... L .. ····i· ....... ~ ................ . ·· ....... ! ···---:···· . ~ • • 1"" ·-••• • • ••• '~-4-----~· -'--'---' -----~-------·-~ ····--·---;--- ) . . :_, ____ :,_ ..... : : . : j i ... · ...... ) .. . ........... ..L_-1.. ....... . ! L ...... : ............ 1····· ····! ... ····!··········I······· . . @) @) © , ( @) l @) e @) @) · e C @ ® , ..... ALoMAR LOT 1c) s @ I : I---"----------_..;_---------~ : ~ ! .. ! VJ -.s ~ , ho! ~ l<ilr---.r:--,-ch __ __ I I I ~ -'-----c~==!==~-+-----f -------· 't:.St1 ~~s ~., , .. I-· I , -a·t-~ l~ I I :s•oi;: 7 @ ® @ -~ 1~ I ·f-. 1 • i-,-i ,"'-'i. t -'\-")t. 011 <t" I I t!) ~: ~ \) : .. ! r!.. _j lL DEARDORFF a IID~villlID®illThiThi (714) 566-7210 9903 BUSINESS PARK AVENUE SAN DIEGO. CA 92131 JOB~--·~P~A'-'-L....,,O::...:..;,M,;__;,,,A~-12-.:..c,;:;__~LO==--~·_,_,~O:,_ ________________ _ ~HEET NO ---,~------OF _______ SCALE ____________ _ CALCULATED BY----~----------DATE---------- 9HECKED BY DATE -~,-. >.M•••••O,•• ,.-.. •f•••••••! •••• : : ~ : ! i ... ··. -·· _ ... ; .. ........ ···-~· ...... .. .. ·t·· ... · ... ., .. . . -· r-····· .. ······ ~_..;..-,; ....................... • ........ 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( JOB ---"f:'-'-A..,_L::..,O::..:_M'-'A-R....:-,::::.--=Lo=-T_.__1:._;;0'--______________ ---,. __ SHEET NO _ _.7__,. ___ OF------SCALE---"---------- CALCULATED BY ______________ DATE---------- CHECKED BY DATE ' .. .;. ! ~--... _;. _____ --:--"i" ....... : ... --~-.. ·: ... --· . ~ : ' . • : t- "···}·} ...... ( ..... .i .. ~~t ........... ";" .. f ...... .L. .r-~ ··«?"Ji.c. -...... . -1,... ..•. ....... ..... ...... .....• . .• . . ; i e,;:,1-r-'oi. ; :i<,,e; ---!·--·: __ l_ T-· __ i -!-. !--~ __ ' _____ --: -! . -.j._J_+' ~L _L _; ,s,i, • ,s: ..j' ' 1---,---l : .. : ........... 1. -····. ·1 ·· ...... +·"· .. t 1 1.:1 ' ...... '. .. -. ....... .. . .. . c.i,s' r-W ~· ···Q····· ( : ; 1• 1 ;. , ·='C.t..v'.·I ! ?><?, \ ~ p , .... :. i ?"2-': I : <O . q- .. 1,,:. ...,, .... (\ C\-0-=\ ··•··· . : . 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' -i L+ i---i 1-+-L , ; _ / J_ !--1-L j -r-L.1-L _ REPORT OF EXISTING SOIL CONDITIONS INVESTIGATICJil Proposed Industrial Site Lot 10, Palomar Airport Business Park East of and Adjacent to 2120 Las Palmas Drive Carlsbad, California JOB NO. 82-2120 26 April 1982 prepared for Mr. Scott Free LUSARDI COlfSTRUCTI~ COMPANY prepared by GEOTEC.-,.ICAL EXPLOIATl<»-1, INC. 8145 Ronson Road, Suite H San Diego, CA 92111 Q:~. ::®7J··· ~D ! .. , .·.i .. · .. o GEOTECHNICAL EXPLORATION, INC. _ ' _, ~ ,,. " -__ _ _ , , I _ SOIL & FOUNDATION ENGINEERING GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY 26 April 1982 Mr. Scott Free LUSARDI CONSTRUCTION COMPANY 1570 Linda Vista Drive San Marcos, CA 92054 Subject: REPORT OF EXISTING SOIL CQNDITIQN.S INV-ESTIGATI~ Proposed Industrial Site Lot 10, Palomar Airport Business Park East of and Adjacent to 2120 Las Palmas Drive Carlsbad, California Dear Mr. Free: JOB NO. 82-2120 In accordance with your request, Geotechnk:l!I E~plor-lon, Inc. has performed an investigation of the surface and subsurface soil conditions at the location of the subject· proposed industrial building. Our field work was performed on April 22, 1982 by our field engineer. · It is our understanding that the site is being developed to receive a concrete tilt-up, two-stoiy industrial structure comprising 17,500 square feet of building area. Our investigation revealed the northwest corner of the lot to be overlain with a wedge of fill soils a maximum of 12.0 feet in thickness. Field density tests taken at random locations and depths within the fills indicate they are compacted to at least 90 percent of their maximum diy density. The remaining areas of the lot (and the fills) are underlain by dense, formational sands. · In our opinion, if the conclusions and recommendations presented In this report are implemented during site preparation, the site will be suited for the proposed develop- ment. This opportunity to be of service is sincerely appr~iated. Should you have any ques- tions concerning the following report, please do not hesitate to contact us. Refer- ence to our Job No. ai-2120 will expedite response to your inquiries. Respectfully submitted, CEOTEC.--,ICAL EXPLORATICW, INC. RJS/pj Enclosures 8145 RONSON ROAD, SUITE H • $AN DIEGO, CALIFORNIA 92111 • (714) 560-0428 REPORT OF EXISTING SOIL C~ITl(i,fS INVESTIGATlo-1 Proposed Industrial Site Lot 10, Palomar Airport Business Park East of and Adjacent to 2120 Las Palmas Drive Carlsbad, California JOB.NO. 82-2120 The following report presents the findings and recommendations of GEOTEClfllCAL EXPLORATION, INC. for the subject project. sco~ OF WORJC It is our understanding, based on communications with representatives of Lusardi Construction Company, that the site is intended for the construction of a two-story, industrial structure with 17,500 square feet of building area. The structure will be constructed at the existing elevations utilizing continuous foundations and/or spread footings with concrete slab on grade. A previous cut and fill grading operation was performed on the subject lot. With the above in mind, the Scope of Work is briefly outlined as follows: 1. Identify and classify the surface and subsurface soils to depths, In conformance with the Unified Soil Classification System (refer to Appendix A). 2. Determine the extent and condition of the existing fill soils that had been placed on the site prior to our investigation. 3. Determine the allowable bearing pressures for the natural ground and the existing fill soils, based on their shear-strength characteristics and our experience with the soils. 4. Recommend treatment for any expansive soils that could cause detrimental damages to the proposed structure. 5. Predict the settlement of the natural-ground soils, as well as compacted fill soils (compacted to at least 90 percent of Maximum Dry Density), under the proposed structural loads. 6. Review of existing engineering reports pertinent to the subject site. Proposed Industrial Site 26 April 1982 Job No •. 82-2120 Page 2 The scope of our work was to determine site specific conclusions and recommenda- tions (pertaining to foundations and floor slabs only) for Lot 10 of the Palomar Airport Business Park. The preliminary geotechnical investigation for the business park was performed by Lowney-Kaldveer Associates. The results of their investigation are summarized in a report titled: "Geotechnical Investigation•, C.C. & F. Palomar Airport Business Park -Phase I, Carlsbad, California, and identified as their project no. S114-1, 5602, dated February 26, 1974. Observations during the actual grading operation of the business park and the testing of compacted fill soils was performed by Rdbert Prater Associates. These observa- tions and density tests, as well as site recommendations are summarized in Robert Prater Associates report titled: "Earthwork Observation and Testing Services and Foundation Recommendations", Carlsbad Tract No. 79-1, Parcel B of Lot 12 -Palomar Airport Business Park, Carlsbad, California, dated November 28, 1979, and identified as project no. 218-1E, 309B. Although up to 12.0 feet of fill soils were encountered on Lot 10 during our Investi- gation, the Robert Prater Associcates report does not list any compaction test on the subject site. Our firm has no way of knowing whether this is an oversight by Robert Prater Associates or the fills were placed uncontrolled. The rough finish grade elevations shown in the Robert Prater Associates report are the same elevations that presently exist. SITE The site, consisting of approximately 1.V acres, is located east of and adjacent to 2120 Las Palmas Drive, in the City of Carlsbad, California. Additionally, the property Is bordered on the north by developed industrial property; on the east by a vacant graded lot; and on the south by Las Palmas Drive. There were no existing structures on the site at the time of our investigation. The only improvement on the lot is a concrete drainage swale parallel and adjacent to the north property line. Vegetation on the site consists primarily of a light growth of grasses and weeds. Proposed Industrial Site 26 April 1982 Job No. 82-2120 Page 3 The property is relatively level, with drainage waters exiting at the northwest corner of the property, via earthen and concrete drain.Jge swales (see Figure No. I). However, the future construction may result in the removal of the earthen swales. FIELD Six test excavations were placed on the site, specifically in areas where structures and improvements will be located and where fill soils were expected. The excavations were located in the field by referring to a Site Plan, prepared by Lusardi Construction Company, dated January 21, 1982. The excavations were visually inspected by our Field Engineer, and samples were taken of the predominant soils throughout the field operation. Test excavation_ logs have been prepared on the basis of our inspection and the results have been summarize!'.! on Figure No. II. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). SOILS The northwest corner of the property was found to be overlain with a wedge of fill soils ranging to approximately 12.0 feet in maximum thickness. The fills consist primarily of brown to grey-brown, silty sands and fine to medium sands, and appear to be moderately to well compacted. Randomly placed density tests were taken in our test excavations. All denstty tests taken possessed at least 90 percent of the laboratory maximum dry density for the type soil-. A compaction of 90 percent of maximum dry density is required by the County of San Diego Grading Ordinance. The remaining areas of the site are overlain with a thin veneer of fill soils ranging from 0.5 to 1.5 feet in maximum thickness. The fills are underlain by dense, formatlonal materials consisting of light-tan, fine to medium grained sands. The soils encountered on the subject property are non-expansive as measured by the County of San Diego Test for Expansive ·soils, and therefore possess less than 3.0 percent swell. Proposed Industrial Site 26 April 1982 Job No. 82-2120 Page 4 Our test excavations extended to a maximum 14.0 feet below the existing ground surface. No ground water was encountered in any of the test excavations at the time of our investigation. LABORATORY TESTS Laboratory tests were performed on the disturbed and undisturbed soil samples in order to determine their physical and mechanical properties and their ability to sup- port the proposed structure. The following tests were conducted on the sampled soils: 1. Moisture Content 2. Density Determinations 3. Meehan ical Analysis 4. Expansion Tests s. Direct Shear Tests 6. Consolidation Tests Field density tests were performed in accordance with A.S.T.M. D-1556. Maximum density determinations were performed in accordance with A.S. T.M. D-1557, Method D. The relative compaction results, as summarized on Figure No. II, are the ratios of the field densities to the laboratory maximum dry densities, expressed as percentages. The mechanical analysis was performed on selected soils according to A.S. T .M. 422-52T. The mechanical analysis was used to aid, in the classification of the soils according to the Unified Soil Classification System. Expansion tests were determined from the County of San Diego Test Method for Expansive Soils. Expansive soils are classified as follows: 0 to 3 percent 3 to 6 percent 6 to 12 .percent Above 12 percent Low or Considered "Nonexpansive• Medium High Very High Proposed Industrial Site 26 April 1982 Job No. 82-2120 Page 5 According to the County of San Diego Test for Expansive Soils, swells of less than 3 percent are classified as non-expansive soils. Direct shear tests were performed upon undisturbed and remolded bulk samples in order to determine the soil strength and supporting capacity for the natural-ground soils and the compacted fill. The shear tests were made with a constant strain direct shear machine. Specimens to be tested were saturated and then sheared under various normal loads without appreciable drainage of the samples. Consolidation Tests were performed on undisturbed natural-ground soils and remolded soils composed of the compacted fills. The soils are contained in 1-inch high brass rings and loaded into a consolidometer. The specimens are subjected to increased loads and the resulting consolidations noted. The consolidation tests aid in determining anticipated settlements of the natural ground and compacted fill soils under the proposed building loads. CONCLUSIONS AND RECOM,MENDATIONS The following conclusions and recommendations are based upon the practical field investigations conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in the Carlsbad area. 1. The northwest corner of the lot is overlain with a wedge of apparently well compacted fill soils, ranging to a maximum thickness of 12.0 feet. The fills consist primarily of brown to grey-brown, silty sands and sands. A thin veneer . of these fill soils overlies portions of the site. The fills are underlain by dense, formational sands. 2 The continuous foundations and spread footings shall extend a minimum depth of 18 inches into the firm natural ground or compacted fill. The continuous foundations shall be reinforced with two No. 4 steel bar; one bar shall be located near the top of the foundations and one bar near the bottom. Concrete floor slabs shall be reinforced as required to withstand anticipated vehicular or material loads. Proposed Industrial Site 26 April 1982 Job No. 82-2120 Page 6 3. Utilizing an Angle of Internal Friction of at least 28 degrees, and a cohesion of 150 pounds per square foot (with the appropriate Terzaghi Equation), the maximum safe soil-bearing value (at a depth of 12 inches into the natural materials or compacted fill soils oh this site) is at least 2,000 pounds per square foot. This soi_l-bearing value may be utilized in the design of continuous foundations and spread footings when founded a minimum of 12 inches into the firm natural ground or compacted fill. It is recommended that two-story structures be founded on 18-inch deep footings. This soil-bearing value may be increased one third for design loads that include wind or seismic analysis. 4. Based on our laboratory test results and our experience with the soil types on the subject site, the soils will experience settlement in the magnitude of less than 0.5 inch under a structural load of 2,0()0 pounds per square foot for the formational materials and fill soils compacted to at least 90 percent of maximum dry density. S. The actl,ie earth pressure (to be utilized in the design of walls, et cetera), shall be based on an Equivalent Fluid Weight of 35 pounds per cubic foot (for level backfill only). 6. The passiw earth pressure of the encountered natural-ground soils (to be used for design of building foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of -400 pounds per cubic foot. 7. A Coefficient of Friction of 0.4 times the dead load may be used between the bearing soils and concrete wall foundations br structure foundations and floor slabs. If the coefficient of,friction is to be used in conjunction with passive earth pressures, the coefficient shall be reduced to 0.3. 8. The compacted fill soils that occur within 5 feet of the face of the fill slopes will possess poor lateral stability, even though they have been compacted. Proposed structures and other improvements (such as walls, fences, patios, side- walks, swimming pools, driveways, asphalt paving, et cetera), that are located within 5 feet of the facE;i of compacted fill slopes, could suffer differential movement as a result of the poor lateral stability of these soils. Proposed Industrial Site 26 April 1982 Job No. 82-2120 Page 7 Foundations and footings of proposed structures, walls, et cetera, when found- ed 5 feet and further aw.ry from the top of compacted fill slopes, m.ry be of standard design in conformance with the recommended soil-bearing value. If the proposed foundations and footings are located closer than 5 feet inside the top of compacted fill slopes, they shall be deepened to 1 foot below a line beginning at a point 5 feet horizontally inside the fill slopes and projected, outward and downward, parallel to the face of the fill slope (see Figure No. IV). 9. Following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings m.ry result in degradation of adhesive materials and loosening of the finish floor materials. 10. Planter areas and planter boxes shall be sloped to drain aw.ry from the founda- tions, footings and floor slabs. Planter boxes shall be constructed with a sub- surface drain, installed in gravel, with the direction of subsurface and surface flow aw.ry from the foundations, footings and floor slabs, to an adequate drain- age facility. 11. Existing surface soi'ls, which will not be removed during the future construc- tion, shall be scarified (in place) to a depth of 12 inches, watered to optimum requirements, and shall then be compacted to at least 90 percent of Maximum Dry Density. 