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Home My WebLink About2632 LA COSTA AVE; ; 75-1296; Permit;. :, ,. ,· ... ~ ..... l t· '· :,' '.-... , • ~ 2 ~: 3 ~-~~:·~:~~1:r;~~~; ;PPUC :1~N 7~;~~~;~ · City of~CARLSBAD,. CALIFORNIA 92008 Appltcaot to complete numbered spaces only. JOB AOOR ESS ~ < /J ~ ,~~· -~t .. ~ J_,,{J.nc1k n'Ji. ·LoT NO. _,... .. .., ... """C"O""NTR~CTOR MAIL. 3 ARCHIT-~CT OR DESIGNER MAIL. 4 ~ l : .. '· ! : ! .- ENGINEER MAIL 5 COMPENSATION INS, CARRI.ER -6~ -us'E OF su'ILOING 7 .8 Phone 729-1181 ADDRESS . ADDRESS ~ -· L 'J, •. ........ ADDRESS ... PHON.E PHONE PHONE Permit No. ASSESSOR'S PARCEL NUMElER. LICENSE NO,. STATE LICENSE NO, LICENSE NO. ,.:.::.. CITY (. "·. . 9 10 ·i;hange of use from Change of use·( o . , ~~~~:~1~_1!11110iiV•al•ua•t•fo•n•o•fw_or•i•:$-~/•.lliili-iloill•··.o_~ __ /J __ ~ __ q. ___ ,.,_._.,o __ t:,_g __ ~--PL_A_N_C_H_;_C_K_F_EE_$~1J£t-_e:r~--~~-'~·'_•_~I_P_E_RM_I_T~FE_.E~-$~.~~~::~-~-~~5~'---· (,~~=~--~--! ,,. ,,,~p'e:oiAl,.GONQITIONS: .. -Typeo~ Occupancyl 'i MICROFILM-PEE 0 ·• ' Const. .-. ti ~ro~p . ._ ,.., ~ _,.,... 1----------,-----------------,------i Size of Bld~-.,f/J,.'f',;,.yi'J : (Total) Sq. F~[~ -01; No. of Storle.s I Max. Oct .. Load. ~~~=:-:::~::::-:==-::-::-:-:-T::'~~~-~--~-=':':":'-----r.~·r.~~~~~~~--1 Fire ~ Use ,:P · · f Fire Sprinklers APPLICATIONA~CE~JED~ Pl,ANS[A~.rO·BY. ..,-· APPIJ!F~~-IS:U,A::,,l!Y' Zone' S Zo~e J\ ,_ ; Required DYes ~·~·r::f'·'_:;;. j--D,_A.;.T.;;E~~'_.a.:.#_{:~-~-"·_.::;;.~-'-t7 __ _. ... ,~;....~;ir,~/--..;...--M:::"· ..... 4 .... .;...;_,;q;....,~-_)_.-_· .... ) __ ·~·~l=~=:=eo=il!=n=:=lJ=n=it=saoE"'/~·==;===:f~~~~:~~;,:,;r:~:~~'"'E.e!E~T=?:;,e:;,, .. R;,,F~;,;;•~;,;~;,-·,;1;~;,,.~~-;,~P:='b~¥-~;;:e;;,;n=====~~~-="'1:1i1 / NOTICE . Special Approvals Required Received ·Not Required f------~-----'-----+-----~-,---+-----'---,,---1 S!=f'ARATE PERMITS ARE REQUIRED FO.R ELEC'rRICAL, PLUMB-PLANN!NG DEPT. , .. ,:;-;, ING, HEATING, VENTILATING OR AIR CONDITIONING. 1--H-E-·A_L_T"-H~D-.E-P-T-.--+-~---~-+----'-----l'----~""'"---'-l :,:_;,.:,~~.-, THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- TIO,N AUTHORl;ZED, IS NOT COMMENCED WiTHIN 120DAYS, OR IF 1--F_IR_E_D_E_PT_. __ -+-------1-------1----~-~ CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A SOIL REPORT PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM-1--------+----'-~--+-------+---------"I MEI\ICED. .. . _o_T_H_E_R_(_S_pe_c_1t_y_J~1-----~---+--~----+------'----1 I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS ENGINEERING DEPT. · APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. 