12. Any backfill soils placed in utility trenches, or behin~ retaining walls, which support structures and other improvements (such as patios, sidewalks, drive- w.rys, pavements, et cetera), other than landscaping, shall be compacted to at least 90 percent of Maximum Dry Density. 13. It Is our opinion that natural-ground cut slopes of maximum inclinations of 1.5 horizontal to 1.0 vertical shall be stable and free from deep-seated failures for slopes not exceeding 25 feet in height. Proposed Industrial Site 26 April 1982 Job No. 82-2120 Page 8 14. Adequate measures shall be taken to properly finish-grade the site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed awa:-t from foundations, floor slabs and footings, onto the existing drainage swale at the north end of the site or into any new and properly designed and approved drainage facilities. Proper subsurface and surface drainage will ensure that no waters will seek the level of the bearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other improvements on the site. Geotechnlcal Exploration, Inc. will assume no liability for damage to structures which is attributable to poor drainage. SUMMARY AND LIMITATIONS The intention of our investigation was to determine the extent, condition, and depth of the existing fill and formational soils. In order to issue foundation and floor slab recommendations, compaction tests were taken in the existing fill soils to verify the relative densities. The compaction tests were taken in randomly placed trenches and indicate the existing fill soils were properly prepared and compacted. However, our firm cannot assume liability for the integrity of the entire fill area since our firm was not present during the actual grading operation. The grading supervision for the business park was performed by Robert Prater Associates (as mentioned previously). In addition, it is not within the scope of this report to determine the underlying and surrounding geology of the subject property. The Geotechnical Investigation was performed by Lawner-Kaldveer Associates, summarized in the previously mentioned Geotechnical Investigation. All statements in this report are applicable for the graded pad Inspected by our firm, and are representative of the site at the time our report was prepared. The firm of Geotechnical Exploration shall not be held responsible for fill soils placed at any Proposed Industrial Site 26 April 1982 Job No. 82-2120 Page 9 future time, or subsequent changes to the site by others, which directly or indirectly cause poor surface or subsurface drainage and/or water erosion altering the strength of the comp;:1cted fil I soils. " Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and pcractices at the time this report was prepared. This warranty is in lieu of all other warranties, either expressed or implied. Thank you for this opportunity to be of service. Should any questions arise concerning this report, please do not hesitate to contact us. Reference to our Job No. 82-21~ will expedite response to your inquiries. Respectfully submitted, OEOTECl-f\flCAL EXPLORATION, INC. Redolfi, Project Coordinator JBR/CWL/pj Enclosures ---r-----· ·-------------· I' -. :---( . ,...:. Z'o4'-± • --. -- I -It . · ·I· .. \, \ · · T-2 \ · 1 \ . . . -"".:----:- l ~ '. \ .1·t ) 61.t.)A 1-E. • 0 / / FILI-\{EtJE-E-R ! ~---)= --~ EARiHEIJ :::W+\\-£ ~-~ ..,.._..__ ~ ----~-~--p' l------ ' :t Property Corners •..••.•...••......• ~ ~'r Existing Cut Slopes................. ~ Area of Proposed Structure ......... . 71 Test Excavation Locations ......••..• "'1--r-S Ex i st i ng Fi 11 Soi l s ........•........ (greater than 1. 5 feet in thickness) ,,,.-; -;--~-~ -:; , ( , I • • 1/ ... ·_;, -- REFERENCE: this Plot Plan was prepared from a Site Plan by Lusardi Construction and Engineering Company, dated 1/21/82 and from on site field reconnaissance performed by our firm· 4/22/82. NOTE: Thi. Plot Plan 11 not to be used for legal purposn. Locatk>ni and dlmen1lon1 are approxi- mate. Actual property dlmen.1lon1 and locatlon1 of liJlll.tles m,y be •lned from the AJ>proved Building Pll!nl or -the "A1~13.ulH" Grading Pla.n1. .,,-. ··-. _/ T-1 .J> ' \+ ~ T-6 ) - A N JOB NO. 82-2120 Fl GURE NO. I \ N 1' G -QI QI L&.. C .c a QI Q Trench No. 1 Log of Test Trench,es Soil Description (Unified Soil Classification) ,:J?. 0 - QI g > ·-·---CJ .! l'O QI ~ a: E 0 (.) o-. -,-,-. -------------·----.. -~--.. ·-----------,----.--w••~., --., • . 1---.· ·: I~ 2 ~~ ------------------------Dense, slightly damp, light tan, fine to Moderately compacted, damp, gray-tan, slightly silty fine to medium sand (SP) FILL medium sand (SP) FORMATION 3 4..,_ _ _.,_ _________________________________ ~-~-~--.. B.O.H. Trench No. 2 .__ 01 --+ C -o c:.: 0 l'O ·-'t, u,,_ c-l'O 0 ~ Ill >< C LU 0 (.) 0To_o_-_______ M_o_d ___ t~-e-1-1-co_m_p_~:~:~: damp, gray-tan, silty 1· · . : ' fine to medium sand (SP) 2·· :CD.: FILL 114 11.5 1+2.5 - '~113 ':12.6 99.0 3· . ·. ,; . : . I 4 :0·.1' -'(~)'. 5 ... 6 " 1 :G>. 8 9 lb .... ,. · .. 11 , . ; , Mod. to well compa~ted, damp, mottled gray-tan and brown, fine to medium sand (SP) FILL Moderately compacted, damp, dark gray, fine to , · .:, medium sand ·little organic debris' 12 ... '.,, -..._ ________ ...:.F_,_ILL (reworked toosoi]) (sp) Dense, damp, light tan, fine to medium sand (SP) 13-'• . ··.' . ,. ' ,, FORMATION 115 10.0 +0.5 ;'c 1 06 'cl 1 . 8 91 , 8' 1 ¾~~·~---------------------------'-----'-----'--· ---B .O. H. 0 Bag Sample 0· Undisturbed Sample *In-Place Density *In-Place Moisture '. I I I Job No. 82-2120 Figure No. 11 a Log of Test Trenches ----~ 01 --0 -Cl) C) >, .l: -Cl) 0 E~ Cll ,2) Cl) C + C u. -' :::, Ill ... Cl) 0 -o Soil Description > ·-c:::: C u E~ .a== ·---(J 0 ftl :c· (Unified Soil Classification) ·;c en .!!! ftl ·-"O .l: ·5~ Cl) Q. 111.-Q. ftl~ c--ftl :Ee a: E ftl 0 Q. Cl) .. :EC 0 Q. (I) C C, ~ 0 >< C 0 LU 0 -0 Trench No. 3 --··-.. -u ---------___ ...... ~ ,(_I\· Moderately compacted, damp, gray-tan, slightly ,'-: .,. 1 -silty fine to medium sand (SP) 104 i' 1. 6 90.0 .. '. FILL .. 2-' ~ .. .. Dense, slightly damp, light tan, fine to medium 3-©)' sand (SP) 116 9.7 FORMATION 4-. . . .. 5 ·--------·---··-------· .. ··------·--·-·-----·----. -. -' ··-B.O.H. Trench No. 4 0 •.. . . --·-· ---· ----· ' Moderately compacted, damp, gray-tan, slightly 1 silty fine to medium sand (SP) ·,Q.· FILL ~'c .,. 2 106 fo.8 92.s .. . . 3-, 4-... V Dense, s 1 i ght 1 y damp, 1 i ght tan, fine to medium . . . (SP) 5-.... sand .. FORMATION ' 6 .. --- B.O.H. . ' l I 0 Bag Sample *In-Place Density Job No. 82-2120 0 l)ndisturbed Sample *In-Place Moisture Figure No. II b Log; of Test T-renches ----~ 01 --0 -GI Cl >, .c -GI 0 e== GI ,2) GI 5 + C u.. ~ :, en ._ GI > ·--o C c:, Soil Description ei .a3r: ·--c.:: -c:, 0 C'O -:E (Unified Soil Classification) ·;c en .s C'O ·-"C .c ·s~ GI Q. en,_ -a. C'O~ a: E c- Q. C'O :Ee C'O 0 GI ... :EC 0 Q. en Q CJ ~ 0 >< C 0 WO -0 Trench No. 5 0 ·---·---------· -.. 1 Moderately compacted, damp, gray-tan, slightly silty fine to medium sand (SP) ·_o). ~c ~'( :::i 2 FILL 105 11.5 .. 3 . 4 . -Ci) ,.,, 'c .,. 106 fo,5 5 . . . . . 6 •' Dense, slightly damp, light tan, fine to medium ' • f. sand (SP) 7 -.. FORMAT ION 8 ---·--·-----B.O.H. Trench No. 6 0 -·· • • ---•"'•" M ~---- ~ ~ Moderately compacted, damp, gray-tan, slightly 1 .. silty fine to medium sand (SP) -Q;: FILL 'c 104 * 90,1 5,0 2 -... Dense, slightly damp, 1 ight tan, fine to medium sand (SP) FORMATION . -3 ----· --· B.O.H. . ' I I I ·o ~- Job No. . -(:lag Sample *In-Place Density 82-2120 0 Undisturbed Sample *In-Place Moisture Figure No. II C ' 140 130 120 II 0 100 90 \ \-, ' \ \ \ ' \ \ 1' \ \ \ \ ' \ \ \ ' \ \ \ ' \ \ \ \ ' \ \ \ -.,.,.. \. ] 11; ' \. r-' I-. I[\ :I: \ <.!) LU ~ !:: z .::) ' >-a:: 0 MAXIMUM DRY DENSITY (pcf) OPTIMUM MOISTURE CONTENT {%) I I FILL SUITABILITY TESTS ' 3 \. ' ---2 \ \ 1 \.' \ \ \ ~ !\ \ ' \ I\ r\. \' \.' \\ I\ \ \. !\ I\ ' I\\ \ \ I\ DIRECT SrEAR TEST DATA 2 APPARl;NT COHE SI ON (psf) 28 33 APPARENT FRIC TION ANGLE 150 350 100 80 60 40 20 0 1000 G MECHANICAL ANALYSIS 3 ¾ 4 10 40 200 100 10 1.0 0.1 2 0.01 0.001 RAIN SIZE IN MILLIMETERS :\ r\ \ fOB I 2 3 ~~2.70 114 115 116 ~ -2.60 r-,.1\.-~~ 2.50 11.5 10.0 9.7 SPECIFIC GRAVITY I I ' ~ 'r\. . ' ,, -ZERO AIR VOIDS CURVES MOISTURE CONTENT% 'lk-K1 80 0 10 20 30 40 LABORATORY COMPACTION TEST SOIL SOIL CLASSIFICATION BOOING TRENCH DEPTH TYPE NO. r,JO. I Tan, silty sand 2 1 ' 2 Tan.,brown sand 2 41 3 Light tan sand 3 3' SWELL TEST DATA I 2 3 INITIAL DRY DENSITY (pcf) 102 INITIAL WAT ER CONTENT(%) 9.0 LOAD (pa f) 144 PERCENT SWELL +2.5 JOB NO: 82".'2120 FIGURE NO· 111 Proposed Structure Concrete Floor Slab 5 I 011 • 0 ~ --• 0 • -------··. l'.einforcement of ..:....~ _ Foundations and Floor . *Ia Slabs following the Rf:C-·. om,mdations of the Architect or Structural Engineer. --=··· -----------;------- Concrete .• -~ -. -· ' -· --=--------· --- -----· -.-- Top of Compacted Fi11 S]opP, / Compacted Fill Slope (Maximum Inclinaticn 1. 5: 1.( 1) Footing Compacted Fi 11 -. j..: .. --:---51 0 11--- T Y P I C A L SECTION ( Showing ProposP.d Foundation Located Within Five Feet of Top of Compact Eid Fil] '.;] < re) DISTANC 2: FROM TOP OF SLOPE () I 1 I 2 I 3 ,_., 1.5 : TOTAL DEPTH OF FOOTING 1.0 Fill Slope 2.0 : 1.0 Fill ' 52 11 42 11 44" 36 11 3611 30 11 28 11 24" 2011 1811 S]ope Job No. 82-2120 Figure No.IV APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION COARSE-GRAINED More than half of material Is larger than a No. 200 sieve GRAVELS, CLEAN GRAVELS More than half of coarse fraction is larger than GW Well-graded gravels, gravel and sand mix- No. 4 sieve size, but smaller than 3" tures, little or no fines. GRAVELS WITH FINES {appreciable amount) GP Poorly graded gravels, gravel and sand mix- tures, little or no fines. GM Silty gravels, poorly graded gravel-sand-silt mixtures. GC Clay gravels, poorly graded gravel-sand-silt mixtures. SANDS, CLEAN SANDS SW Well-graded sand, gravelly sands, little or no More than half of coarse fraction is smaller than a no fines . . No. 4 sieve. SANDS WITH FINES {appreciable. amount) FINE-GRAINED SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and clay mixtures. More than half of material Is smaller than a No. 200 sieve SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. Liquid Limit Less Than 50 CL Inorganic clays of IOYf to medium plasticity, gravelly clays, sandy clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit Greater Than 50 CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. General APPENDIX B GRADING SPECIFICATIONS The intent of this item is to properly establish procedures for: cleaning and compacting natural ground. pre- paring areas to be filled, and placing and compacting fill material to the grades and slopes as shown on the • Grading Plans. Clearing All vegetation. brush and debris shall be removed. piled c;1nd burned, or otherwise disposed of, to give the sur- face a neat and finished appearance. Compacting Natural Ground After clearing, the natural ground shall be scarified to a depth of at least 12 inches, watered to optir-1um requirements and compacted to not less than 90 percent of maximum dry density, according to A.S.T.M. Test Method D-1557, in a f.our-inch diameter, cylindrical mold of 1/30th-cubic-foot volume. Field density tests shall be taken in the natural ground in accordance with A.S.T.M. Test Method D-1556. Fill Materials Materials for the fill shall be approved by the soils engineer and shall be free from organic matter and other deleterious substances. In the event that expansive materials are encountered within three feet of finished grade, they shall either be entirely removed or thoroughly mixed with good, granular material before incorpo- rating them in fills. No footing sball be allowed to bear on soils which, in the opinion of the soils engineer. are detrimentally expansive-unless designed for this clayey condition. Placing and Compacting Fill Material After preparing the areas to be filled, the fill materials shall be placed in layers not to exceed six inches in compacted thickness. Each layer shall be watered to optimum requirements and compacted to not less than 90 percent of maximum dry density in accordance with A.S.T.M. Test Method D-1557. Compaction of the fill shall then proceed in the specified manner to the grades as shown on the approved plans. When the slope ratio of the original ground is steeper than five-horizontal-to-one-vertical, the original ground shall be benched. Ground slopes flatter than five-horizontal-to-one-vertical shall be benched when considered necessary by. the soils engineer. Fill slopes shall be compacted by means of a sheepsfoot roller. or other suitable equipment. Slope compaction shall be continued until the slopes are stable but not too dense for planting. Field density tests shall be taken when considered necessary by the soils engineer in accordance with A.S.T.M. Test Method D-1556 and shall be made not exceeding two feet in vertical height providing each layer is tested. • Supervision Continuous supervision of the fill shall be made by the representative of Geotechnical Exploration, Inc., during the grading operation so that he can certify that the fill was placed in accordance with these specifictions. Season Limits No fill material shall be placed, spread or rolled during unfavorable weather conditions. When the work Is interrupted by heavy rains_. the filling operation shall not be resumed until field tests indicate that the moisture content and density of the fill are as previously specified. 0 D D D D 0 D 0 D D D 0 D D 0 D D D D ________________ _,;,.__ ________ -' -·------·-- LOWNEY a KALDVEER ASSOCIATES Foundation / Soil / Geological Engineers [ I I I I I I' 1· I I ,, I I I I I I I I I GEOTECHNICAL INVESTIGATION c.c.& F PALOMAR AIRPORT BUSINESS PARK PHASE I February 1974 I I I I I I I I I I I I I I I I I I I , ! Lawney-Haldueer AssaEiates Foundation I Soil I Geological Engineers 11558 SORRENTO VALLEY ROAD, SAN DIEGO, CALIFORNIA 92121 Cabot Cabot & Forbes HO West A Street, Suite ·1100 San Diego, Ca'lifornia 92101 A ttenfion: Mr. Paul Hammonds February 26, 1974 S 114--1, $602 JOHN V. LOW.NEY, C. E. PETER KALDVEER, C. E. ROBERT R. PRATER, Q. E. DONALD H. HILLEBRANDT, C. E. 714 / 453-5605 RE: GEOTECHNICAL INVESHGATION c.c.& F PALOMAR AIRPORT BUSINESS PARK -PHASE I CARLSBAD, CALIFORNIA Gentlemen: In accordance with your request, we have performed a detailed soil and geological investigation for the subject project.· The accompanying 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. · We refer you to the text of the report for detailed recommendations. If you have any questions concerning our findings, please call. Very truly yours, LOWNEY /KALDVEER ASSOCIATES Robert Prater RP:rcs cc: Addressee (4) Rick Engineering Company (4) ,, PALO AL TO / OAKLAND / MONTEREY/ SAN DIEGO I I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION For C .C.& F PALOMAR AIRPORT BUSINESS PARK . PHASE I CARLSBAD, CALIFORNIA To CABOT CABOT & FORBES 110 West A Street., Suite 1100 San Diego, California February 1974 I 1· I I. I I ·I I I .I I I I I I I I I ,I TABLE OF C0NJENTS Page No. Letter of Transmittal TITLE PAGE TABLE OF CONTENTS INTRODUCTION SCOPE I SITE INVESTIGATION A. Surface B. Subsurface c. Groundwater D. Geology anc;I Seismicity CONCLUSIONS AND RECOMMENDATIONS A. EARTHWORK 1. Clearing and Stripping 2. Preparation for Filling 3. Excavation 4. Materials for Fill 5. Expansive Materials 6. Slopes 7. Compaction 8. Trench Backfil I 9. Drainage 10. Construction Observation B. FOUNDATIONS 1. Footings 2. Slabs-on-Grade 3. Latera I Loads c. PAVEMENTS FIGURE l -SITE PLAN I FIGURE 2 -RECOMMENDATIONS FOR FILLING ON SLOPING GROUND FIGURE 3 -ANTICIPATED MATERIAL TYPES IN PROPOSED CUT AREAS APPENDIX A -FIELD INVESTIGATION Table A-1 -Summary of Exploratory Test Pits Key to Boring Logs Exploratory Boring Logs APP.ENDIX B -LABORATORY INVESTIGATION Gradation Test Data (Figures 8-1 ·and B-2) . Plasticity Chart and Data (Figures 8-3 and 8-4) Compaction Test Results (Figures 8-5 through 8-8 l l 2 2 2 3 3 4 4 4 5 5 5 5 6 7 7 7 7 8 8 9 9 10 I I I :1 I I .I :1 I I :1 I I . I I I I I I TABLE OF CONTENTS (Cont'd.) Table B-1 Results of No. 200 Sieve Tests l Table B-2 -Summary·of Direct Shear Tests on Undist1,,1rbed Materials Table B-3 -Summary of Direct Shear T-ests on Remolded Samples Table B-4 -Results of Confined Compression Tests Table B-5 -Results of Swell Tests Table B-6 -R-Value Test Results APPENDIX C -GUIDE SPECIFICATIONS -SITE EARTHWORK I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION FOR c.c.& F PALOMAR AIRPORT BUSINESS PARK -PHASE I CARLSBAD, CALIFORNIA INTRODUCTION In this report we present the resulJs of our geotechnical investigation for the Phase I portion of a proposed 330-acre business park to be located southwest of the intersection of El Camino Real and Palomar Airport Road in Carlsbad, California. The purpose of this investigation was to evaluate in detail the subsurface conditions at the site and to provide recommendations covering the geotechnical engineering aspects of the develop- ment. It is our understanding·that the buildings comprising the development will probably be predominantly one and two-story conqete tilt-up structures with slab-on-grade floors. Building column.loads will probably not exceed 100 kips and perimeter wall loads will likely be less than 5 kips per lineal foot. Floor loads will probably be less than 500 pounds per square foot. Extensive earthwork will be required to attain the design finish site grades. Cuts of up to about 55 feet and fills of between 25 and 30 feet are presently planned. The approxi- mate• boundaries of major cut areas are indicated on Figure 1 and are based on the Master Grading Plan (latest revision February 5, 1974) prepared by Rick Engineering Company. The first portion of the site earthwork in the Phase I area will involve l) cutting from the high area north of A Street (vicinity of exploratory borings EB-1 and EB-2, and test pits TP-1 and TP-2 shown on Figure 1), 2) filling the area adjacent to El Camino Real (vicinity of EB-6 and EB-7), and 3) cutting and filling along and directly adjacent to A Street and B Street (vicinity of TP-1, EB-3, WG-4, EB-15, EB-14, WG-3, WG-19). Details regarding the sequence of earthwork in the remaining portions of the Phase I area have not yet been established. It is our understanding, however, that some lots .. will not be finish graded during the initial earthwork operations but that large areas encompassing several lots;m·ay be onli graded smoothly for drainage to whhin a,!:>out plus or minus 2 feet of the-anticipated finish lot grades. ·-flni~h gra~ing of lotS: in these areas to safisfy the specific neecls of a given ·building and parking area will ,be und-erta.ken as individual lots are_ d~veJoped •. SCOPE The scope of work perform~d in fhjs if'!vestigation included a subsurface exploration program, geologic field reconnaissance, laboratory testing, engineering analyses of the field and laboratory data and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria for site earth- work, building foundations, slab-on-grade floors, and pavements. I I I I I I I :I I I I I I I S 114-1, Page 2 A preliminary geotechnical investigation of the entire 330-acre site was performed by Woodward-Gizienski & Associates of San Diego in May and June of 1973, the results of which were presented in a report dated June 18, 1973. Our detailed investigation as reported herein covers only the Phase I portion of the project as indicated on the Site Plan, Figure l. Our services consist o.f professional opink>ns and recommendations made in accordance with generally accepted soi.I, geologic and foundation engineering principles and practices. This warranty is in lieu of all other warranties either expressed or implied. SITE INVESTIGATION A field investigatic;>n including a subsurface exploration and geologic field reconnaissance was performed at the site during the period of February l through 7, 1974. Nineteen exploratory borings were drilled to a maximum depth of 48 feet using a truck-mounted, continuous flight auger. In addition, twelve exploratory test pits were excavated with a backhoe to a maximu·m depth of 12 feet. The borings and test pits were located across the site so as to maximize the usefu'lness of the boring logs from the earlier preliminary investigation. The approximate locations of all borings and exploratory test pits are shown on the Site Plan, Figure l and the logs of our borings and a summary of the condi- tions encountered in the test pits are included in Appendix A. The results of the labora- tory tests are presented in Appendix B. It should be noted that the elevations referred to on the boring logs and test pit summary are only approximate and. were roughly estimated utilizing the ground surface contours shown on the Master Grading Plan prepared by Rick Engineering Company. A. Surface The Phase I portion of the site is irregular in shape and covers roughly the eastern half of the 330-acre site. The terrain is generally moderately rolling with ground surface eleva- tions ranging from a low of about Elev. 180 to a high of about Elev. 320. The hillsides have a maximum inclination on the order of 4 horizontal to l vertical. A gently sloping draw traverses the central portion of the' area in a northeast-southwest direction. Much of the area is presently under cultivation. The gro.und s_urface in those areas not under cultivation generally supports a moderate to heavy growth of a brush and chaparral. A few trees are present in the lower lying areas. Buried sewer pipelines traverse the site at the locations indicated on Figure 1. B. Subsurface The subsurface materials as encountered. in the exploratory borings and test pits were of four general types: 1) residual surface soils, 2) colluvial soils, 3) formational sandstone. and, 4) formational mudstone. ~~~idual surface soils, generally varying from 1 to 5 feet thick, were encountered on the ridges and hillsides overlying the formational materials. The residual soils vary in compo,sition from silty sands to potentially expansive sandy and silty clays. Over most of the site, fhe surface soils were in a loose condition only to a depth of several inches below the ground surface. I I I I I 1. I I I I I I I I I I I I I S 114-1, Page 3 Colluvial soils consisting predominantly of dense silty and clayey sands and stiff silty and sandy clays were encountered near the bottoms of ravines and draws to depths varying from about 2 to 15 feet. These materials are only slightly compressible but in general possess a moderate to high expansion potential. Formational sandston~ is the predominant material type across the site. Most of the pro- posed major cuts in the southeastern half o(the site will be in sandstone. In its natural state the sandstone possesses good strength characteristics with regard to slope stability but is quite susceptible to erosion. The sandstone is a non-expansive material and is · .. of good quality with respect to pavement subgrade characteristics. Formational mudstone (si Its tone and claystone) was generally encountered below the residual surface soils and colluvial soils at the low.er elevations in the northwestern half of the site. These materials possess good strength characteristics with regard to slope stability, have a low potential for erosion, but do exhibit a moderate to high potential for expansion • In only three borings (EB-2, EB-7, and EB-9) were the formational materials sufficiently hard to make drilling difficult. In two of the borings (EB-7 and EB-9) the hard materials were encountered well below the proposed finish site grades. In EB-2, drilled in the area of the proposed deep cut in the eastern portion of the site, hard drilling was en- countered just below the proposed finish lot grade of Elev. 275. The ha rd materials are thought to ~e present only in relatively thin layers and should present no particular difficulty with regard to excavatqbility utilizing heavy ripping equipment. The attached boring logs and related information depict subsurface conditions only at the specific locations shown on the Site Plan end on the particular date designated on the logs. Soil conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of lime may result in a change in the subsurface conditions due to environmental changes. C. Groun·dwater Free groundwat~r was not encountered in any of our exploratory borings or test pits during our svbsurface exploration. It must be noted, however, that fluctuations in groundwater levels may occur due to variations in rainfall and other possible factors. D. . Geology and Seismicity The site is underfain by sandstone and mudstone strata of the Delmar Formation which on a regiona I basis dips 2 to 4 percent in a southwesterly direction. In general, the forma- tional materials at the higher elevations across the property consist predominantly of sandstone with mudstone (interbedded siltstone and claystone) at the lower elevations. Because of the regional dip to the sot?thwest, the usually gradational contact between the sandstone and mudstone lies at an elevation approaching Elev. 280 feet across the ·northeasternmost par·t of the property, at about Elev. 250 across the central portion and at about Elev. 180 across the southwesternmost portion of the Phase I area. I I 'I I I I I 1· I I I I' ' I I I I I I S 114-1, Page 4 Based on our geologic reconnaissance, inspection of aerial photographs, and review of available published information, it is our opinion that 1) there are no existing landslides on the property, 2) no active faults pass through the site, 3) any minor inactive faults in the area including those described in the preliminary geotechnical report prepared by Woodward-Gizienski & Associates can and should be ignored with regard to seismic risk. The nearest known major active faults are the Elsinore and San Jacinto Fault Zones located 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 can predict when dnd where an earthquake will occur. Nevertheless, on the basis of current technology, it is reason- able to assume that the proposed development will be subjected to at least one moderate earthquake during its design 1-ife. During such an earthquake, the danger from ,fault offset through the site is remote, but strong ground shaking is likely to occur. CONCLUSIONS AND RECOMMENDATIONS From a geotechnical engineering standpoint, the primary feature of concern at the site is the moderate to high expansion potential of much of the residual surface soils, colluvial soils, and mudstone formational materials underlying the site. Where these materials are exposed at or near the finish subgrade level of building pads, the proposed buildings and slabs-on-grade could be subject to damage due to heave of the expansive material:;. There- fore, on those building pads where such a condition exists, it will be necessary to 1) extend the building foundations somewhat deeper than would normally be required, and 2) provide a mat of non-expansive fill beneath all slabs-on-grades. 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 sandston·e fill. In cut areas where the natural subgrade is comprised of expansive materials, it will be necessary to overexcavate the expansive materials within bui I ding areas and replace them with non-expansive sandstone fit I. With regard to pavements, substantially thicker pavement sectio~s will be reqµired where clayey soils and mudstone materials are exposed at or near the finish subgrade surface than will be required in those areas where sandstone (natural or as fill) is present. Present plans are to cap the subgrade in all City streets with sandstone fill. In this case, the thinner pavement sections associated with the sandstone materials will apply. Detailed recommendations are presented below in the subsequent sections of this report. A. EARTHWORK 1. Clearing and Stripping 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. After clearing, the cultivated areas as well as other areas supporting a growth of surface · grass and weeds should be stripped to· a ~ufficient depth to remove all surface vegetation and organic laden topsoil. At the time of our field investigation, we estimated that a stripping depth of approximately 3 inches would be required in the cultivated and grassy I I I I I I I I 1 i I I ' I l . I I l I I· I I I I I S 114-1, Page 5 areas. Over much of the site little or no organic laden topsoil and surface vegetation other than heavy brush and chaparral is present. In these areas, stripping wil I not be required assuming that the clearing operation accomplishes removal of most of the brush and chaparral roots. The actual stripping depths and extent of the areas requiring stripping should be deter- mined in the tie Id by our representative at the time of construction. Stripped materials may be either stockpiled for later use in landscaping or disposed of off-site. 2. Preparation for Filling After the site has been cleared, stripped, and 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 several inches and as a result the normal scarification and recompaction process should be adequate to effectively stabilize these soils. If, however, substantially greater thicknesses of loose soils are encountered in isolated are~s during the site preparation work, the loose soils should be excavated down to firm ground and recom- pacted prior to placing overlying fill. Fills constructed on natural slopes having an inclination steeper than 6 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 borings and test pits, and our experiences with similar materials, it is our.opinio.n 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 forma- tional materials may be encountered. 4. · Materials for Fill All existing on-site soils and formational materials below the stripped layer with an organic content of less than 3 percent by volume are suitable for reuse as fill. The us·e of potentially expansive soils and mudstone : materials as fill should, however, conform to the require- ments of Item A.5., 11Expansive Materials". Fill material should not contain rocks or lumps greater than 6 inches in largest dimension with not more than 15 percent larger than 2.5 inches. All material for use as fill should be approved by the soils engineer. 5. Expansive Materials Potentially expansive residual soils, colluvial soils, and muds tone formational materials taken from the required site excavations should be used as fill only up to within 2 feet of I I I I I I :1 I I I I I- I I I I I I S 114-1_, Page 6 the design finish lot grades. The upper 2 feet of fil I in finished graded areas should be non-expansive sandstone fil I material. In order to help minimize the potential for expan- sion, expansive materials placed as fil I within 4 feet of the finish lot grades should be compacted at a moisture content at least 2 percent above optimum moisture content. The determination as to which materials are expansive and which are not should be made in the field during construction by the soils engineer. Figure 3 shows our interpretation of the subsurface conditions within proposed cut areas across the site in regard to the extent and anticipated depths of expansive and non- expansive soils and formational materials. The figure is intended to be used for general planning purposes only and is base·d on very rough approximations of the site conditions as determined by our field exploration work. It is likely that expansive materials are present at !easy in limited quantities within those areas designated as being in non-expansive sand- stone. Similarly, it is likely that significant quantities of non-expansive material may in fact be present within areas zoned as being predominantly expansive material. Based on the limited information provided by our field exploration work, it would at this stage be impossible to predict the actual conditions that exist on every building lot (in cut) at the proposed design finish grades. A more accurate determination of the expansive material conditions on individual lots in cut can be made subsequent to the rough site grading work. Prior to constructing buildings, however, each individual building lot should • l be evaluated in order to accurately determine the extent and severity of any expansive materials that may be present at or near the finish lot grades. 6. Slopes Based on the results of our geologic reconnaissance of the proposed cut areas, laboratory tests, and stability analyses, it is our opinion that the proposed cut slopes and fill slopes will be safe against mass instability if constructed to an inclination no steeper than 1.5 horizonta.l to 1 vertical. This applies to all cut slopes up to 60 feet in height and fill slopes of up to 50 feet. It is essential that our representative inspect the materials exposed i_n the proposed cuts during the excavation work to check for any signs of potentially un- stable areas and to verify that the materials encountered throughout the excavations correspond to those anticipated from our e-xploratory borings and test pits. Fill slopes should be constructed so as to assure that the minimum required degree of compaction is obtained out to the finishe·d slope surface. This may be accomplished by 11over-buildin911 the slopes laterally at least 2 feet during placement of fill and then trimming them back to the design finish lines and grades. Alternatively, the slopes should be compacted by 11backrolling11 with sheepsfoot roUers or other suitable equipment in 3 to 5 foot vertical increments as the fill is raised. The project plans and spedficatiQA~ should contain all necessary design features and con- structio.n requirements to prevent erosion of the on-site soils both during and after con- struction. ; · -· - I I I I I I I I I I I I I I I I I I I S 114-1, Page 7 7. Compaction All structural fill should be compacted. to a minimum degree of compaction of 90 _ percent as determined by ASTM Test Designation D1557-70. The upper 6 inches ofthe ~ubgrade soils beneath ·vehicular conc;ete slabs and pavements should be compacted to a minimum degree of compaction of 95 percent. Fill material should be spread and compacted in lifts not exceeding 8 inches in uncompacted thickness. Poten- tially expansive clayey soils and· mudstone materials placed as fill within 4 feet of the design finish lot grades shoul~ be compacted at moisture content at least 2 percent above the laboratory optimum moisture content as recommended under Item A.5., "Expansive Materials11 • Based on the results of the laboratory tests we estimate· that the on-site formational materials will undergo no shrinkage due to compacti'on 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 col luvial soils which may be subject to signifi- cant shrinkage upon compaction, we feel that an over-all average shrinkage factor of betw~en -3 and -J:-3 percent "'!'ould b~ reasonabl_: for_planning purpo_ses. 8. Trench Bockfi II Pipeline trenches should be backfilled with compacted structural fill. Backfill material should be placed in lifts not exceeding 8 inches in uncompacted thickness and compacted by mechanical means to a minimum degree of compaction of 85 percent. In al I pavement and building pad areas, the upper 3 feet of trench backfill should be compacted to a minimum degree of compaction of 90 percent. The upper 6 inches in pavement areas should be com- pacted to 95 percent. · 9. Drainage The project plans should incorporate the necessary drainage features so as to prevent surface water from .running over the crest of either cut or fill slopes. . Positive surface gradients should be prov-ided adjacent to buildings so as to direct surface · water away from buildings and slabs toward suitable discharge facilities. 