1·1----------+----..-'----+------~-+---------1 ALL, PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS WATER DEPJ, .:l.,,., · TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED 1----------i--------+-----~-i------~ HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROV)SIONS OF ANY OTHER STATE OR LOCAL LAW REGU.LATING COl)ISTRUCTION QR THE PERFORMANCE OF CONSTRUCTl0N. ',,.• ·, srG~~TURE OF CONTRACTOR-OR AUTHORIZED AGENf (DATE). , 't-~~ .... ..:-. ~;-~.-.·. SIGNATURE OF OWNER OF OWNER eu ILOER) WHEN PROPER~LY VALl'DATED (IN .THI~ SPACE) THIS IS YOUR PERMIT:. (DATE.) ,, '\ .. PLA~ CHE~CK ~A~~TION i ·. ;r ~ .... _-__ ,., __ , . CK. M.b. CASH PERMIT VAj..lDATION . 'CK. ~:;; ~~t j -~ .... ./ r"'i .· • i,1;,;r' .. ... ..... ...-... ---. ,.. ... _~.~-~ ...... , .... J,NSPECTOR M.O. CASH -: _;._ ... ' • • INSPECTION RECORD DATE REMARKS FOUNDATIONS: SET BACK ' TRENCH REINFORCING FOUNDATION WALL & . WEATHER PROOFl~G " CONCRETE SLAB FRAMING INT. LATHING OR DRYWALL EXT. LATHING MASONRY FINAL USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. 10-30-75 Fdn. Forms and steel: O.K.'B. Nelson 11-3-75 Pour: O.K. B. Nelson 12-16-75 Roof nailing: O.K. B. Nelson 1-9-76 see corrections enclosed: B. Nelson 1-14-76 Frame: O .K. B. Nelson 1-30-76 Drywall Nailing: O.K. B. Nelson • 3-29-76 Fdn. Forms: Ret. wall: O.K. B. Nelson 3~30-76 O.K. to grout wall: B. Nelson INSPECTOR ' >Cc·=-,. , -ELecrl[~p::,~':P~~r-,~~i~;;~~~~~~~~3~~:~ -" • • • < • > ' • • ''t:: -· . · City of CARLSBAD, CALIFORt,I.IA_ 92008 . - 1 / ·'\1 Appli;an~tocompletenumberedspacesonly · Phone 729-1181 · ·-, Permit No 7,.£ ·-/ 7 y·· ·._:~ f ··~ ·! JOB AOOR ESS ,,,_ .. .• 'f-.1 126i~ /.?'" (!/'' I ;¢1'( : . .;~J t7...,.7f?' ~ •a : 1' , , ., t;0T NO. I BLK r TRACT -~4-';ti :.:r,;J; .J! .LEGAL ..., <OSEE ATTACHED SHEET) ' 1 D~S.CR. ' jff-:?~--' :.;;;~ i ,_;;!"":) ' . ..;i. OWNER MAIL AOOJIIESS ZIP PHONE . "• ;l &~'hn . At. <t,:' Mi"t1 rKxG· tF.,A/. ,L, ,_;;c 776~/s f/ . ";\~ -1;;-ps.1 ~ ' ' :;;._ . ,,.~ _ ... ~ fap# r < .,/;.,; CONTRACTOR t,<AIL ADDRESS . PHON£ LICENSE NO. STATE CIT.Y ' ~.::1 3 '>:-'{>,',;e ,' ]:~ ',.."fl ARCHITECT OR DESIG~ER MAIL ADDRESS PHONE LICENSE NO. .. '',',},\ 4 ~-': . ~, :·s~ ,, ENGINEEII MAIL ADDRESS PHONE Ltci;;NsE No.· .... ~ ~~'!;!' 5 ,, ~~~i ,. -·· COMPEN'SATION IN·S. 'CARRIER MAIL ADPIIESS BIIANCH ->~\ 6 U~E Of' BUILDING ' \~ 7 -· .;~,.r ',, ,a , . .... . , ,. :-/W<',,__ ',i < ---·~ ...... ~ -~-::· ...... """::~~,, '.' '"",,...,~ 8 Cl~_$.$ of work: ONEW 0 ADDITION Cl ALTERATION 0 REPAIR ·-· ,,, t>?-, 9 Describe work: . ·-.'.'j . ,, . ·~. ,, ' , -~\~~ . . ,-,-~ PERMIT FEES -:::'i,~'1 .•:.. ·~ No. :lach' Fee -..... '!{:~ i;{ SPECIAL CbNDJTIONS: -;t ;!}l) ~~·>! ,, ISSUANCE; OF EACH PERMIT •,•·, ... ,-:-,. .. . , ::i -· EACH ,. . ·. ~ NEW CONSTRUCTION, FOR AMPERES OF MAIN SERVICE, SWITCH, :.1 APPLICATION AC~PTE1/" PLANS CHECKEO BY. APPROVED FOR ISSUANCE BY: FUSE OR BREAKER ·j .,.¢ /_;Jt1· ~ . ·. ,~. DATE NEW SERVICE ON EXISTING BLDG. ,ii' w,·,,,, FOR EA. AMPERE OF JN.CREASE '/)j .?; )'i ~~:/! . NOTICE IN MAIN SERVICE, SWITCH, FUSE THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC, ·oR BREAKER ,,) t,; , TION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF '.;~ CONST.RUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A REMODEL, ALTERATION, NO CHANGE PERIOD OF -120 DAY!> AT ANY TIME AFTER WORK l,S· COM- MENCED. IN SERVICE, FOR EA. AMPERE OF I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS INCREASE APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCE~ GOVERNING THIS , ~J TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED ·-HEREIN. O,R NOT, THE GRANTING Of A PERMIT DOES NOT TEMP. SERVICE UP TO AND INCLUD· -'lrJ.~ PRESUME TO GIVE AUTHORITY TO VIOLATE OR-CANCEL THE -f:i PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING ING 200 AMP. CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. -.\~ ... -~ -: ·,~;-~yJ r2!7 /4.' -TEMP. SERVICE OVl;R 200 AMP. JI ,/" PER 100 .. . ~.,.-: ,,..._ ~ ---~#t" ,;;;.r: ,&.-~ . -~ .r ,._ .• ~ -~ v·t. SIGNATdltt"O, JC0NTIIACT0II 011 AUTH0IIIZED AGENT (DATE) , f'ERMIT FEE -'3] .7~~~ . cJc;N.&T11Rr OP' OWNEfl IP' OWNEIII: BUlLDE" DATE) rj , , . .· :! WHEN PROPERLY VALIDATED (IN TH S SPACE) THIS_IS YOLIR PERMIT ...... ~~ ,,._.~I PLAN CHEC_K VALIDATION CK. M.O. CASH ~ERMIT VAUDATION CK. M.O. CASH -·~::~ .--:lit '-. ·~,f.i .. :::J . i INSPECTGR -, . , ,,., -' . . .. ..; • - INSPECTION REPORTS DATE ITEM REMARKS INSPECTOR ' USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. 1-5-76 rough ~lee. O.K. B. Nelson / -,·f .. " [ '""'?"ii{'';;"':,:::,.;:;-', -+·-,o,~\o, ,:~~. "' .½' · i;],~::=.7?jJ " -: ::: ~it ;'. :S -~ ·-Wall Heaters.-B.T.U. M ·· ' ~; NOTICl: ,. UnitHeaters-8.T.U. M w;. T.HIS:PE RMIT BECOMES ,NU.LL AND VOi D IF WC.lRK OR CONSTRUc/'"l--'--t--E-v_a_p_o_ra-ti_v_e_C_o_ol-e-rs---'--~~-~-c:------t----t---:-1 '<' ·TIQN AUTHbf:llZBJ) IS,l'\!QTCOMMENCED WITHlf'J 60 DA'(S, OR I.F '° '" •' ~-· CONSTRUCTlON ·.ORWORK IS Sl:JSPENDE D OR ABANDONED FOR A 1--,,,,.,"-·+-"·.