10. Construction Observation Variations in soil conditions are possible and may be encountered during construction. In order to p~rmit correlation between the preliminary soil data ·and the actual soil condi- tions encountered during construction and so to assure conformance with the plans and specifications as originally contemplated, it is essential that we be retained to perform on-site review during the course of c~nstruction. All earthwork should be performed under the observation of our representative to assure proper site preparation, selection of satisfactory fill materials, as well as placement and I I I I I I I I I I I I I I I I I I I S 114-1, Page 8 compaction of the fills. Sufficient notification prior to earthwork operations is essential to make certain that the work will be properly observed. All earthwork should be per- formed 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 bui-ldings on specific lots will vary depending upon the type of materials actuc;illy comprising the finish subgrade of the building pad. As individual lots are finish graded, the soils engineer should determine the foundation requirements based on his evaluation of the actual subsurface conditions within the area of the proposed construction. 1. Footings The proposed bui:ldings may be supported on conventional continuous and/or individual spread footings. Where non-expansive materials are exposed at the finish subgrade surface to a depth of at least 2 feet, footings should be founded at least 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 lo\A(est adjacent finished grade or 20 inches below rough pad grade, whichever is deeper. Also, footings located adjacent to utility trenches should have their bearing surfaces below an imaginary 1.5 horizontal to l vertical plane projected upward from the edge of the trench bottom. In cut areas where footings will be 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 fill and/or natural soils, they should be designed for allowable bearing pressures of 2,500 psf for dead loads, __ · 3,500 psffor combined dead and live loads, and 4{;500 psf for all loa~s fncluding wind or sei~.~ic~--Atf fo;ting; shoufd,--however, have a mi~tmum 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 le~st 5 feet of horizontal cover between the footing and the slope face at the footing bearing level. All continuous footings should be reinforced with top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. Any visible cracks in the bottoms of footing excavations should be closed by soaking prior to placement of concrete. To assure that footings are.founded in material of adequate bearing capacity, it is essential that the soils engiri~~r inspect the footing excavations prior to placing rein- -forcing steel or concrete. I I I I I I I I I I I I I I I S 114-1., Page 9 Settlements under the anticipated building loads ctre expected to be within tolerable limits for the proposed structures. We estimate that total settlements will be less than 3/4 inch and differential settlements across any one building should not exceed 1/2 inch. Most of the settlement is expected to occur during construction or shortly thereafter. Although some settlement of the deeper fills is anticipated, most if not all of this settlement is ex- pected to occur during and immediately after placement of the fill and prior to construc- tion of buildings. : 2. 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 material. On those lots where expansive materials are present within a 24-inch depth of the finish subgrade surface, we recommend that fhe subgrade materials within the building area and beneath all proposed exterior slabs-on-grade 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-expansiv~ 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. Just prior to construction of slabs, the subgrade surface should be proof- rolled to provide a smooth, firm surface for slab support. In areas where floor wetness would be undesirable, 4 inches of free draining, rounded gravel such as '3/-S-inch pea gravel should be placed beneath the floor slab to serve as a capillary barrier between the subgrade soil and the slab. In order to minimize vapor transmission, an impermeable membrane should be placed over the gravel. The sand will help protect the membrane during construction and it should be in a moist condition to air in curing the concrete. The sand and gravel layers would be in addition to the recommended thicknesses of non-expansive fill. Capillary break material should not be used in areas where slabs will be subjected to concentrated heavy loads such a's would be imposed by loaded fork lifts. 3. Latera I 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 addi.tional allowable passive resistance equal to an equivalent fll:Jid 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 allowable friction coefficient of 0.35 and a passive resist~nce of 2,000 pounds per square foot are applicable. ---- I I I I J .1- ·I I. I I .I \ I I I I I l I S 114-1, Page 10 C. PAVEMENTS In order to .evaluate the pavement subgrade qua I ities of the predominant on-site materials, 11R 11 (resistance) value tests were performed on samples of the formational sqndstone and the poorer quality claystone. The results of the tests_which are summarized in Appendix B indicate that the R-value by expansion wil·I govern the design of pavements on both the claystone and sandstone materials for most traffic indices. For comparison and 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 .0. 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. According to the City of Carlsbad, the 7 .O index is normally required for city_ streets subject to relatively heavy truck traffic. TYPICAL PAVEMENT SECTIONS 'Pavement Components Subgrade Design Asphaltic Total Materi~I Traffic Design Concrete Aggregate Base Thickness Type_ Index R-Value . (Inches) Class 2 (Inches) (Inches) ~ 3.5 42. 2.0 4.0 6 SANDSTONE 5.0 47 2.0 4.0 6 7.0 50 3.0 6.5 9.5 3.5 9 2.0 6.5 8.5 CLAYSTONE 5.0 .12 2.0 11.0 13.0 7.0 12 3.0 16.0 19.0 Note: The pavement sections given above for the sandstone subgrade would be applicable to clay soil and claystone areas· provided that 12 inches of sandstone fill material· overlies the clayey materials. The above pavement sections are for general information only and represent the approxi- mate extremes in pavement requirements anticipated at the site ba~ed on the quality of the subgrade materials. 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. Asphaltic 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 compaction should be determined by ASTM D1557-70. ,. Property Line \ 0<->.A4,~t·,• :F·,: '),·A'··-:). ,j_Y::' r-~ /.J;//:77"'>-.-.n 1/~Ji.,,,..,. ')..\··A:., .. -1 I. ·."''.'.X,:s.' '-..l ~ £;2rf('1lr -------------------I'-:'. -. --.. I· . . .. ' ~ -.. . .. ----·-"• -·1 . ------------ i I LEGEND N ,,..,_.,,;--c-7.=.,. c-------' EB-1 -$- \l Ii Indicates Approxilmate Location of Exploratory Boring by Lowney/Kaldveeri Associates. Annrr'\vi,.,,..,..h,, <:,..,..I,, /r::,.,,~~\ TP-1 -$- WG-1 Q lndicat~s Approxilmate Location of Exploratory Test Pit by Lowney /Ka I dved Associates. 4 . Indicates Approxl}nate Location of Exploratory Boring drilled by Woodward-Gizierski & Associates for pref iminary investigation report dated Jun€!; 18, 1973. f' it~ b • \';\6?/· ·\· .. · ·;;pJ,· ··.}. ·o 't;-ru6' ':~~~------~~--_:"-.:..,--;':,J:_D>i'~( '~---}.;~/ t 1 ~~~--~:~,;~ . -·"'.\.''(\_I •'·•:'f,,·' ,.' ''f,;-,.,• ,,!,• .,ff~~~-_;,-v".;.T ' '?; ~-· ,' , -/, ·; 'tt: ,, ___ ,),,,.~· . -·-:'.\,.~~2 ~-: /JI ~/; 1 _,,. _.,.., --L, r_,-r.-t1.f.,._,--_ _. __ ., .. , \·•1o1, ,·.,,. ·---.'-CS-·, . ...:: __ ,~-=--;3" __ ,~,~~ , .. _.:'t.- Indicates Approxifnate Extent of Cut Areas, Based on Master Grading Plan. l f . t .----- Limit of lnvestigation :---- (Phase l Area) ------. ------- Base: Master Grading Plan (latest revision February 5, 1974) prepared by Rick Engineering Company. ., I SITE PLAN lmiwrmriiy .. HmildlWtelr i!li!imlf!:il!llilm~ c.c.& F PALOMAR AIRPORT BUSINESS PARK 11 Carlsbad, California Foundation I Soil I Geological Engineers PROJECT NO. DATE . I I Figure 1 I' S~l4-1 February 1974 I ,,.~..,------·--~--..--,·------·· -------· ..,. ·----...... -. .... , .. --.. --.• ,..,.~_,.. _______ ., _______ ~ .. -.. --~· --~------.. , ....... -... _____ ... _""(!' Original ground surface Horizontal benches_...... __ in firm ground Note: Fills to be keyed and benched as shown into natural ,ground where the natural slopes are steeper than 6 horizontal to 1 vertical. lowney-Haldveer Associates Foundation I Soll/ Geological Engineer,, Compacted fit I Zone of loose surface soil Toe Key 10 ft. minimum width REC0MMENDATIONS FOR FllLING ON SLOPING GROUND . C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. I DATE S114-1 I February 1974 Figure 2 J I I ,I '1 :1 -N ·1 •1 '~/' \ y 1, ·,. '·~ ~""---- ~ . ~ -~ --~ . ,, -, ~ Approximate Scale (Feet) ~--"'~~-.-.~-• ,~~ ~ ··-Bw.r-.m. ;;;;~,..-:_ -_-==--===-i-. ---.. r=:='. ~~ ~~ 0 500 1000 2UUU 3000 :'/ ,,, r ' The proposed cut areas shown on the adjbcent plan have been zoned based upon the materials that are I ikely to be encoljnJ-ered in the excavations. This summary of the subsurface conditions in proposed!cut areas is general in nature and for planning purposes only. Material types land subsurface conditions in general are I ikely to vary considerably within any o1ne zone. Zone ZONE A ZONE B ZONEC ZONED ZONE E . ZONE F ZONEG ZONEH / Description G~o~ quality non-expansi1/-'~ sandstone from near the surface down to roughly Elev. 260. Some .he\::tvy ripping may be required at the lower efevations within the cul". / j ' Expansive mudstone above· ijlev. 200. Expansive colluvial soils in ravines. Possibly some nontexpansive sandst~ne at higher eleval"ions in this area. ·.: ' 'l Expansive soils at the surfµITe and expansive mudstone above Elev. 200. Good qua I ity non-expa-nsiv.f sandston~ fro~ near the surface down .to rou?hly Elev. 260. Expans'1ve col luv1al soils may be encountered in ravines. J Good quality non-expa~sivk sandst:ne from near the surface down to Elev. 200 near the east enj and down to Elev. 180 near the west end. Area predominantly overla~1 with potentially expansive surface soils fol lowed by potentially e¼p;ansive mudstone above Elev. 200. Approximately 3 feet of ~0-1entially expansive surface soi I overlying good qua I i.ty non-expansiv~ sandstone down to roughly Elev. 270. ;1, Same as Zone G. / I .\ I if -i Base: Master Grading Plan ------·---·-·-----··----·-· ··-'·-1 J (latest revision February 5, 1974) prepared by Rick Engineering Company. ' ~ ltil!W~!\ll=Hllilhflijfei!l' ·1m§~10:01i!i!!i Foundation I Soil I Geological Engineers J Antic'lpated Material Types in Proposed Cut Areas c.e~.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJHCT NO. DATE 3 1 Figure __ ?j 14-1 Febr_t.J_CJ_I)' 197 4 ff \ I I I I i j I 1 I I I I I I ' I I I ! ; I I I I I 1· I ~ APPENDIX A -FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program using a truck-mounted, 6-inch diameter, continuous flight auger and a Case 580- backhoe with a 24-inch bucket, Nineteen exploratory borings were drilled during the period of February l through 4, 1974 to a maximum depth of 48 feet at the approximate locations shown on the Site Plan, Figure 1. The soil and bedrock materials in the borings were continuously logged in the field by our engineer and described in accordanc_e with the Unified Soil Classification System ·(ASTM D2487). The logs of the b·orings as well as a key for soil classification are included as part of this appendix. In addition, twelve backhoe test pits were excavated on February 4 and 7, 1974 to depths ranging from 6 to 12 feet. The approximate locations of the test pits are also shown on the Site Plan, Figure l and the materials encountered in the test pits are summarized in Table A-1. The approximate ground surface elevation noted on the boring logs and on the summary of exploratory test pits were taken from a preliminary grading plan prepared by Rick Engineer- ing Company, dated· January 27, 1974. Representative bulk and undisturbed samples were obtained from the exploratory borings and test pits dt selected depths appropriate to the investigation. All samples were returned to our laboratory for evaluation and appropriate testing. Standard penetration resistance blow counts were obtained in the borings by dropping a 140-pound hammer through a 30-inch free fall. A 2-inch O.D. split spoon sampler was driven to a maximum depth of 18 inches and the number of blows recorded for each 6-inch penetra'tion interval. The blows per foot recorded on the boring log represent the accumulated number of blows that were re- quired to drive the last 12 inches. Where high resistances were encountered, the sampler was driven to the lesser interval indicated on the boring logs. Samples were also obtained by driving a 2.5-inch I.D. California Sampler 12 inches into the soil using the 140-pound hammer. ·Boring log notations for the standard split spoon and California samplers are as indicated below: ~ Standard Spilt Spoon Sampler ~ California Sampler The boring logs and summary of exploratory test pits show our interpretation of the subsurface conditions at the dates and locations indicated, and it is not warranted that they are repre- sentative of subsurface conditions at other locations and times. -------------------TABLE A-1 -SUMMARY OF EXPLORATORY TEST PITS •. i·, Depth-Interval, Surface Depth Stratification 1 • From Which-,, Exploratory Elevation of Test Interval '1 Bulk Sample Test Pit No. (Feet) Pit (Feet) (Feet) Descript_io_l'I_ of Material ·1 ·ral<en (reef) · - TP-1 295 (approx) 10 0-1 SILTY SAND, fine grained (SM) 1-10 SANDSTONE, fine grained (SM) 2-4; 6-8 TP-2 265 (approx) 12 0-1.5 SILTY SAND, fine grained (SM) 1.5-12 SANDSTONE, fine grained (SM) 6-8; 10-12 TP-3 265 (approx) 12 0-2 SILTY SANDY CLAY (CL) · . 0-1 2-8 SILTY CLAY (CL) with cobbles 6-8 (to 4 11) from 6 'to 8 Feet 8-12 SILTSTONE (MH) 8-10 TP-4 260 (approx) 11 0-4 · SANDY CLAY (CH) 1-3 . 4-11 CLAYSTONE (CL-CH) 6-8 · TP-5 265 (approx) 6 0-6 SILTY SAND, fine grained (SM) 2-4 TP-6 305 (approx) 10 0-3 SANDY CLAY (CH) 0-2 3-10 SANDSTONE, fine grained (SM) 5-:-7 TP-7 255 (approx) 10 0-1 SIL TY SAND, fine grained (SM) 1-10 SILTSTONE/CLAYSTONE {CL) 5-7 TP-8 270 (approx) 12 0-5 SILTY SAND, fine grained (SM) 5-12 CLAYSTONE (CH) 6-8 TP-9 205 (approx) 10 0-10 SANDSTONE, fine grained (SM) {Continued) ------·"·-------------~------------------ TABLE A-1 -SUMMARY OF EXPLORATORY TEST PITS (Cont'd.) Depth Interval Surface Depth Stratffication From Which Exploratory Elevation of Test Interval Bulk Sample . Test Pit No. (Feet) Pit (Feet) (Feet) Description of Material · Taken (Feet) TP-10 275 (approx) 11 0-11 SANDSTONE, fine grained (SM) TP-11 300 (approx) 10 0-10 SANDSTONE, fine grained (SM) TP-12 220 (approx) 12 0-7 SILTY SAND, fine grained (SM) 7-12 CLAYSTONE (CH) 8-10 Notes: (l) TP-11 and TP-12'.were excavated.on February?, .. 1974. All others_'Nere excavated on February 4, _1974. (2) Groundwater was not encountered in any of the expforatory test pits a.t time of excavation. - I I I I I I I I I I I· I I I ' I ' I ' I I I PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOL . GRAVELS CLEAN GW Well graded gravels, gravel-sand mixtures, little or no ...J GRAVELS . fines. · . ~ MORE THAN HALF CLESS THAN Poorly araded gravels or gravel-sand mixtures, little or (/) a: 0 GP --'· Wo OF COARSE 5% FINES) no fines .. 6 !.i: N (/) :E . FRACTION IS GRAVEL GM Silty gravels, gravel-sand-silt mi".tures, non-plastic fines. 