~c_l"'""Qt_h_e_s _D-'ry:....e_rs_....,.,..,~-~--4-i:!c-.....,c......,...'---,-'---"-----=i--,--,-n;;+a.M..~.-,.'-f t°· PE=~iQD OF ·12Q·,j:bh.YS.1~At· ANY TIME AFTER WORK IS COM-.··~ · '. ~e.ntilation Fari "i::,};" -.i ... -~ • .,,:, . 2 1.~: ~!i7t'i:~v CE~;1tv·:n;~T I :HAVE READ ANO EXAMINED THIS; : ........ .f""·•--11-' .. --R""·,-a,-'. n_g_e_H-oo-'-d-'--.-....... -.~~!~l<i!~~,h,4A~;.;;\;;F---'--~-,--+,-...,;;l:},HM~':",!:--I APPL.:ICATrON AND •KNOW T-HE SAME TO BE TRl.11:: ANO CORREC:r. ... ,. Air Handling Un_f_t,.::· -. ·c· j: M ..,. -- ALL 'PROVIS.IONS OF 'LAWS AND ORDINANCES. G'OVERNING THIS . t----,.' -.-t-~~---,.-~-~---.a,.,.~-~-·-· ,...··~-.,..·~--,--i.---"--t----i TYPE ·OF WORK WILL' BE COMPLIED WITH WHETHER SPECIFJED·. ,,(. Incinerator· '((! HEREIN-:.OR NOT, :THE ··GRANTING OF A PERMIT DOES l'l!IOT. ·:,-' ... ·;,---1----,------;-=----,,..,-'""-,-~'---,.,,.-+'---,---,-.,...--+-~--1 PRESUME,.TO GIVE; AUTHORITY .TO. VIOLA:r.E, .OR CANCEL THE. 1;;,/ ·.,.: ..... _,_-.. :,:.•-: .. ::/_':., ·.-.,t PROVISIC5NS OF ANY OTHER STATE'·OR LOCAL LAW REGULATING· t---"'----+------~~---"'·~'"--"""'--"_'"".-'-'"'--~-"'"'"-=---l-"a,---'-----1 CONSTRUCTION OR THE PE~FORMANCE OF CONSTRUCTrC5N. \ ~. -- .. , .; -. . ' -·:r., •. P.~: .. 'CASH . -'..:-___ -'~ ".: INSPECTOR -• INSPECTION REPORTS l DATE ITEM REMARKS 1 INSPECTOR I . -.. --' -· ~ ~~. ~ -· . ---.. ~ ' . . .. USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. 1-5-76 No. See corrections enclosed. B. Nelson 1-30-76 Heat: O.K. B. Nelson Permit No LEGAL I LOT NO. BLK I TIIA,CT.· . l,oEsCR •. i-'----.....l--------~-~'--"--------''----i----"----------=--------------------,----'-1' 'OWNER; 1 MAIL -,ADO,.~~~ ZIP PHONE 2 ,CONTRA·c:roR ' MAIL ,AD.DRESS PHONE ARCHITEgT OR ·DESIGNER MAIL ADDR_ES~~ PHONE 4 ENGIN~ER MAIL ·ADDRESS PHONE LICENSE NO. 5 ~ ',, .. . ·, ~-,,-., . ,• COMPfNS.A:rlON (Nl;. CARRl•ER BRANCH -6 . .. ,.v: )~ ', ,,•: ,I 8 Cla~s:Qf work: !XNEW 0 ADDITION D. ALJ.~~ATION 0 REPAIR. ·' >• V _,.• De~crihe work: PERMIT FEES ,..-' 1F·: SPECI.A;4,pQNDITIONS: '' ·, ,. No. . Type of Fixture or Item 3 WATER CLOSET (TOILET) r::·. -~-/ BATHTUB ~':,1_·.r_:.-;._ .. l-----+, .. ..-"--___ ..,,_~-------,,---------...... -----------1f-"'-::t!rl~---- -: .:::P-LAVATORY (WASH BASIN) f SHOWER N·OTICE THIS PE·RMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- TION AUT)-IORIZED IS NOT COMMENCED WITHIN 60'DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR f'. PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM- MENCED. . I HEREBY CERTIFY THAT I HAVE' READ AND EXAMINED THIS APPl,..l'CATIOl'j AND KNOW THE SAME TO BE TRUE AND CORRECT. !t~i2~;~:gt~st9Cr~f fJR{%~W fif~:~h(T~JlJ~~1~]~ PREStJME TO· GIVE, AUTHORITY TO VIOLATE OR CANCEL THE PROY.ISIONS OF ANY OTHER STATE OR LOCAL.LAW REGULATING· CONSifRUCTION OR THE PERFORMANCE O'F CONSTRUCTION. I SIGNATURE OF CONTRACTOft OR AUTHO .. IZED AGENT ~ {DATE)' /.,, / / / KITCHEN SINK & DISP, DISHWASHER LAUNDRY TRAY ,CLOTHES WA?HER WATER HEATER URINAL DRINKING FOlJNTA.IN F.LOOR--SINK OR DRAIN SLOP SINK / WATER PIPING & TREATING EQUIP. WASTE INTERCEPTOR VACUUM BREAt<,ERS LAWN SPRINKLER SYSTEM SEWER CE;SSP09L SEPTIC TANK & PIT ROOF DRAINS PERMIT .. SIGNA-TURE OF OWNER IIF OWNER. BUILDER) (DATE) TOTAL FEE WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS· IS YOUR PERMIT' CK. M.o. CASH PERMIT VALIDATION CK. M.O. INSPECTOR STATE ''•, ·r $ :.;r;,' r,"'O· CASH i 1.<- ii INSPECTION REPORTS DATE ITEM REMARKS ·. USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. 10-20-75 Underground Plbg. Not ready. B. Nelson 10-21-75 U/G Waste only O.K. B. Nelson - 10-28-75 Soil Line: O.K. Underground water: O.K. B. Nelson ' , i '. INSPECTOR ' I I I ' ', I i ' I I I 12-29-75 Top out and Gas: O.K. Gas line goes through entry raised ceiling area. Gas line terminates at F.A.U. in inoccesible area. B. Nelson ' 1-7-76 Gas: O.K. B. Nelson 1-14-76 Shower pan: B. Nelson 1-26-76 Tub trap #2 O.K. B. Nelson I• 2-2-76 Rough plumbing: Repair. Relocate water closets--for "one piece" \O.K. Nels 3-5-76 3-5-76 Tub and shower: O.K. B. Nelson Plastic water service to bldg. O.K. B. Nelson . "' '. JOB ADOR ESS ·xc/-e~-,,. " ASSESSOR'S /1,ef._3::l 4v-e .... ·-PARCEL NUM,BER ~-'' LOT NO, Im {TR~~ BOOK l PAGE I. PAR, LEGAL I J.fS--.,:,·· .--· ,' '~ (0.eyEE ATTACHED SHEET) 1 DES CR, ·-· ., OWNER~ 2 '' ' ~;i/-H' #. · .,,--MA.ILAOD 0 RESS~ . _ .· 7.A ZIP_ e:,.,Y/::Za 5'fs "I 1hf.;;/6 ~ PL-~4('?1?PJ{t-PHONE/;f~~1,;t·· CON TRACTOR MAIL ADDRESS ,/4 PHONE ·. LICE:NSE NO, STATE CITY 3 ~~J/· ,#4/.AtrS h.,,:-/-,,,,. :,..rt £ ,I" o//:$1&,~ -~ ,. ,r.;t: ARCHfTECT OR OESJGNER 4 ./' MAIL AODRESS-f' PHONE LICENSE NO, ~--~ EN'G IN EER MAIL ACOR £5S PHONE LICENSE N·o. ,5 ,_ COMPENSATION INS, CARRIER MAIL ADDRESS BRANCH 6 -· n ~ ..,.1i,\(..,~~-I , .... WI t .. . ... -....,.. __ ~ • ·, . •,::i,r, ~~:" USE OF BUILDING .,.,, 7 .. ., ,M ' --""''' .,. Class ofwork:.(',..,o~~ ,, -~ 8 0 ADDITION D ALTERATION D'-FfEPALR D MOVE 0-REMOVE ... ·• "' /F?1;1 ,,!)< 4 r :t.2.u# .9 Describe work: AJl)j/·.'. 