0 C) u. z. w LARGER THAN WITH w oz N FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. z u. <( U) NO. 4 SIEVE ~ ...J :::c w CLEAN 4: I-> SANDS SW Well graded sands, gravelly sands. little or. no fines. l!) :::c w SANDS a: w zw U) MORE THAN HALF (LESS THAN (/) 4: l!) SP Poorly graded sands or gravelly sands, little or no fir.es. a: :::c ~-OF. COARSE 5% FINES) ~ I-...J w FRACTION IS SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. u a: en o-SMALLER THAN WITH :E NO. 4 SIEVE FINES SC Clayey sand~. 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: U) ow 6 ...J CL lnorf/anic clays of low to medium plasticity, gravelly ...J w LIQUID LIMIT IS (/) u. 4: > -cays, sandy clays, silty clays: lean clays. · ...J :E w LESS THAN 50% 0 ~ en ci)" OL Organic silts and organic silty clays of !ow plasticity. w z z en 0 -~ 4: -0 MH Inorganic silts micaceous or diatomaceous fine sandy or :::c ...J N SILTS AND CLAYS I-~ d sJlty1soils, · elastic silts. l!) w a: a: w z LIQUID LIMIT IS CH · Inorganic clays of high plasticity, fat clays. w o~z z ~ :E·~ GREATER THAN 50% ii: OH Organic clays of medium to high plasticity, organic silts. I-' HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. . I DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS -200 40 10 4 3/411 311 1211 SAND ~RAVEL SILTS AND CLAYS I I I COARSE COBBLES BOULDERS FINE MEDIUM COARSE FINE GRAIN SIZES SANDS,GRAVELS 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 MfDIUM DENSE 10 -30 STIFF 1 -2 8 -16 DENSE 30 -50 VERY STIFF 2 -4 16 -32- VERY DENSE CNER 50 ' .. HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY tNumber of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0.0. (1-3/8 inch 1.0.) split spoon CASTM D-1586). :tUnconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated by the standard_ penetration test CASTM D-1586), pocket penetrometer, t_orvane, or visual observation. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System CASTM D-2487) lownev·Kaldueer R!isociates c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers PROJECT NO. DATE S 114-1 February 1974 Figure A-1 I I I .I I I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 320'(Approx) LOGGED BY DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION DESQRIPTION AND REMARKS SILTY SAND, fine grained • ~ '", , r-., ,•.I SYM-COLOR BOL red- brown .....,__...,__ !:>ANLJ!:>IUNE, fme grained Bottom of Boring = 23 Feet Note: The stratification lines represent the appro,;imate boundary between material types and the transition may be gradual. ' light · brown white- brown SOIL CONSIST. TYPE loose SM a: DEPTH w .J a.. (FEET) ;:;; < "' n - ........ - Forma-SM -tional ... - _=r::60/611 8 Material ..... - ..... 5 - .... - .... - .... - ..... - -10- ..... - ..... - .... _z 80/611 -- .... 15 -.... - .... -.... -.... - -20-.... - --r::;::;o 80/61 .... - -25 - -- -- .... - .... - '-30- .... - .... - ,--... - .... 35 - .... ----... - ... - '-40 - EXPLORATORY BORING LOG MRO 2/1/74 lawney-Haldueer Assatiutes C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Fou11datlon I Solt I Geological Engineers PROJECT NO. DATE BORING S 114-1 February 1974 NO. I I I I I I I I I I I I I I 1· I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 300'(Approx) LOGGED BY' DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION J-------,----------'--~-...---'---,r----..--~ DEPTH DESCRIPTION AND REMARKS SILTY SAND, fine grained SANDSTONE, fine grained (grading silty below 28 Feet) Encountered Refusal at 30 Feet Note: The strotificotion lines represent the approximate bounclory between material types and the transition may be gradual. SYM-COLOR BOL CONSIST. SOIL TYPE (FEET) red- brown dense white-Forma- . brown tional Material gray- white gray-E>rown whit,=, ,... V SM .... --[I 80 SM .... - -5 - -- -- --·- ,.._ 10- -.... - .... _1:270/611 - .... 15 - -- -- ,_ - .... - - .... .... . =IT ao ,_ 25 - .... - .... - .... -tz 60 .... ---r-r 50/311 .... - .... - .... - .... - ,_ 35 - .,-- .... - .... .;. .... - ~0- ~ a:-w I-I-z <w :: S: 0 (.) 14 13 8 EXPLORATORY BORING LOG MRO 2/1/74 lowney·Haldueer Associates C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers 1---P-'--R_OJ_E_C_T_N_0_._--1-___ D_A_T_E __ ....... BORING S 114-l February 1974 NO. 2 I I I I ·I I I I I I I I I I -1 I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 230'(Approx} DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND, fine grained ..... SANDSTONE, fine grained Bottom of Boring = 18.5 Feet Note: The slratilicatian lines represent the approximate boundary between material types and the transition may be gradual. · SYM-COLOR SOL gray- brown light brown gray- brown 1-ight brown CONSIST. loose dense Forma- tional Material 6 Inches a: DEPTH w ..I D. SOIL (FEET) :::;; < TYPE Cl) -V U_ SM .:.. - '---CZ :SM ,_ -.... 5 -.... - ,_ -IT ,_ - ,_ - -10-.... - .... - .... ' - -- -15 - ,_ - ,_ - ,_ -IT ,_ - -20-,_ - ~ - ,_ - -- -25 - -- -- ,_ - ,_ - '--30- '-- ,_ - ,_ - ,_ - ,_ 35 - ,_ - ,_ - ,_ - -- 1-40- LOGGED BY DATE DRILLED 8 45 50 48 ~ a:!.. wi-t-z <w. :: !z 0 u 12 12 13 EXPLORATORY BORING LOG MRO 2/1/74 lowney•Haldueer Associotes C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soll I Geological Engineer• 1---P .... RO_J_E_C_T_N_O_._~ ___ D_A_T_E __ ....J BORING February 1974 NO. 3 S 114-1 I I I I I I I I :I :I I I I I I ~, DRILL RIG Continuous Flight Auger SURFACE ELEVATION 285'(Approx) DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DESCRIPTION ANO CLASSIFICATION a: DEPTH UJ ..J Q. DESCRIPTION AND REMARKS. SYM-COLOR CONSIST. SOIL BOL TYPE (FEET) :a: < en I'\ V SILTY CLAY light hard CL ,-.. -X Liquid Limit = 27% Plasticity Index = 12% brown : ..... - ,--IT --Passing No .200 Sieve = 54% ,_ 5 - ..... - ,_ --- ,_ - 1-----------------+------lf-----1-------1--4-10- SANDSTONE, fine grained Bot.tom of Boring = 33 Feet Note: The stratification lines represent the approximate bounclory between moteriol types ond the transition moy be gradual. white-Fo·rma_-: · SM ,_ - brown light gray- brown tional Material I-- ,_ _tz -,-- -15 - -- -- -- ,_ .., '-20- ,_ - ,_ - ,_ _er: I-- -25 - -- -- ,_ - ,_ - '--30- '-- ,_ -r:;7 ,_ - ,_ 35 - ,_ -... - .... - ,_ - LOGGED BY , MRO DATE DRILLED . 2/1/74 Jar Samp 60 ~0/6" 40/611 50/611 ,!-a:;: LUz ~UJ ::::~· e 0 (.) 14 12 EXPLORATORY SORING LOG lawney-Haldueer Associates Foundation I Soll I Geologlca/Englneer• c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California .__P_R_OJ_E_C_T_N_O_. ______ D_A_T_E __ ~ BORING 4 S114-1 February 1974 NO. ·1 I I I I I ·1 I I I I I I I I ,I ~ \ ~ DRILL RIG Continuous Fl.ight Auger SURFACE ELEVATION290'(Approx) LOGGED BY, MRO DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/1/74 z w-: DESCRIPTION AND CLASSIFICATION ~ a: ~ut;: a:;:-UJ 1-z....._ DESCRIPTION AND REMARKS SIL '.y SA_!"' DI fine grai ne~. SANDSTONE, fine grained (Break in log from 19 to 30 Feet) V SYM-COLOR SOL CONSIST. loose SOIL TYPE SM DEPTH ...J D.. (FEET) ::; < en ('\ - -red.;, brown ------. /- _-·sM .... white- brown F.ornia--- tional ,_ _tz Materi al .... - .... 5 - .... - ._ -.... - .... - ~10-... - ,_ - ---- .... 15 - light. .... - gray-_ ,_ -_tr: white ..... ' ~ . " ... <<en Wz I= !ii ;: !;;: UJ UJ<i50 ;: \z z UJ'...J 0 ~ a:S u 40/611 50/8' 10 . f-'----___Jl,-.----'------,--..--__,;t,..----.-------... ~H--,-____,;,----,--....-1,,-.....---~-~ ~ ~('\ Ill V\,I " SANDSTONE, fine grained Note: The strotification lines represent the approximate boundary beho(een material types ond the; transition may . be gradual. Bottom of Boring = 48 Feet lowney-Haldueer Associates Foundation I Soil/ Geological Engineers light gray- white light brown Forma-: SM ... -: tional .... - Material ..... -tz 50 .... - ,_ 35 - --.... - ..... - .... - '--40- ..... - '-- ,_._ -... - --45 -..... - --~ 60/61 10 -- 1--50- EXPLORATORY BORING LOG C .C .& .F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California 1---PR_O_J_E_C_T_N_O_. --1----D_A_T_E-'--_--,1 BORING 5 S 114-1 February 197 4 NO. I I I I I- I I I I I I I I I I (I ·I I ·I DRILL RIG Continuous Flight Auger SURFACE ELEVATION285'(Approx) LOGGED BY MR 0 DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/J/74 DESCRIPTION AND CLASSIFICATION 1----------------,---,-----,,----,---f DEPTH (FEET) DESCRIPTION AND REMARKS SILTY SAND, fine grained SANDSTONE, fine grained Bottom of Boring = 17 .5 Feet Note: The stratification lines represent the approximate boundary between material types.and the transition may be gradual. SYM-COLOR BOL brown light brown light to yellow- brown light gray- white CONSIST. SOIL TYPE medium SM ___ v _:L 12 dense Forma- tional Material SM ' --.... _t:z 45/61 .... - .... 5 - I-~ ... - I-- .... - '-10- .... - I-- .... _tr: 36/611 L-. -.... 1'5 - I-- I--.... -- I-- '-20- I--... - L-. - L-. - ._ 25 - '--.... - I--.... - '-30-.... -... -... -... - '""35 -... -... -... - L-. - -40- 14 EXPLORATORY BORING LOG lawney•Huldueer Rssociotqs c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineer• .,__P_RO_J_E_C_T_N_0_._-1-----D'-A_T_E __ --1 BORING S114-l February 1974 NO. 6 I I I I I I I I· I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION +260' (Approx) DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DESCRIPTION AND CLASSIFICATION 1-----------------,---,------,.----.-------I DEPTH DESCRIPTION AND REMARKS SILTY SAND 1 fine grained SYM-COLOR SOL light brown CONSIST. SOIL TYPE medium SM dense (FEET) " -"_[L -- LOGGED BY DATE DRILLED 10 SANDSTONE, fine grained light brown forma-SM ~ -IZ 10 10 (very hard drilling from 13 to 14 Feet) Bottom of Boring = 15 Feet Note: The stratification lines represent the opproximote boundary between material lypes and the transition may be gradual. . tional ~ Material I- - 5 - L-- I-- L-- I-- '-10- ..... - I-- ..... - ..... -. ,- I-- L-- ..... - I-- '-20- L-- I-- L-- I-- ,_ 25 - ,_ - L-- I-- I-- 1-30- ..... - L-- ,L-- L-- L-35 - L-- I-- I-- I-- 1-40- EXPLORATORY BORING LOG MRO 2/1/74 lowney-Haldueer Associates c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soll I Geological Engineer• PROJECT NO. DATE BORING S 114-1 February 1974 NO. 7 I I I I I I I I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 3 lO'(Approx) LOGGED BY MRO DEPT~ TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/2/74 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SYM-COLOR BOL CONSIST. DEPTH SOIL (FEET) TYPE I'\ V Zw~ a'! a: ~~t:: a:-w ... < ....... wi-_, ~ ... (I) I-z a. ... (I) 3:: <w ;:;; ~ ~iiig 3:: ~ WW CD 0 a. a: -0 SIL TY SAND, fine grained yellow-medium SM ,_ - SANDSTONE, fine grained Bottom of Boring = 17 .5 Feet Note: The stratification lines represent the approximate bounclory between material types and the transition mat be 9rocluo! • lowney-Haldueer Associates Foun~alion I Soll / Geological Engineers ·brown white- brown dense .... - =IT 52 17 Fcfrma-SM,_ tional ,_ 5 - Material ... - I---- ,-- -10- .... - >-- .... _tz 50/611 ... - >-15 -.... -... -.... -.... - ~20- .... - ,-- .... - ,-- ""-25-- ,--... --- ,_ - -30- ,_ -.... ·- .... -... --35 ----- -- -- -40- EXPLORATORY BORING LOG c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. DATE BORING S 114-1 February 197 4 NO. 8 I I I I I I I I I I -I I . 1 I I I I I DRILL RIG Continuous Flight Auqer SURFACE ELEVATION260'(Approx) LOGGED BY , MR O DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/2/7 4 DESCRIPTION ANb CLASSIFICATION DESCRIPTION AND REMARKS SILTY CLAY SYM-COLOR BOL gray- brown CONSIST. firm to stiff a: DEPTH w .J ll. SOIL (FEET) ::. < TYPE (I) I'\ V CL._ - Zw~ ~ w fil ~ J: 2 Oli: J:Z ~~'u5-rr-~b·~G:' z (I) I-wl--(I) c,-I-z U.wzu. ~li;;; <w -w,m ~ V) z a: w (I) ~cng == 'z ifa:·1-:!:. 0 ll. a:~ 0::. I-~~~ 0 li;iii z O V) (), :::,0 ---------------+--+-'-----+----+--+-- SANDSTONE, fine grained (grading· clayey be"low 10 F.eet) Liquid Limit = 56% Plasticity Index = 21% Passing No .200 Sieve = 42% Encountered Refusal at 31.5 Feet Note: The stratificcticn lines represent the cpproximate boundary between materiel types end the lrcnsiticn may be gradual. lowney-Haldueer Associates Foundation I Soil I GeologicalEngtneer• gray- brown Forma- tional Material 5M'"" -tz 70 '-- '-5 - ,_ - ,_ - ,_ - - SC '--10- -- -- --I 60 -- -15 - .... - '--.... - .... - >-20- .... - '--_t::z:60/611 '-- -25 --- -- '-- .... - '-30- .... -rr 50/311 '-- '-- I-- .... 35 - I-- -- -- -- >-40- 22 19 EXPLORATORY BORING LOG C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. DATE BORING S 114-1 February 1974 NO. 9 I I I I I I I I I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 255'(Approx) LOGGED BY DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION ~ .__ ________ -..a...--------.--...-----.,-----.-----1 DEPTH a:-wt--t--Z <w 3: ~ DESCRIPTION AND REMARKS SANDY CLAY Passing No. 200 Sieve = 63% CLAYSTONE Bottom of Boring = 15 Feet Note: The slratiFicalion lines represent the appro:>cimate boundary between material types and the transition may be groc!uol. SYM-COLOR BOL gray- brown light gray- brown (FEET) CONSIST. SOIL TYPE " stiff CL ,-V _[L 11 I-- I--tz 27 I-- I-5 - ·- F.orma-ICH 1-- tioncil Material I--I 50 I-- '-10- ,-- I-- ,-- ,---~ - I-- I-- I-- I-- '-20--- I-- ----- -25 --- -- I-- I-- .-30- I---- I---- -35 --- I-- ,---- -40- 0 0 25 EXPLORATORY BORING LOG MRO,. ?/2/74 lowney·Holdueer Associates C .C .& F PALOMAR AIRPORT BUSI NESS PARK Carlsbad, California Foundation I Soll I Geological Engineer, PROJECT NO. DATE BORING S 114-1 February 1974 NO. 10 I I I I I I I I I I I I I I -1 I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 240'(Approx) LOGGED BY' MRO DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED ?/2/74 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SANDY CLAY Passing No. 200 Sieve = 65% CLAYSTONE Bottom of Boring = 18 Feet Note: The slrctificction lines represent the approximate boundary between material types and the transition may be grcducl. SYM~ COLOR SOL light brown light brown Lowney-Haldueer Associates z UJ-~ w 0 UJ Qot :i:z UJ > :i: er a:-er l:;~ -z iii I- DEPTH UJ 1-z....._ UJ I--cne>-..J c( c((/) I-z <za:LL u. w z IJ. n. f= !ii ;: c( UJ UJUJOcn Zeru,W SOIL (FEET) ::; ~iiig ;: !z i)ier1-=-Co.a:~ c( 0::; I-CONSIST. TYPE (/) UJUJm 0 Ii; in z 0 cn -n. er -0 =>o V hard CL ,_ - ,_ - ,_ =[ 40 10 ,_ ,_ 5 - ,_ - .... - very .... :[ 29 11 stiff ... -10-... - .... , - ,_ - - Forma-CH -15 - tional .... -Material ,_ ---.-40/611 24, ,_ - '-20-.... -... - -- -- -25 - -- -- ,_ - ,_ - ._30- .... --- .... - -- -35 ---- .... -.... - .... - -40- EXPLORATORY BORING LOG c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil/ Geological Engineers PROJECT NO. DATE BORING S 114-1 February 197 4 NO. 11 I I I I I I -I I I ,I I I I I I DRILL RIG Continuous Flight Auger SURFACEELEVATION215'(Approx) DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SANDY CLAY SYM-COLOR BOL light brown Passing No .200 Sieve = 57% -----'-----+--h- SIL TS TO NE Bottom of Boring = 15 Feet ' Note: The strotiFicotion lines represent the opproxim<;ite. boundary between moteriol types ond the tronsition moy be gradual. light brown light gray CONSIST. very stiff Fo'rma- tional . Material a: DEPTH w ..J a. SOIL (FEET) :l: < TYPE II) " V CL _ - -- 'MH .... -[2: -... 5 - -... - '--... - ~10-... - '-- I--[[ I--, .,. .... - '--.... -.... - 1-20- '--... - .... - .... - .... 25 - '-- '--.... - '-- -30-... - .... -... - .... - ... 35 - '-- .... - '---... - ._ 40- LOGGED BY DATE DRILLED 46 46 25 ' EXPLORATORY BORING LOG MRO 2/2/74 lowney-Haldueer. Associates C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soll/ Geological Engineer• 1---P--,RO,,_.,J,..,E,....C,-T....,N,....0_._--1--..,.,,.....--D-A_T_E_--1 BORING Sl 14-1 February 1974 NO. 12 I I I I I I I I I I I I I I I I I I :I DRILL RIG Continuous Flight Auger SURFACE.ELEVATION 230' (Approx) DEPTH TO GROUNDWATER Not Encoun-tered BORING DIAMETER 6 Inches DESCRIPTION AND CLASSIFICATION 1-----------------,.-----.----~---~--1 DEPTH (FEET) DESCRIPTION AND REMARKS SANDSTONE, fine grained SYM-COLOR BOL white- brown " CONSIST. SOIL TYPE SM,_ - ,_ LOGGED av' DATE DRILLED i cr-wl-I-z ~~ 0 (J Forma- tional Material ,_ J::c 80/611 7 ,_ - ,_ 5 --- - -- I-- -10--- ,_ - ,_ -L 60/611 -- ,_ 15 - (grading more silty below~ 16:;Feet) ,_ - ,_ - ,_ --- -20- ,_ - .... - I---t:z 60/61 .... - ,_ 25 - ,_ - ,_ - ,_ - ,_ - -30-,_ - --50/61 -,-- Bottom of Boring = 33 Fe~t. · · -- -35 - -- I-- I-- ,_ - -40- EXPLORATORY BORING LOG RRP 2/4/74 lawney-Haldueer Associates C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soll I Geological Engineers PROJECT NO. S 114-1 DATE BORING February 1974 NO. 13 I I I I I -I I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 185'(Approx) LOGGED BY, RRP DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4174 Zw-w ow ~ DESCRIPTION AND CLASSIFICATION g (.) Ii: :cz w > :c a: a:;: a:0;!:-z cii I-w 1-z......_ -(Ile>-Wz DESCRIPTION AND REMARKS CLAYEY and SANDY SILT CLAYEY SAND, fine grained - SANDSTONE, fine to medium grained Bottom of Boring = 16.5 Feet Nole: The stratification lines represent the opproximate boundary between material types and the transition may be gradual. SYM-BOL lowney-Kaldueer Associates Foundation I Soll/ Geological Engineers COLOR brown light brown li'ght brown DEPTH ..J <<en <za:u. u.wzu. 0.. f:&;;;: 1--w w wo (/l z a: w (/l SOIL (FEET) :;; ~cng ~!z iii a: 1--:!:. 0 0.. a::!:. CONSIST. < 0 &;~ (.) :;; 1-- TYPE (/l ~~e ZO(I) ,... (.) :::, (.) medium - dense ML ,_ -CZ 11 - medium SC ._ - dense -- '-- 5 - Forma-·:·sM -- tional -=[[ Material -30 12 ,-- '--10- ,-- I-- .._ - -- -15 -n---35 9 -- -- ,_ - '--20- .._ - ,-- .._ - ...: - -25 --- -- .... - ,_ - t-30- .._ - I-- .._ - ..... - ..... 