5$ ;/' : 10 Change of use from. -~ Change of use to ~./ 11 Valuation of work: $ 4Ao ~ I F?:_~ a-<, --PLAN CHECK FEE$ -PERMIT F . $ · 3 . ·-. _· 'S, SPECIAL CONDITIONS: Type of (' l; NC , MICRO FILM FEE Occ~., 11; H1,t1~,11t• ""~• n,, ' ~ $ ' .. ' Const. {j'.i. c&,,t. /-" "~-_.._ __ , ... ~--,.. Group ·,. "'--.~ Size of Bldg. ? '.:l,Q No.~ ...... Max.i:......-,.., ............. .. -~-...._ ""'-r----,...,.._~ ... (Total) Sq. Ft,....._ . Stor,ies 0cc. Load ...,,,.....,._,_ ' ' Fire ,...} ~ Fire Sprinklers;;-'Ej_ . 'APPLICiyf-lON Al'.:ir&-BY. PLANS CHECKED BY APPROVED FOR ISSUANCE BY Zone c;... Zone Requff'eci"'LJyes No · JJ V · :t/4/;;,& OFFSTREET PARKING. SPACES: i ,' I'\ ' No. of . · DA\E · rA~/2, Dwelling ur;m-No. INo. DA.TE Covered 1"4• n.· Ope_n_ / 7 NOTICE / Special Approvals Req!,fired Received. Not Required SEPARATE PERMITS ARE REQl,)I RED FOR ELECTRICAL, PLUMB-PLANNING E>EPT, .I 1 ING, HEATING, VENTILATING 0~ Al.A CONDITIONING. f '. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC-HEAL TH QEPT. i 1 TION AUTHORIZED IS NOT COMMENCED WITHIN 120DAYS, OR IF FIRE DEPT. .~r t j CONSTRU_CTION OR WORK IS SUSPENDED OR ABANDONED FOR A SOIL REPORT / i I 'PERIOD, OF 120 DAYS AT ANY.' TIME AFTER WORK IS COM-l ~-i MENCED. OTHER (Specify) t I HEREBY <::ERTIFY THAT I HAVE READ AND EXAMINED THIS ENGINEERIN.G DEPT. \-l i · APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ,, . ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS WATER DEPT • t t . TYPE 0F WORK WILL BE'. COMPLl'ED WITH WHETHER SPECIFIED• : HEREIN OR NOT; THE GRANTING OF A PERMIT DOES NOT i t l PRESU,ME TO GIVE AUTHORITY TO VLOLATE OR CANCEL THE f PROVISIONS OF ANY OTHER STATE OR LO.CAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ,, .i { 1 f ~I t 1 ,? _., . S/4~1l'-~J:R1'CTOR OR AUTHO~~ (DATE) 't f ~-/~.~~-- ·• ·~~-~~ z:;· j' •. t ' ..-;,...1 . .. ;,-:· • ' ' ~1'-{ ' ,,:.< >4• ;,;., " " 1 SI G~A ·u·RE OF OWNER (IF OWNER BUILDER) (DATE) " ='-$. \: .. '. tr:"-• i-,~,. ,,~. J ?i . PLAN CHECK VALIDATION WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS IS V:OUR PERMIT_ CK. M.O. CASH PERMITVAl.,IDATION CK. M.O. , CASH INSPECTOR -INSPECTION RECORD DATE REMARKS 11\!SPECTOR FOUNDATIONS: I' I SET BACK I TRENCH ! REINFORCING I FOUNDATION WALL & i WEATHER PROOFING I ' ' CONCRETE SLAB FRAMING t l INT. LATHING OR DRYWALL ! EXT. LATHING I . I MASONRY I I i ! FINAL .. USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. -~~ .. ~~·4 #' .. :~ ,,,c.,~ .. -·.~~~~~-~ .... :.._....__,__.' ·,. ! ~~.....;~u ,, ~·" ,,~~.u,~._b..-......,,~~,;:.