35 - .,-- I-- ,-- I-- t-40- EXPLORATORY BORING LOG c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. DATE BORING S 114-1 February 1974 NO. 14 I I I I I I I I I I I I I I I I I I I DRILL RIG Continuous Flight Auger. SURFACE ELEVATION 195'(Approx) LOGGED BY RRP · DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74 DESCRIPTiON AND CLASSIFICATION DESCRIPTION AND REMARKS CLAYEY SAND, fine grained SANDSTONE, fine grained Bottom of Boring = 9 Feet; Note: The stratification lines represent the approximate bounclory between: material types and the transition inay be gradual. • SYM-COLOR BOL dark brown brown lowney-Haldueer Associates z UJ-, i a: 2ot;: a:;: DEPTH UJ t-z...._ ..J <<Cl) UJz ll. ~ ti 3: ~~ (FEET) ::i: SOIL < ~a;g 3:z CONSIST. TYPE en ~~s 0 0 -medium SC dense ... -z 16 - Forma-·. SM ... Jz: 40/6' tional .... - Material .... 5 - .... -... --·-rr 35 14 -10-:----.... -.... - .... -.... 15 - .... - .... -.... - .... - -20-.... - .... - .... --- --25 -.... --- ..... - .... - -30- .... - .... -.... -... - .... 35 - .... -... ·- .... - ..... - -40- EXPLORATORY BORING LOG C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Founc{atlon I Soll / Geofoglcaf. Engineers 1---P_RO_J_E_C_T_N_O_._--+-___ D_A_T_E __ --1 BORING S 114-1 February 1974 NO. 15 I I I I I I -I I I I I I -I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION245'(Approx} DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DESCRIPTION AND CLASSIFICATION l------------------.----,--------,,-----..---1 DEPTH DESCRIPTION AND REMARKS SILTY CLAY Liquid Limit Plasticity Index = 63% 43% Passing No. 200 Sieve = 74% SYM-COLOR SOL CONSIST. SOIL TYPE brown ~ very gray stiff hard CH (FEET) (\ -- -- ,__ :[[ ,_ ,_ 5 - ,_ - ,_ - ,_ - ,_ - >-10- ---------------+--I-------1------+---+-- brown - LOGGED BY' DATE DRILLED 18 10 C LA YSTO NE Fo-rnfo---. CL-- tional CH ._ _t:z 31/611 Bot.tom of Boring = 23 Feet Note: The stratification lines represent the approximate boundary between material types and the ·transition may be gradual. . Material - -15 - ,_ - ~ - ,__ - ,__ - >-20- >-- '--42/61 r:::::=- '-- '-25 - '-- '-- ,__ - ,_ - ,_ 30- ,__ - '-- '-- >-- >-35 - ,_ - .... - .... . - .... - 1-40- EXPLORATORY BORING LOG RRP 2/4/74 lawney-Haldueer Associates c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soll I Geological Engineers PROJECT NO. DATE BORING S 114-1 February 197 4 NO. 16 I I I I I I I I I I I I I I I I I · DRILL RIG Continuous Flight Auger SURFACE~LEVATION280'(Approx) LOGGED BY' DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION 1------------------.---,-----,,---,---.----I DEPTH (FEET) DESCRIPTION AND REMARKS SANDSTONE, fine grained {grading more si I ty) ,____ -------- SILTSTONE Bottom·.of Boring = 28 Feet t.Jote: The stratification lines represent the approximate boundary between material types and the transition may be gradual. SYM-COLOR BOL gray & brown..___ brown green- gray SOIL CONSIST. TYPE Forma-'(SM tional Material forma-.'SM tional Material f'\ ,_ - .... -.... -{I 60 15 .... - .... 5 - .... - .... - .... _::z 46/61 .... - 10- ,_ - I-- ,_ - -I - -15 - -- =t:z36/~11 .... - i-20- I-- - - .... - -25 - -- --r-:::::=-35/611 .... - -30- I-- I-- .... --- -35 -... -... - ,--... - -40-' EXPLORATORY BORING LOG RRP 2/4/74 lowney-Haldveer Associates C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soll I Geological Enginee11 t---P_RO_J_E_C_T_N_O_._-+-___ D_A_T_E __ --1 B0NROIN. G 17 S 11~-1 February 197 4 I I I I I I I I I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 250'(Approx) DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DESCRIPTION AND CLASSIFICATION 1-------------------..--.,----,.-----,.------I DEPTH DESCRIPTION AND REMARKS CLAYEY SAND, fine grained SYM-COLOR SOL light brown CONSIST. SOIL · TYPE dense SC (FEET) " V -- .... - light brown- gray very ,_ _t:z dense ,_ - ,_ 5 - .... - .... - I-----------------------'----+-----1--l--- SILTSTONE Bottom of Boring = 20.5 Feet Note: The stratification lines represent the approximate boundary between material types and the transition may be grodual. ' · green- gray Forma:-:MH tional Material ·' ... - e-10 _LL .... -- -- -- ... 15 -tz ~ - .... -: I--.... - >-20 I --... - .... - -- -25 - --.... - .... - .... - '-30-... -... - .... - .... - -35 - '-- -- -- -- ..... 40- LOGGED BY' DATE DRILLED 33/61 50 35/61 28/6' ~ a:;: Wz ~w :: !z 0 0 16 16 RRP 2/4/74' EXPLORATORY BORING LOG lawney-Haldue~r Associates Foundation I So11 I Geological-!:nglneers C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California 1---P_R_OJ_E_C_T_N_O_._--1-___ D_A_T_E __ --,1 BORING S 114-1 February 1974 NO. 18 I I I I I I I I I I I I I -I I I I I DRILL RIG Continl;.!OUS Fl iqht Auqer SURFACE ELEVATION 215•(Aoorox) . DEPTH TO GROUNDWATER Not Encounterec BORING DIAMETER DESCRIPTION ANO CLASSIFICATION DESCRIPTION AND REMARKS SILTY $AND, fine grained (grading clayey with depth) SILTSTONE Bottom of Boring = 8 .5 Feet ---4 Note: The stratification lines represent the approximate boundary between materiel types end" the transition moy be gradual. SYM-COLOR BOL brown light brown CONSIST. medium dense Forma- tiorfdl Material 6 Inches a: DEPTH UJ _, 0. ;:,; SOIL (FEET) < TYPE (J) ,... .., SM ---- --CZ ... - I-5 - - MH .... - I--rr I-- --10- I-- I-- I-- I-- I-15 - I-- I-- ..... - ..... - --20- ..... - I-- ,_ - I-- .... 25 - I-- I-- ...... - ..... - -30- ..... - ..... -.... -... - ,_ 35 -.... -... - I-- I-- -40- LOGGED BY DATE DRILLED z UJ..., oe 2 ~ Ii: er;: ~<"'ii, Wz I= !ii:: !.: UJ ~.;;g :: ~ ~~.e?. ·o (.) 15 33 15 EXPLORATORY BORING LOG MRO 2/4/74 lowney-Haldueer Rssociotes C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers .,__P_R_O_J_EC_T_N_O_. _-..J-___ D_A_T_E __ __. BORING S 114-1 February 197 4 NO. 19 I I- I I I I I I I ' I I I I I I ' I I I I I APPENDIX B -LABORATORY INVESTIGATION The laboratory testing program was undertaken in order to classify the soil and formational materials and to evaluate their strength, compressibility and expansion characteristics. Fill suitabil.ity tests including direct shears, Atterberg Limits, gradation, compaction, and expansion tests were also performed on four representative bulk samples of the materials from Test Pits, 1, 3, 4, and 8 in the proposed cut areas. The natural water content was determined on selected samples and is recorded on the boring logs at the appropriate sample depths. Five h:iboratory gradation tests were performed on selected samples of the materials en- countered in the borings and test pits for classification purposes. The results of these tests are presented on Figures B-1 and B-2. In addition, the results of twelve No. 200 sieve tests are presented in Table B-1 and are recorded on the boring logs at the appropriate sample depths. Ten Atterberg Limit determinations were performed on representative samples of the more silty and clayey on-site materials to _determine the range of water content over which these materials exhibit plastidty and to classify the soil according to the Unified Soil Classification System. The resu·lts of the Atterberg Limit determinations are presented on Figures B-3 and 8-4 and are recorded on the boring logs at the appropriate sample depths. Nine direct shear tests were performed on selected undisturbed samples of the materials obtained from the borings in order to evaluate their strength characteristics (apparent cohesion and angle of internal friction). Samples were sheared at a constant rate under various surcharge pressures. Failure was taken at the peak shear stress. In addition, four direct shear tests were ,performed on remolded bulk samples of the on-site materials compacted to 90 percent of thelr maximum dry density as determined by ASTM Test Desig- nation Dl557-70. The results of the -undisturbed and remolded direct shear tests are summarized in Tables B-2 and B-3. Six confined compression tests were performed on selected undisturbed samples of the surface materials obtained from the borings under surcharge pressures approximately equal to the proposed fill loads. The samp·les were initially compressed at their natural moisture content until equHibrium was reached. The samples were then saturated and the addi- tional compression recorded. The results of the compression tests are summarized in Table 8-4. Four swell tests were performed on selected bulk samples of the on-site materials in order to determine their expansion pot~r,tial. The results of these tests are presented in Table B-5. ' I I I I I I ' I I I I I I I I I I I I I I B-2 Four compaction tests (ASTM D1557-70) were performed on selected bulk samples of the on-site materials. The results of these tests are presented on Figures B-5 through B~. . Two R-value tests for use in evaluating the pavement subgrade qualities of typical fill soils were performed. The results of these tests are presented in Table B-6. I I I I I I I I I I I I -I I .I I UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 422·7.2) U. S. STANDARD SIEVE SIZES 100 7 6 3 2 I 3/4 \/1 1/4 4 I 10 16 -20 30 40 50 60 IO 00 200 325 0 -.---' 90 .. ' . 10 ---- 10 . 20 . ' ' . 70 30 . " . . -z ! . -= 60 . --40 < --.. .. -. -I--z 50 Ill . 50 . u a: -~ 40 --60 -·. ~ -30 -70 . --- 20· -80 . . 10· 90 --100 -o =--,._ 100 50 10,0 5.0 1.0 0.5 0.1 .05 .01 .005 .001 . PARTICLE SIZE IN MILLIMET.ERS GRAVEL SAND COBBLES SILT AND CLAY COARSE FINE COARSE MEOIUM FINE - ' Boring/ UNIFIED KEY Test Pit SAMPLE ELEV. SOIL SYMBOL DEPTH (feet) CLASSIFICATION SAMPLE DESCRIPTION No. (feat) SYMBOL ..--. EB-4 3.5 --CL SILTY CLAY ___ ,. TP-1 6-8 --SM SILTY SAND, fine grained .,__,. TP-3 6-8 CL SILTY CLAY ' lawney-Haldueer Associates GRADATION TEST DATA c.c.& F PALOMAR AIRPORT BUSINESS PARK Cqrlsbad, California Foundation I Soll/ Geological Engineers PROJECT NO. DATE FIGURE B-1 S 114-1 February 1974 Q Ill z < I-Ill a: I-z Ill u a: Ill .. I I I I I I I I .1 I I I I I I I I UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 422·72) U, S. STANDARD SIEVE SIZES 100 7 6 3 2 1 3/4 1/2 1/4 4 10 16 20 30 ,o 50 60 80 100 200 325 0 ~ 90 -10 10 -20 ----70 -30 " ~ = ,o ~ •o < IL I-~ so 50 u a: - : 40 --.. 60 -~ -- 30 --70 ---20 -80 - 10 90 0 100 100 50 10.0 s.o 1.0 0.5 0.1 .05 .01 .005 .001 PARTICLE SIZE IN. MILLIMETERS GRAVEL SAND COBBLES SILT ANO CLAY COARSE FINE COARSE MEDIUM FINE Boring/ UNIFIED KEY Test Pit SAMPLE ELEV. SOIL SYMBOL DEPTH (feet) CLASSIFICATION SAMPLE DESCRIPTION No. (feet) SYMBOL , .---. TP-4 6-8 --CL-CH SILTY SANDY CLAY .. -.. TP-8 6-8 --CH SILTY SANDY CLAY lowney-Haldueer Associates GRADATION TEST DATA C .C .& F PALOMAR AIRPORT BUSI NESS PARK Carlsbad, California Foundation I Soll/ Geological Engineer• PROJECT NO. DATE 1------------1-------~ FIGURE B-2 S 114-1 February 1974 0 "' z < I-"' a: ·I-z "' u a: "' IL I I I 'I I I I I I I I I I I I I I ·1 I 60 50 ' ~v ,... ff ,~<c- ~ ,, \; y u 46 X / V w CL C ~ 30 > ~ ~ .... MH 0 j::: ,J • en 20 / or ~ ..J 0/ OH 0.. + 10 7 ,,, ~------1/// V,,V 4 CL-ML ML or OL i,-_-;... ____ 0 ML ·/ I 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (%) NATURAL PASSING UNIFIED KEY BORING SAMPLE LIQUID PLASTICITY LIQUIDITY SOIL SYMBOL NO. DEPTH WATER LIMIT INDEX NO. 200 INDEX CLASSIFICATION CONTENT SIEVE SYMBOL ( feet) %. % % -% ·- • EB-4 0-1 --27 12 54 --CL • EB-9 13-13.5 22 56 21 42 -0.6 SC* • EB-16 ' 3 .5-:4 10 63 43 74 -0.2 CH ·o TP-3 0-1 --32 ' 14 52 --CL • TP-3 8-10 --55 23 ----MH • TP-4 1-3 --52 28 54 --CH • TP-4 6-8 --50 27 67 --CL-CH *Classification syrnbol for coarse grgined soil used where less than 50% Passing No .200 Sieve PLASTICITY CHART AND DATA lowney-Haldueer Associates C .C .& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, Ca-lifornia Foundation I Soll / Geological Engineer• PRQJECT NO. DATE S 114-1 February 1974 Figure B-3 I I I I I I I I I I I I I I I I I I . . 60 50 .V ,~~ ,... CH . \; -~ -y V 40 V X / w .CL C • ~ 30 > v--I-• I MH c3 i= ~ en 20 or <C V ..J OH 0.. / 10 7 1;111"" 4 CL-ML r/// v~ ML or OL 0 ML . l/ J 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (%) Boring/ NATURAL PAS~ING UNIFIED KEY Test .Pit SAMPLE LIQUID PLASTICITY LIQUIDITY SOIL $YMBOL DEPTH WATER LIMIT INDEX NO. 200 INDEX CLASSIFICATION No. 'CONTENT SIEVE SYMBOL ( feet) % % % % • TP-6 0-2 --52 34 54 --CH • TP-7 5-7 --46 26· ----CL A TP-8 6-8 --53 29 66 --CH PLASTICITY CHART AND DATA lowney-Haldueer Associates c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soll/ Geological Engineer• PROJECT NO. DATE S 114-1 February 1974 Figure B-4 I I I I ' I I I I I I I I I I I I ,I I I I SAMPLE DEPTH SPECIFIC LIQUID PLASTIC NO. IFT,) SAMPLE DESCRIPTION GRAVITY LIMIT INDEX 1%) TP-1 6-8 SILTY SAND, fine grained (SM) ------ Zero Air Voids Curve Specific Gr<:7vity =· 2.60 120 Ill- Y' ' 1 \ 1 115 \ ~ " ' -V \ I\ 0 I ' . a. 1. -If ,~ >-J f-110 V ?~' -(,/) ) \ ' z w ,. ' ' 0 . , I/ \ \ >-I I 0:: '\ ~ 0 I/ \ \ 105 ,/.. \ ' . Ir " \ _., 1 1 ,. \ I >ri I\ 'l \ 1000 5 10 15 \ 20 25 MOISTURE CONTENT % OPTIMUM WATER CONTENT% 14.0 MAXIMUM DRY DENSITY, pcf 115 TEST DESIGNATION ASTM D1557-70 COMPACTION TEST RESULTS LOWNEY• KALDVEER ASSOCIATES Foundation / Soil/ Geological Engineers . c.c.& i= PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. I DATE DRAWING NO. PALO ALTO, CALIFORNIA S 1'14-1 I February 1974 B-5 I I I I I I I ' I I I I I I I l I I I I I SAMPLE DEPTH SPECIFIC LIQUID PLASTIC NO. IFT,) SAMPl,.E DESCRIPTION GRAVIT.Y LIMIT INDEX 1%1 -- TP-3 8-10 CLAYEY and SANDY SILT (MH) ------ Zero Air Voids Curve / Specific Gravity =· 2.65 105 \ / \' -'r II,. 1 h,..-~ \ ' I/ ,_ ' \ 100 ..,I \ I -LI"'" \\ 0 ' \ Q. -\1 >-\.. \ I-95 -\. (/) ~ z 1.1.J \ Cl \ \ . >-\ 0:: Cl !\ ~ 90 l \ ~-' ~ \ \. ' ' 85 \ 0 10 20 30 40 50 MOISTURE CONTENT % OPTIMUM WATER CONTENT% 21.3 MAXIMUM DRY DENSITY I pcf 103 TEST DESIGNATION ASTM D1557-70 ASSOCIATES COMPACTION TEST RESULTS LOWNEY• KALDVEER Foundation / Soil / Geological Engineers C .C.& F PALOMAR AIRPORT BUSINESS PARK . Carlsbad, California PROJECT NO. · I DATE DRAWING NO. PALO ALTO, CALIFORNIA S 114-1 I February 1974 B-6 I I I I I I I I I I I I I I I I. I. 1· I S",MPLE DEPTH SPECIFIC LIQUID PLASTIC NO. IFT.) SAMPLE DESCRIPTION GRAVITY LIMIT INDEX (%) TP-4 6-8 SIL TY and SANDY Cl,AY (CL-CH) ------ Zero Air Voids Curve ~Specific Gravity = 2.65 120 .. '1 _\ - \ \ \ 1 115 I\ , ' -0 \ 0. ~ ~ .,. ' -, >-k/i, I'\ I-110 \ -<I) / ,-I~ . z "' u.l -~ .. ~ I\ 0 ' ,v 1 ~ . I\. I\ >-' ' 0::: ~, 0 '-'\1, 105 . , . \ '\ ' 1000 5 10 15 20 25 MOISTURE CONTENT % OPTIMUM WATER CONTENT% 15.9 MAXIMUM DRY DENSITY I pcf 112 TEST DESIGNATION ASTM D1557-70 LOWNEY• KALDVEER ASSOCIATES COMPACTION TEST RESULTS . Foundation / Soil / Geologlcol Engineers C .C 0 & F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. I DATE DRAWING NO. . PALO ALTO, CALIFORNIA S 114-:-1 I Februarv 1974 B-7 I I I I I I I I I I I I I I I I I I I SAMPLE DEPTH SPECIFIC LIQUID PLASTIC NO. IFT,) SAMPLE DESCRIPTION GRAVITY LIMIT INDEX (%1 . TP-8 6-8 SILTY and SANDY ·CLAY (CH) ------ Zero Air Voids Curve Specific Gravity = 2.60 I 115 • I'\ \ \ I\ 110 \ r l'x,.. \ --~ I -" 0 r ~ a. \ ~ ' ~ >-if/) ' ._ 105 . -en z . IJ.J ' 0 1, • >-\ a:: Cl ' 100 ' I\ '\ 95 0 5 10 15 20 25 MOISTURE CONTENT % OPTIMUM WATER CONTENT% 15.7 MAXIMUM DRY DENSITY, pcf 110 TEST DESIGNATION ASTM D 1557-70 COMPACTION TEST RESULTS LOWNEY• KALDVEER ASSOCIATES Foundation / Soil / Geological Engineers C .C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. I DATE DRAWING NO. PALO ALTO, CALIFORNIA S 114-1 I February 1974 B-8 I I I I I I I l I I ' I I ' I ! ; I ! I I I I I I TABLE B-1 - Boring/Test Pit No. EB-4 EB-9 EB-10 EB-11 EB-12 EB-16 TP-3 TP-4 TP-4 TP-6 TP-7 TP-8 RESULTS OF NO. 200 SIEVE TESTS Sample Depth Percent Passing (Feet) No. 200 Sieve 0-1 54 13-13.5 42 3..,.3_5 63 3.5-4 65 3-3.5 57 ' 3.5-4 74 0-1 52 1-3 54 6-8 67 0-2 54 5-7 72 6-8 82 ------------------- TABLE B-2 -SUMMARY OF DIRECT SHEAR TESTS ON UNDISTURBED MATERIALS Angle of Exploratory Samp I e Depth Dry Density Wate.r Content Apparent Cohesion lnterna I Fri ct ion Boring No. (Feet) __ (pcf) (%) (psf) (degrees) EB-1 12.5-13 103 13 1,800 26 EB-2 27.5-28 116 15 5,500 16 EB-4 12.5-13 119 10 3,300 30 EB-5 33-33,5 111 12 4,600 23 EB-9 22.5-23 104 23 3,300 36 EB-1,0 3-3.5 93 27 1,500 24 EB-13 22.5-23 108' 13 2,400 35 EB-16 12.5-13 106 20 4,000 30 EB-17 17.5-18 111 19 3,300 20 ------------------- TABLE 8-,3 -SUMMARY OF DIRECT SHEAR TESTS ON REMO~DED SAMPLES Angle of Exploratory Samp I e Depth Dry Density Water Content Apparent Cohesion Internal Friction Test Pit No. (Feet) (pcf) (%) (psf) (degrees) TP-1 6-8 104 · 14 800 23 TP-3 8-10 92 19 900 24 IP-4 6-8 101 16 2,500 12 TP-8 6-8 99 15 1,700 19 Note: Samples compacted to 900/o of maximum dry density as determined by ASTM Dl557-70. ------------------- TABLE B-4 -RESULTS OF CONFINED COMPRESSION TESTS ' Applied Surchqrge Compression Compress ion Exp lorafory Samp I e Depth Pressure Prior to Saturation After Saturation Total Compression Boring No. (Feet) (psf) (%) (%} (%) EB-3 3-3.5 1,800 0.9 1.4 2.3 EB-7 0-1 . 3,000 1.3 2.2 3.5 EB-12 3-3.5 1,000 0.4 o. 1 0.5 EB-14 l-1.5 1,200 3 •. 6 0.6 4.2 EB-18 2.5-3 3,000 0.7 --0.7 EB-19 3-3.5 1,800 1.8 0.3 2. 1 ------------------- TABLE B-5 -RESULTS OF SWELL TESTS Initial Initial Surcharge Exp !oratory Sample Depth Dry Density Water Content Pressure Swell Test Pit No. (Feet) (ecO_ ---~(o/o) (psf) (%) TP-1 6-8 --14.3 144 0.2 TP-3 8-10 103 18.7 144 10.2 TP-4 6-8 107 15.7 144 14.2 TP-8 6-8 106 14.9 144 15.4 ---------------------- TABLE B-6 -R-VALUE TEST RESULTS I Expansion Water Content Exudation Pressure Exp Io rato·ry Moterial Samp I e Depth cit Compaction Pressure "R II Thickness Test Pit No. Description (Feet) (%) (psi). Value (Feet) TP-2 SILTY SAND,· 6-8 18.9 340 56 1.27 fine grained 20.3 215 37 0.37 (SM} 21.6 190 23 0.23 R-Value at 300 psi exudation pressure = 52 TP-12 SILTY CLAY 8-10 25.7 480 17 0.83 (CH) 30.7 345 13 0.27 31.7 205 9 0.20 R-Value at 300 psi exudation pressure = 12 I I I I I I I ' -1 I -I I I I I I I I I I 1. GENERAL APPENDIX C GUIDE SPECIFICATIONS -SITE EARTHWORK FOR c.c.& F PALOMAR AIRPORT BUSINESS PARK -PHASE I CARLSBAD,_ CALIFORNIA A. Scope of Work These specifications and applicable plans pertain to and include all site earthwork including, 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 fill, and placement and compaction of fill to the lines and grades shown on the project grading plans. B. Performance The Contractor warrants all work to be performE;id and all materials to be furnished under this contract against defects in materials or workman·ship for a period of _____ year(s) from the date of written acceptance of the entire construction work by the Owner. Upon wri.tten notice of any defect in materials or-workmanship during said_--=--____ year period, the Contractor shall,· at the option of th~ Owner, repair or replace said defect and any damage to other work caused by or resulting frorn-{uch defect without cost to the Owner. This shall not I imit any rights of the Owner under the'· "acc·eptance and inspection II clause of this contract. The Contractor shall be responsible for the satisfactory completion of all site earthwork in accordance with the project plans and specifica"tions. This work shall be observed and tested by a representative of Lowney/Kaldveer Associates, hereinafter known as the Soil Engineer. Both the Soil Engineer and the Architect/Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in_ this document and on t-he applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by the Soil Engineer and the Architect/Eng-ineer. No deviation from the specifications shall be m_ade except upon written approval of the Soi-I Engi_geer or Architect/ Engineer. No site earthwork shal I be performed without the physical presence or approval of the Soil Engi- neer. The Contractor shall notify the Soil Engineer at ·least twenty-four hours prior to commence- ment of any aspect of the site earthwork. .. . ~ The Soil Engineer shal I be the Owner's representative to observe the earthwork operations during the site preparation work and placement and compaction of fil-ls. He shall make enough visits to the site to familiarize himself gene~ally 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 I I I I I I I I. I I I ·I I I I I I I I C-2 the adequacy of the site preparation, the acceptability of the fil I materfor, 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 require men ts are satisfied. In accordance with generally accepted construction practices, the Contractor shall be solely 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 completion of the construction work, the Contractor shall certify that all compacted fil Is and foundations are in place at the correct locations, have the correct dimensions, are plumb, and have been constructed in accordance with sound co!')struction practice. In addition_, he shal I certify that the materials used are of the types, quantity ~!1d 9p~!ity required by the plans and specifications. · -· C. Site and Foundation Conditions The Contractor is presumed to have visited the site and to haye fomiliarized himself with existing site conditions and the soil report titled 11Geotechnical lnvestiga.tion, C .C. & F Palomar Airport Business Park -Phase I, Carlsbad, California~. The Contractor shall not be reliev~d 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 conditions encountered during the course of the work. The Contractor shall, upon becoming aware of surface and/or subsurface conditions differing from those disclosed by the original soil investig_ation, promptly notify the Owner as to the nature and extent of the differing conditions, first verbally to permit verification of the conditions, and then in writing. No claim ~y the Contractor·for any conditions differing from those anticipated in the plans and specifications and disclosed by the soil investigation wil I be al lowed unless the Contractor has so notified the Owner, verbally and in writing, as required above, of such changed conditio.ns. 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 liability, including court costs of co-defendants, for all claims related to dust or wind-blown materials attributable to his work. I I I I I I I I I I I I I I I I I C-3 11. DEFINITION OF TERMS STRUCTURAL FILL -Al I soil or soil-:rock ri,aterial 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 issve a written statement that, in his opinion, the fil I has been placed and compacted in accordance with the specification 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 den~ity of the same material as deter- mined by ASTM Test Designation D1557-70. Ill. SITE PREPARATION A. Clearing and Grubbing The Contractor shall accept the site in its present condition and shall remove from the area of the designated project earthwork all debris, brush, chaparral, designated trees, and associated roots. Such materials shall become the property of the Contractor and shall be removed from the site. , B. Stripping - The site shall be stripped to a minimum depth of 3 inches or to such greater depth as the Soil Engineer in the field may consider as being advisable to remove all surface vegetation and organic laden topsoil'. Stripped topsoil with an organic content in excess of 3 percent by volume shall be stockpiled for possible use in landscaped areas. The Soil Engineer may at his discretion waive the stripping requirements in certain areas depending upon the nature of the surface vegetation and thickness of topsoil layer. IV. EXCAVATION Ar-I 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 tempora·ry construction slopes at" the site. I I :1 I I I I I I I I I I I I ·1 I C-4 V. SUBGRADE PREPARATION Surfaces to receive compacted fill, and those on which concrete slabs and pavements will be constructed, shal I be scarified to a minimum depth of 6 inches, moisture conditioned and compacted. 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 shal I be approved by the Soil Engineer prior to the placement of any fill material. Fills constructed on natural slopes having an inclination steeper than 6 horizontal to 1 vertical shall be keyed and benched into firm naturc;ii ground below any loose surface soils at the direction of the Soil Engineer. VI. GENERAL REQUIREMENTS FOR fl LL MA_TERJAL All fill material must be approved by the Soil Engineer. The material shall be a soil or soil- rock mixture which is free from organic matter or other deleterious substances. The fill material shall not .contain rocks or rock fragments over 6 inches in greatest dimension and not more than 15 percent shall be over 2 .5 inches in greatest dimension. Some larger rocks may be incorporated into the lower portions of the fill if the ro«::ks are widely spaced and if the spacing method is • approved by the Soil Engineer. On-site material having an organic content of less than 3 percent by volume is suitable for use as fill. Potentially expansive on-site soils and formatfonal materials taken from the required site excavations shall not be used as fill withih 2 feet of the desigr.i finish lot grades. The upper 2 feet of fill on lot pads shall be non-expansive sandstone fill. Non-expansive fill is defined as fill exhibitin9 3 percent or less expansion under a surcharge pressure of 144 pounds per square foot. VII. PLACING AND COMPACTING FILL MATERIAL All sfructural fill shall be compacted by mechanical means to produce a minimum degree of com-· paction of 90 percent as determined by ASTM Test Designation D1557-70. The upper 6 inches of subgrade soil beneath vehicular concrete slabs and pavements shall be compacted to a minimum of 95 percent. Field density tests shall be performed in accordance with either ASTM Test Designa- tion Dl556-64 {Sand-Cone Method) or ASTM Test Designation D2922-71 and D3017-72 (Nuclear Probe Method). The locations and number of field density tests shall be determined by the Soil Engin~er. 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 nQt exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill shall be brought to a water content that will permit proper com- paction by either: 1) aerating the fill if it is too wet, or 2) mqistening the fill with water if it is too dry. Each lift shall be thoroughly mixed before compaction to ensure a uniform distribution of moi$ture. r I I I ·1 I I I I I I I I I I I I I ·.I I C-5 Potentially expansive materials placed as fill within 4 feet of the finish lot grades shall be com- pacted at a moisture content at least 2 percent above optimum content for compaction. Fill slopes shall be constructed so as to assure that the minimum required degree of compaction is obtained out to the finished slope surface. This may be accomplished by 11over-building 11 the slopes laterally at least 2 feet during placement of fill and then trimming them back to the design finish lines and grades. Alternatively, the slopes shall be compacted by 11backrolling 11 with sheepsfoot rollers or other suitable equipment in 3 to 5 foot vertical increments as the fil I is raised. YUi. TRENCH BACKFILL Pipeline trenches shal·I be backfilled with compacted.structural fill. Backfill material shall be placed in lifts not exceeding 8 inches in uncompacted thickness and compacted by mechanical means to a minimum degree of compaction of 85 percent. In all pavement and building pad areas, .the upper 3 fe~t of trench b;ckfill sh;II be compacted to a minimum degree of compaction of 90 percent. The upper 6 inche~ in pavement areas shal I be compacted to 95 percent. IX. -TREATMENT AFTER COMPLETION OF EARTHWORK After the eat.thwork operatio.ns have been comp! eted and the Soil Engineer has finished his obser- vation of the work, no further earthwork operations shall be performed° except with the approval of and under the observation of the Soi I Engineer. It shall be the responsibility of the Contractor to prevent erosion of freshly graded areas during construction and until such time as permanent drainage and erosion control measures have been installed. ',_. .. ..: DOCUMENTATION FORM ' Form 5 , .. ·OVILOING LIGHTING COMPLIA~CE ;~"':4•.., /. ProjectTitlok.PCISrte ;,qc_; __ $u1t..,~t-vC- 8,-} K'&X. t::'?,ercr: Documented by l:i:,z:,/4! C. Loi' No .·/0 , . ,a Location . p,;,::; La n,, A /l_ It/ R_f?o r< r /3 t../St '\J 6S > f,lh(, t: . Date_Sh t.../8'2 . c A;e.t..s 6 l"JP c~. · . Project Designer -~----S,_,__,t'l,..,_&,.Z?--=~/ ___ _ Chocked by _jf"Ce; · ___ _ Note Sq. Ft. Nb. Sq. Ft. Total Watts Allottlld Appl. /Occ. 0cc. /Tc1sk Sq. Ft. /Sq. Ft. Watts f<oorn Rosm RCR No. Sq. Ft. Task Aruas !!.---/---.---....-----.-0---. ----,I ---------~,,...,c-c-,)._-:-,, A33 i---·--2.t;S" f;; ... t; r(l::CG'/J'Tl.o=~-,...)--1---t:..;;J-.., ,. -,, -,- 1 ~ ~;2.7 0.-'5 OE=P!GIE ! ·--!2;7-;-~~-74-CJ De· ,·J W;_:r. c-·, ..:)L I I , ,......t:,,-. l 3 51? o-s MEN R~T /(ff}, I I ;'.)6 /. 0 S-8' g~ . r (;I.) 0).,,1 t;:,..J I I c _Cf Sl{ Q--;, 1"<.e-sr Rm. 1 , ei8" I, D ?e?----lf-&--=~ _ S---l lO -1,;: · 1-1~"'-! lt/0 {:Qi I 10 35 -~~ --- _. (p~· -~-3_, 1 __ ---i-_W_tl_rl&i_11i_CL1._$_lj_,,., +--__ I . f 7J3 / /, 4 /O/Z3 /OS.· I I ,---------------+---l'----+---~--~'--1----+-·-----11--- 1 I ------------------+--_,___ I . I i---:-----------------4---'-l__ I t ' ~----+---+---+------'---L-'---------~'--+--.---~~---1 I ----1---+------+------1-~-L---r----'~--1--~---~~-,~ I .. , I -- 1-..----+---------1----_ I-. : ----1~---.-----------~--: -·---1>--· 1------------1---o-L ____ -----·----+--1--l----l----~--. I I-----+-I ; ! . ---------+--t------+--+:,-=-=======~==-~--. : ! I ' f I. ,-..... I I I l I. j . ,---·1 I I ---------'--+-------1----.1---·-·--··-··-----·-·-,!----~---------~----· --------------1---f-... ------4---------... :-~---'------·---1~------- .....------t----+------------'-·--4----4--·-----+-!---t---11----11-------1 I f ! --t----lf---t--,-------+-~.l----+---t--~1---1---+----1~--- I . ' . I .__.__ _ _._ _ _._,_ _____ -L-_ ____._ ___ ---.....,_.....,. ___ __.__..,.:.-___._ __ --JL--- ~ · I l5i I z/-31' ~ Page _Total ---~ __ ::0.e_ .... ~ . ~ . - . -"" ;:-:, __ ,' ._ . -~ ... -,Re(!,....,,_ Sh (c_ -rw) ........ : .. ;Lxw~SQ.r-1, I 1 '5 · ·· . -;;i 7 . s X ' .• 4 :011 x :J.i~~Jl,r•fo II . ~ : ·;21,-sx 31.c., ·//0 -~7.5'X3l _ -. 2.27 ;~ ..... .........__,._...,.. _____ _;_ ___ : [ c. GPTt i:n....J --11 '-&>"~'i·z./-:-o" xi'--o·· .. 2 7, s ·x ·'3'!>; G:, 2-S'S'"' , \ i2.k H OJ.. SI..! -z.4, -· o·,~ x ~-y-'·:·o'' .. i<i "2-6 ·~a''~,.,. -.Je ?1 -Co II ; • )(" •. \ 0 ~-~ --011 )(. z. ()' ... 0 11 • ' ~ _,,,, . . -- -' •; s7.s · x ~~-== 4-S-\t. :.,. .. ~-.+ 744-. . lt'r ~· = / lSA-~erz.... 6~ ~.c · 2V' Pl!oi :nrt ,otflf . . · 5 X S, S-c·7 1·l:>11 ·r. 7'-f~'?:.; ;t; ------------.:. 7 ~&;'' x -, '-(e:; JI ; =-~t 0: 4/3 304-':: 'I 3 (o-s) . , ; X 5, s ( 4 ~<:J --t z u_; ) q '-o )<''. .;?_ 7''-G:, /I /10 8~'1 ' 7. 9 (st) (o-s) ·1 -,.,\' " ',., ·:s \I 1! ,, ... ,. ;-;~ -• ,: -...,i, ... , ; ,, ,, fi • ,1.~ I ,,_, .-~' ,, ' -!! C:· .. ·,1Jk, ;: 0 ; ,. -- l' -s1 "-s .X1/.~~-/o #. :IA4f\o 2. -...., ( -·--''-c--+~ ·(t;44tCj''. ,::• J !o4il -'< ' , .:> ·1 . (~1, ... '), ' ~ ' I ~ t-"''o} ~-i--,-,,,~ I . "': .. ~ .... J,.: I ~·-................... ..x' "'°"'"'r .... ~ . ,.;.cti'~:· ::i?AL9M~(c..· . A./p ' . . . t (Q .. • oca~ .. : C::/2.t?t 6'.o'::,0 ro;.ct ~ ·( ,· c.? >I":,,. (t..O I RAY c·ox MECHANICAL .. CRIPTI_ON ;$CRIPTION • LICn!SE NO. Z64075 9666 BUSINESS PAF.K AVE. -~2131 . location~ Num~r (from Talai.: 2 of ~ndix 11 1 l.ltitude • 2 -~ec Days hutmg (horn T,bk 2 of ~ix 1) . . 3 ~. Solar f~'10< (from Fig . .C.1.17 or_T~ 2 of ~ndix U ... AT, ASH RAE &$igrl temp -7ft' (from T .ak 2 of Appendix 11 5 Occupancy Type Cede Number .(from Tlble 1 of Appendix 1) Gross ~atcd floor area, sq. iL 6 7 Number of floors GrCK:1nd Floor Perimeter. ft. · . . ~t di~nat dimension at sround floor. ft. ~t •. fi. ' . ~rf~ce Arcu .,.r Hut Trari'sfcr Coefficicnis (see Section 4. 1.8) • 8 9 10 11 ,.~~· 12 "-'~ 13 ~ 14 Teul A.,_ Line 12 + 13 + 14 15 • &iiding coefficient of glass, (from Table 3 of Appendix 1) Wci~t of Wall Construction, lb/ft2 · u ... 11 16 u.,.ndo,,ot 17 udoo, 18 uw 19 u 20 udoot 21 SC 22 w 23 ~ss Correction Fictor (from Fig • .C.1.16J Equivalent T cmpcrature Difference (from Fig. 4.1.16) Surface Arus "MCF 24 TD9q 25 . I i ·~roof 26 I , . ~kyl,vit 21i ,._ 126 t 271 211 I C27/21J ~ .. A ··1.1 Date "'!?-JO-c,-Z...., -1 OMcbd by ----.. I . ' .. :: . l I~ MC-t-2 CL? ({ *TITLE 24* i 1,56. 2052. 1.-.. -. .-. c_c_. ·=· 54. 1. 112. 40. ,:, ·-·· E-72. 224. o. 0. 16 1. 1 :::: o. o. 16 1. 06 o. o. :35 . -.. -. .;.1,:•c 0.85 .-,-, .:,. i • o. 0.0000 v. '· -· I . • ' I to . . . • • I . • z ii ! • t .,, . . • : ··:; .1 . ~ s ._. ... ; i • 'i .. j ~ -~ • . . • . ; ,. ~ ..~ .. :-1 !j ' Not~. II Li~ 29 ,s 5~ or ,rr~ttr. ,utornatic li(/ir-wrrur~ ,,,,,;tching sy_stemt'" ~uirrd in ~ aru ¥trd by ~y/~t Enttr the diffttcncr bctwe,cn line 27 ,nd 5% of fine 28. OC' Ztro. \llfiichcvcr is the gruttr . Enter the wm of l,ne 26 Uid,.J,ne 30 • :i. 3J:1s-· ::1 n , .. .,., ,,,~,., -, ,~,., .,...,.~,,,,,,,_'l!f'l...,,R!lli!ll•~•"•!III'' "'' "''l""•""M'~'~''" ,.,.,, ! ~TITLE . . ---------- ESIGN .. ~ ....... , . u,.., 32 ·•,. "'tll't"9h, 33 u, 34 !biding Coefficient of Jkylight (from Tlblt 3 of Appendix 11 Mess Coefficient (from Fig. 4.1.181 u, 35 SCs 3S Mc 37- ~uncc. (from Fig. 4.1.161 F~ Area ewer unhuted space U-v,tu1 for floor ~rd ~ow (from Fig. 4.1.2J Standud U0 r (from Fig. 4.1.41_ ~imum 1llow,bf1 U0 (from Fig. 4.1.1) .. .• . .. -: ..... .. · .... ~ Uow ifroc\l Fig. 4 .. 1.71 • . . . . Pf0?0$«1 ttoc-(from Fi;. 4.1.101 Pr~ U0f (from line 40) . . • ~ 31 Ao, 39 Uof· 40 ·• 43 44. 45 . 47 48 49 LMe50111Ul1110t Pr~ U0 . (fr~ Fig. 4. 1.1) eitc..d liM 46 · 50 '-ott: U Of' ii ukuut-N from rhuqu,rion of Fig. 4. 1 .10 for 1M propw!d building using tM ~alcH from liM 30 for~ ru of i*yligha. Mtd tM r.tqe from /IM 31 lor th, Ot«'all roof m.Aor . >ESIGN ~ . S~rcf OTTWw (from Fig. 4.1.151 · StaodM-d OTTVr (-41 ,c line 44) _~rd OTTV (from Fig. 4.1.131 Pr~ Ortyw (from F~4.1.14J . Pr~OTTV1(frcm Flf. 4.1.1.CJ . UNM....CIIOI PrcpoMd OtlV (from Fit-4.1.13) ..-dliMll Noe.: oirv, for tt4 ~ b<Jildinf;, uJaut«l from -tt. q.JIOOl'I ol Fig. "· I. 14 wn, IN ~ from _liM 21_1or rM _____, ~, ,.J,,,1:...>.... ~ ,,...,, .,.Ju, from lirw X for N owrzlt rool. . 51 52 53 54 55 56 -I i • 0.04 o • 0.04 o; o. 0.92 0.79 o. o. 0.429 o. 117 I]. :~::::5 0.040 0.000 O. 22E, ::::1. 5•3 4 ,:,•:, . ·-·.:.. -1 '3. 2:;: 1E,. 77 1. 02 9.50 f l j • ... ~,;~-.-r.:;. ;! .·;:• • • • • • • • , •. r, ••" ~ ... ,.,~-,,., ~ \ ... ·. . ,.: ...... . ;.~!.r, .. •~-1·: t ••. ' '; •• •. • • • :';:-t,...• • • • . . .. . ) . ' MA TE!UALS DATA FORM. IUILDCNG ENVELOPE COWUANCE • .. . Lec1do1i-----------.;_ __ _ P,ofe,ctDul1 -.r ---------- . ,. -: .. ,· ~. :-.. .. ·: -.. -. .. WallTypa 1 · Wtistrt of wall conitructlon. lb/ft2 C... See. 4.1.8) Heat Transfer Cccff'ident C,.. Sec. 4. 1JS) Sumc:e A.tNS (ltta!:h lhN1I to~ In( additional CClmpesl orientadonl) . • Wall Type 2 Weig1t of wall construction, lb/ft2 Heat Transfer Coefficient-' Surface A,us (Attach 1hNts to doc:umtnt f!T'i edditional compass orientations) Wall Type 3· . Wtig1t of wall CQnrtn.lCtlon, lb!ft2 Hut T ransftr Coefficient \ Surface Arns (Attach lfMctl to doc:umtnt krf ldditlonaf com·pc.u orientations) · . Form 2 Documentadby ___ _ Datt . . CIMcbdby Date . . ' w, 1 J'2l> U1 2 ~ C4(;, Orientation 3 l~ ,.,.. 4 ~{l Orwntatlon 6 . ,.,.. 6 . Onentadon 7 . ,.,.. 8 · Or5tnutlon 9 kw. 10 W2 11 tt( . U2. 12 ,021 Ort.otation 13 I u ,~vz.1~'2,.., ,.,.. 14 ~1.& Orientation 15 Ana 16 Orientation 17 Ana-18 Orientation 19 ArM 20 W3 21 ___ _ U3 22-' ..... \ __ _ Oriffltation 23 --+--- NM 24-~-- 0rientatlon 25 ----i--- ArN 26 ----i--- Orilntatlon 27 ----i---.,.,.. 2a ___ _ I ~ Oritntnlon 29 ---- hN ~---- •: . ! i J \ I I ... . . . . . •, -. . . . • • t ·. ·. ,·. P.,.e 2of Form 2 f'fl?IICTTITU----------- : . . . . .. . . • ... · ... . ··-. .: ... . .. . ..; ' . • • . . .- Wa11Typc4 . Wef'1! of MIi conrtruction_ iblft2 • . • Sumce ,.,_ (Attach lhNtl to documtnt lt'lf ldcfrtionat eompea ~ntltionsJ . I W4 31 U4 32 ~ 33 Mia 34 OritMatk>n 35· ,..,.. 36 Or.madon 37 . kM 38 • Oriencadon. 39 ~ -40 ' I . . '\ \· I Glass Type 1 Sh.angcoefficlent(ftomTebk3 of~ndix 1 orm~data) -41: ·, '.3l, Hut Transfer Cotffident (from mfn. elm) • .c21 I, I :3 . Sumea -Ana (A.ttlch "*11 to document ·,ray additional . Orientation .c3· ____ w __ _ compeu OMntationrJ • Atee 44 :Z 1-:f • Oriffltaticm .cs ___ _ Ane 46 ___ _ Orientation 47·---- Ane · .ca· :------Orlentatio~ .cg: ___ _ Ane 50 ___ _ • Gius Type 2 . • · . Shading coefficient (from Table 3 of Appencfix 1 or mfn. data) 61,-. --.---- Heat Tnnsfer Coefftdent (from mfrs.. data) 62°---1--- Surfta Anas· (Au.ch ahtets to document Jnv additional Orientation 53---+--- compass ori~onsJ hN 54 :-1 ---+--- i Orientation 55i Ane 55i!-, --+--- ' Or~don 57::---i--- ArN 58---+-- 0rlentation 59----;--Are.. 60 ___ _ Glaa Type3. . · Shading coefficient (from Table 3 of Appendix l or mf~ data)· 61--..-' -- H.at Tranmr Coefficient (from mfrs.data) . -. 62---;..· 1 __ Surtac. ArNS (Attach lhMts io doc:ument «rf iadftio~ Orientation 63• ,_ _....;/ __ compass oriffltrtionrJ · •• · hN 64 ~---+-- Oritnta tlon 65...._ __ _ /..xN 66 ~-+-- Orienta tlon 67 /..xN 68 Orienution 69 '/one 70- ' . .. . i I ! i · . • i . ·- . .. '.t -: . • . . .• .. . . ~ . . NIOac:T'IITLl--p------~:--. . · ... . . . . • . . . ·• . ' ·: .. ..... ,: .. • ' • •• r .. • . --:; .. : ...... ·. . . ... . . ~-. •.. . . . .. . ~ .. • Ga.Ty,-4 ... ••••llldewtlhMT.W.3of .... ,im1wMfrl.tlacal Halt T ...... c.ns,·, nt.tfNa ...._ dlia1 ··· · · · lurflclA,w.,_. ....... nent..,,1111i1dr.w ... cnpucotit 11d1 rel. , Roof Type 1 · . . ~ of roof C0lldNC:tion. Mil C-Sec:tiocl 4.1..1) HtstTnn&fwCocffld«,tC-~4.1..1) . . . .. Surfa::e NM. (Au.f'l ~ 1o docummt lfff ~ roof types) ~Aree • Sltyt~ 9\ldng Codfident (from Tab&t 3 of Appffld"cc 1) Sqli~t Hut Tranmr Coefficient (lkefutJ •. ·. · ~· . . . . .... . . ... .- Floor Type 1 (&ors owr non-eir-c:unditbMd ~ OQf~ Wtigtt of 1'ooc c:ond1'Udk,n. 1W (,-Section 4.1.la· H.Tranrfu' Cosffioent C-~4.1.st . , Surfa::a AIN (aaach lhMts io doc:rment WPf additios&i tlooc-tw-) Doon SurfaclAle& Heat T......ilsr ~ (IJ.nlue. ... Table 4 of Apptidx 1) • .~ 81 <. '2 -( 82 ,oi 83 7&b 85-+----ea.-+-__ _ • '1 • ! . ;J . . l .: I. ~ .: $ .. -~ .. .. . • ~ I . •:. "( : ·.:: ... :. i ~:\ . . . -·1 •. • . :· i 87-~--r 88 i ; . ' 8e i l !· -.I ! -] SI0-----+-- 91-----4--11 i ] .... , I • i I 1 . -~ . ~ .t . . . • HEAT TRANSFER COEFFICIENT .. PROPOSED CONSTRUCTION ASSEMBLY ., Sketch of Construction Assembly WEIGHT:)l:S. < 2i$ lb/ft2 Check one: Wall Roof ~ Floor .. List of Comtrudl_on Componenu ~ 1. "3/ar. SU!:..: !.JP R:XFiN::; 5./-.l! P' './·1.·~D c..! . ..'T'/ . 2. 7C' j..;, • .~ ;:;;;;1, • '--l • 3. <o 11 }11:N::RAL FIE38< INSUL.. 4. ,A~R g:::>~E. · 6. $!.ISFEt~PED Acous·. Tit-£ 6. 7 • . 8. Inside Surface Air Film • 92. cooling Outside Surface Air Film ·• 26 cooling 2'6·7 cooling .04 cooling t-orm~ R ..• ?.t~.) ....,.... .~r.·.; 1. 57 .GI heating • I 7 heating 2i-~1 heating • 04- heating . . HEAT,TRANSFER COEFFICIENT 'PROPOSEDCONSTRUCTION ASSEMBLY . . . . ·" •: .. '. : . ·.o .. ~o· -··· .. •.· . : ... , · .. ,. ----1 . . . . . . .. • 0. _-:~ . ':-\J ... .. . ... .. . : ' : ' .... • . . .. ~--. \f-· Sketch of Construction Assembly WEIGHT: I fl D lb/ft2 Check one: Wall . *. Roof Floor . . Llrt of ConstNction Components 1. 2. 3 • 4 • 6. 6. 7 • a 5Y:z.'! C.ONCgE.TE Inside Surface Air Film Outside Surface Air Film Total Resistance R1 U-Value (I/R1) .. .GS cooling .z-5 cooling 1-59 cooling -~~ cooling Form 3 -~8 heating 17 heating I• 51 heating ,---• lo':;) heating ..... HE,f\T TRANSFER COEFFICIENT PROPOSED CONSTRUCTION ASSEMBLY Sketch of Construction Assembly WEIGHT: < 25 lb/ft2 Check one: · Wall Roof Floor * ---- List of Construction Components 1. 2. 3. 4. 6. 6. 7. a 5;611-Dr<YWAL !.,.: . RI I INSULATION 5/811 DR'f'WALL Inside Surface Air Film Outside Surface Air Film U-Value (1/Rtl _ Form 3 R .5G 11·0··· 0 56 .68 cooling· heating .25 • J7 cooling heating 12·97 cooling heating • 07 .07 cooling heating POOR QUALITY ORIGINAL S ltuv. 1 ';I/ ISi Oo~mented by ____ _ . .. . Oat,. ____ _ . ..... Checked b\·---~ • Date ------ Building occup2ncy type (Table 1 cf App;ndix I) ••••••••• O..:;...G..f~· ;....i.. __ Project Latitude (Table 2 of Appendix I) •••••••••••••• _3'"""-'3.:.:·~Zc,.__ Heating Oe5ree Oay~ (Table 2 of Appendix I) ••••• · •• : ••• _..;.a.aui:.P.J.{_'t.-;;;..__ O~tdoor O:!ign Temperature, Winter ~ ••••••••••••••• .....i1c..11:r._,;;....__ Indoor Oesisn Temperature. • • • • • • • • • • • • • • • • • • • • • • -, 0 Outdoor Air. 4 ••••••••••••••••••••••• : • • • • • • • • • _:J..&.l< .. 2;.._....._, _ Hut le~ From Outdoor Air. • • • • • • • • • .• • • • • • • • • • .• • · iZ:::f :::t l Temperature of a:lj;Cfnt unht?tted !Pl:CS •••••••••••••• Trcnsmis5ion Hi?ating lom5 •••••••• ~. • • • • • • • • • • • • f ,Z. '11,; . . lnfi:tration Air ••••••••••••••••••••••.•••••••• --~--- He~t Loss From lr.filt:-c.tion .•••••••••••••••••••••.• ______ _ Ventilction Air ••.•....•••. .-•••.•••.•.•••...•. ____ / __ _ He;t loss f;cm V1:n~Hation ••••••••••••.••••••••• __ 1_· __ _ Outdccr Air for Si:ecial Frcces:ss ••••••.••••••••••••• _ ..... ___ _ Heat loss Frcm Pre:c:ss Air ••• ~-•••••••••••••• : •••• --------- Other Heat Lo~,?S (dcscribej •••••••••••••••••••••• _ __:_t ___ _ 1-jq(~..f . . Tct2I Heat lo~~s . ~ ......... · .•..••••••.•.•.•.•.. v-/ Outdoor o~sign Temperc1:ur1?, su ... ~cr. dry bulb ••••••••• -~t---''---- butdcor Ocs:gn Tem~u:;ture, summer, wet bdb ••••••••• _.._s.._r_-1:_._· __ Ir.door Oe5ign·Tempuiit:.:re, summer, dry bulb •••••••••• __ _j_-t,..;f;:..-::;. __ Ir.door Dcsisn Tl!m;;erature, summer, wet b\!l~ •• : •• : • • • • ·. ---- Transmission Hei!t Gi!ir. ••••••••••••••••••••••••• :'3bi-f o Infiltration Air ••••••••••••••••••••• .-••••••••• ______ _ Heat Gain From lnfil:ration .•••• ~ ••••••.••••••••••• ______ _ Outdoor Air for Si:eci~I Proc!!!:e~ •••• ·• -•••••••••••••• Helt Gain for Proa!ss Air •••••••••••••••••••• .-••• - Sofar Heat Gain Thro\!gh Windows~ etc.. • . • . • . . . . • . . . . I ! 0 '.20 Hei!t G2in From Lights, ~quipmcnt, Feoplr, etc .••••••••• · ____ _ Hen Gilio From Other S.,un:es •••••••••••••••••••• ~-i:3 ~ Outdoor Air: . Fixed ·,~1ir:imum0 Typ!! Syi:em CFM Per Person (Not to Excud Tatul3ttd Minimum V.?htilaticn R,tesJ ••••• Hezt Giin From Outc!ocr Air •••••••••••••••• OF OF CFM Btu/Hr. of_ Btu/Hr. CFM 6tu/Hr. CF~t 6tuiHr. CFM 8:u/Hr. Btu/Hr. B:u/Hr. o-r OF "F OF Btu/Hr. CFM Btc/Hr. CFM Bti.:/Hr. Bt::/Hr. Btu/Hr. 6tu!Hr. CH,irl?r~n B11.!Hr. hee2ofFormC COQLING LOAD DOCUMENTATION (Continued) System Utilizing Outside Air For Cooling CFM Per Person (Not to Ex~td 33% of Tabulated : .. Recommended Ventilation Rates) • _____ CFM/Ptrson Heat Gain From Outdo(!r Air.. • • • • • • • • • • • • • • Btu/Hr • .. ' ..... . . . jJp '7 0 Total Cooling toad •••••••••••••••••••••••••••• -U? ( <Z: StulHr. "EMPERATURE CONTROL ~tuch manufacturer's da_ta or other, give specification or drawing referen~ which shows i~ detail the following information: REFERENCE (page or sheet No.) c::apabiliry to sequence-heating and cooling ••••• ~.~ •••••.•••• ~ ••••••••••••••••• _M.&...1.....,1 __ 1 temperiture control device set point limits ••••.••••• : •••••••••••••••••••••••••• _llfi __ l __ te~pernur~.-~!:point range betwetn full heating and full cooling •••••••••••••••••••• -'<41......_...,, __ 1 setbab~k 1 .. and ~_h~t~~-conhtrol~ •••• 7 .rf. F •••• d •••• 1 : ; •• ·,;,;F• ••••••••••••••••••••••• _.%..;.__/7.,.__ 1 capa 1_ 1ty to t_erm1~~te eating at an coo mg at o • • • • • • • • • • • • • • • • • • • • • • • _____ _ '· · .. : ndicate drawing or specification reference whert the temi:erature control device requirements given below are documented. ~n automatic temperature control devict shztt be provided tor: . M / . i each separate HVAC system • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ------- 1 each zone ••••••••••••••••••••••••••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ~ -ilMULTANEOUS HEATING AND COOLING ihe following requirements_ apply to the use of new energy and need not 1::e complied with when recovered ener;y is bsed to ::intro! temperatur?. n each case, when resening hot and cold declc temperatures, one representative zone may be chosen to represent no more ha,:i ten zones with similar heating or cooling requirements. ::oncurrent operiltion of independent heating and cooling systems· serving common sp;ces must provide either or botil of the ~n~rols given below. l,.ist reference specificiltion page ordrai-i~g number where· cont~ol requirements can be·verified •. REFERENCE --Seque_ntial temperature control' of heating and cooling systems •••• ~ • • • • • • • • • • • • • • • • ____ _ Automatic reset of heating temperature, to .limit energy input only to that · --~---···- level to offset heat loss due to transmission and infiltration ••• ,. ! ••••••••••••••••••• ____ _ ,cheat systems -give reference specific:2tions page or drawing number which will show compliance with the following ,hen·reheating 20% or more of the total air in the synem. When serving multiple zones. controls must automatically ;estt the cold air . suppl,' to the highest temperature level of the zo~e ~equiring the most cooling ••••••••••• --------,---- S:n~!e zone reheat sys:enis shai! t.e C?ntro:led to se~er.cc hutin;·ind coclin; ••••• . .. .. ----- I I J j I I • I I i I I I '• 3of Form, , OlUl,duct. or rr.ultizone systems -give refercnD! wecificatio_ns. page or drawing 11umber which will show compliance with dle following: • • • • REFERENCE .. . . • Hot deck temperature -must be automatically reset to the lowest . . .. . ~ ttmperature_necessary to satisfy the zone requiring the most h~atirig.: •••••••••••••••• _____ _ • • Cold deck-temperature -must be automaticatly reset to the highest · · . temperature· necessary to satisfy the 10ne requiring the most cooling. • • • • • • • • • • • • • • • • • ~ . ' 1 Recooling systems ~ give reference specifications page or drawing number which shows compliana! with the following if · rtcooling 20% or more of the total air in the system. · · • · · • • Controls must automatically reset the temperature of heatid supply air to 1he lowest timperature necessary to satisfy the 10ne requirin~ the most hutiog. • • • • • • • • • • • • • • • • • ____ _ HV AC SYSTEM RESTRICTIONS & SPECIAL REOUIR EMENTS ~ral HVAC Sy-stem types have special requiremenu or restrictions. In this section. the type of system used in the design must be lfsted ~a~d:-·any special rtstrictions given here referenced to show compliance. Supply references to proper specifi• cations 1»9e or dr~wing nu·mbers. · · . ' .. Type HVAC_ System~ Used -List type of system to be used here (include all systems for heating or cooling in the b1.1ildingJ incl\!de reference for specifiatiohs for each system. · · -~CdS::b<;f£9 ,. '-. Co:-.stant velum~ reheat system -when serving both interior and exterior zones -separate cooling coils are required if the. exterior zone exceeds 20% of the total air quantity through t;he cooling coil. REFERENCE ,; .. DUAL DUCT ANO MULTIZONE SYSTEMS. . ~ . .. . Constant·volume duct or multizo~e systrms which ·utilize new energy to simuluneously hut and cool air strums which ar.e subsequently mixed for temperature contr~t are prohibited !or buildings larger than 20.000 square f~t of conditioned S;lic:e. I~ used. the air leakage for d~mpers ut]lized for the mixing of heating and cooling air ~all be limited to a maximum leakage of 3% of the toul air quantity handled by the dampen when operating at the maximum system pressure to which the dam~rs will be s~bJected. Manufacturer'slabel or nameplate shall st.ate leakage rates. · · 'REFERENCE-------- Economizer ·cycle -For each cooling fan ·system, for other than dual~uct or multizone systems. which serve zones having total cooling capacity greate~ than 134,000 Btu'1lr or more than 5;000 CFM must have an economizer cycle unless one of the exceptions allowed is c.laimed. -----~---·· REFERENCE _______ _ Electric Resistana Heating Systems -These systems shall not be used unless the total insulted electric resistance heat does not exc«d 10% (ten percent) of the annual he~ing energy requirement or a life cycle cost analysis. Fonn 8 (see-Section 4.2 of this manual) shows an alternate syr:em life cycle cost excdeds that of the electric resistance system. Give reference if Jess than i0% or include Form 8 if ~lculating_ l!fe _cy_cle cost. · ... REFERENCE _____ -__ . __ . . MECHANICAL )\NO GRAVITY VENTILATION . . . Mecl-lanit41 ventil.ation -Oampcri which are autornatically inttrt"cked and cl~d on fan shutdown an required. . I ~ . • .. \ ~ REFERENCE----,.--....;_--- Gravity Ventilators -Either automatic or readily accessible manually operated d:1mpers must be providerl for all openings to the outside with the exception of combustion air.openings. ' . . . - REFERENCE _________ _ "' POWER CONSUMPTION IN FANS REFERENCE Total"Supply Air OuantitY ..•.••• , ••.•••••••••••. • ••• · •••••••••••••••• ·• ·• • CFM Conrtant volume syr.nm · ~ Total Pressure ~f Suppl~ Fan _-•••• ~ _-••••••• _-•••••••••••••.•••• ; •. • • • • • • • • • . Inches Wn2r Total Supply Air Quantity Ad Justed for Prores lotds. • • • • • • • • • • • • • • • • • • • • • • • • • • CFM Tota1 Gross Floor Area .. · •.... · ...•.•••••••••••••••••••••••••...•..••••• -----Sq. Ft. Net Fan PerfQrrhance Index (FPI) .•.•••••••••••••• ~ •••••••. • •••••.•••••..•• Varfa.ble volume system Total Supply Air Quantity at Maximum Flow •••••• : •••••••••••••••••••••• • •• -. _ __,_ __ _ Total Pressure of Supply Fan at Maximum Flow • .-•••• ·• ••••••••••••• • • • • • • • • • • -----Inches Wuu . . , TotaJ Gross Floor Area ...•...•...•••••.•••••••••••••••••• • • • • • • • • · • · · • • -----Sq. Ft. . . . Fan Performance Index at Maximum Flow (f Pim), •••••••. • • ~ .................... ------CFM Variable Volume Adjus1mcnt Constant ••••••••••••••••••••••• • • • • • • • • • • • • ~ • ---+-- Adjusted Fan Performance Index. FPla ••••••••••••••••••••••• • • • • • • • • • • • • _· • ====;:=== DQCj)ME-NTATION FORM & HVAt EOUIPMENTCOMPUANCE .. rorm o ·. References giving the specification p~ or drawing sheet number or manufacturer's cbta must be submitted to demonstrate com- pliance with Division 6 of the standards. ELECTRICALLY OPERATED COOLING SYSTEM EQUIPMENT ABSORPTION WATER CHILLING COOLING SYSTEM EQUIPMENT . • .. -: : r·: ·. COMBUSTION HEATING EQUIPMENT (Oil and gas-fired comfort heating equipment- ELECTRICALLY OPERATED HEATING HEAT PUMPS ELECTRICAL RESISTANCE SPACE -HEATING EQUIPMENT Standard rating capKity, BtuAtr Minimum EER (COP) R~ference Heat source (check oneJ Direct fired (gas-oil) Indirect fired (steam-hot water) Minimum EER (COP) Reference . Minimum combustion efficiency at "!'aximum rated output Reference Minimum EER (COP) Reference Supplementary Heater «:;ontrol Reference REFERENCE FOR FULL-LOAD ENERGY INPUT AND OUTPUT REQUIREMENT FOR MAINTENANCE FOR MANUFACTURER'S MAINTENANCE ANO, · FULL ANO PARTIAL CAPACITY AND STANO-BY INPUT(S) AND OUTPUT(S) SPECIFICATION REFERENCE .·• ---------- .. •, PlPiNG ANO DUCT INSULATION ANO DUCT CONSTRUCTION ,. Reftrences io the piping tnsulltJon. duct ~ton ind duct construction· nqutrements prtsented In ~ion 4.2 of the Energy Conservation °!siQn Manual must be ;ivtn below: · · · · • \. . . .. '• ;. .. . . .. , .. _ • I •• •• • ,. REFERENCE_ .... M._..... .... , ____ _ • • • .. • -1. -----..___ ______ _ ) ] .. ~ r1 \j ~. t /l_ I~ ~ ' ' '· 1/ j 1 I . i I f I .. ~ i "< ! l ! \ V . 11 . f ' .• ~~ fr ---~-;-:,;;.~-±ff~;~~~~~----~=,.,::..,.~-;f.;.r*'$ ./~_,.r;..' --~·Jt_.: --~