~~~~~~--~·-·:~~..: ·,,·~~:~~-,~;-,.-..,·~!-.\"'0'· .. li't;->;,;:r-1-..':~ . ,--=--..-- ...... -!. J, ·' h / ,'\ /t. (;~ j'.. i' ,$. Pi l. 1'. ,~ { ', ,', ·\ 1\ ,\ /, \ ;\ ... , /'1 ,\ .-:\ ,'{. £{.. /1 ·\ l\ ,;"n}\ 1\ ... ,\ ,·\ ·\ /\ ttl l\. 1.:···~ .. /\ )4 ·\ ~~' ;r-r... /r·: .. t;~ .... :, ::,./t:i.\ ,/:.,,/ ,l...,•/\~,../-;,\~,,.,•l/,;•.\,,:.-~ •. • ...... ~, · · • '' v-t/,\/ ~-r .~.r· '"•' .. l, • ,n .,, _., \\ ... ,. ,-''~ '/'<"~ • .1~:'::/rsVI'. /t"l J~.;,.,.,_,· "},;; ". \:" , •,.'»\'"-.1.1 t~ J.r;. . 1;\~4°. t#.1,.1 !:_4- 1 /µ~-'(" .,,,. ·:· ::: .. (: :· ' ,· :· .,· 'I,-" /·::\ .,,. ,. -1,-;, ,Vt,,,,')<' •• ,, ·!d· .:'.. ::·_::./t:\ E ~ .... ~ ?" ") J ~' 4 .i ' ,tf I ', • .j ... ,(. '( ,' 1 •• • 1' ~ ' ~ •,i it !'l '1 ' 1i· •.•• • L 4\ ~ l • '4 ,, '",~;.)'.:! • 0 , , :,} :~--, :,;; 1 ,(;,:,:' .;, ~ ~l h.;m~/'. t ,.,~ "._ .. :3 ... · 1~ -..,._1£ >,.~-, :~.,..r,~.'lll"""··F-,.__~v"-!, 1.h.,~1,..i,4-\·= ,~1~·q/...,.:,, · ,; ~ <{ '\ ~.~~~·:;~;l~~~:.,/ '. / ~ ~ This Certificate issued pursuant to the requirements of Section 306 •· .. :.w:'.;'.~:.-· t ":;1 · of th~ Uniform Building Code certifies that at the time of issuance ~ ~ this structure complies with applicable ordinances .of the City ~> ~ regulating building construction use. ~ ,rt. . . ~ -~ UseClassification Residence Bldg.PermitNa. 75-1296 ~ '1 Group · I-J Type Construction V-N Fire Zone 3 Use Zone R-l f: ""'::. ? ~ Occupant Load --t• ~ Owner of Buildin!';j''·' __ Sam Citro . ·· ;-;:.. '.A:cltlrl" 5 8 4 0 2 TO!s,ff HWOQD CR. WESTMINSTEt"i. ~ BuildingAdd;ess:rJ:26'32"·La' ·c6starAve. :: 'Localitv _ncho--;ji}.~E-:fCa. ;: ~ 2980 S~--~::·~ou~e:. • ,, '.,~7JJ-u})~ E <% ___ 3_B_d_r_m_._a_n_d_F_a_m_i_l-=y'--R_o_o_m ___ Date_1 __ _;;J_u_l_.,_Y_1_3_,_, _1..;.9_7'-6-=------,:-----~ 1 NOTE: A!terations, chang<>s, addi~ions or chan·ges cf occupancy nullifies this c1>rtificat,o. ~~-~, ~· .2 (Post in con3picuous place) , ~ . ~ }YV'\nf'f'WW~r-.;§"'v '(?'W'>:/V'vq.'·':f-:.J'¼.'i'?f/~'f'·~r~l\rvr':;t'T;"\¥'\'i''vl''.flv'/';f"W'~tl'vvrv:1"\'IW';t,n~,rvr~~"~T"'l/'W}-1, CA. :'"f \~· . . .... "' . BENTON ENGINEERING, INC . • APPLIED SOIL MECHANICS ---· FOUNDATIONS . 6717 CONVOY COURT SAN DIEGO,_ CAL.IFORNIA 92111 February 18, 1975 ;;;/~i;-c{pr9ieet !>lo, 7.5-2-14F . i'iq~ection of Lots 334 and 335 }tdC~5ta'South Unit No. 5 arlsoe1d/ Cal} fom i a. i.~iiifh~t~qoJs~-of th; Buif dirig lnspectio~ Departm~mt.of. the ')Jse~cff?rrof tJle soil conditions existing on the'subject .,-,,-.:',''.~;};~~\.~})) -' ,_ /,,\, ~ ,' . -:. ,'., _, .'. __ .• e 1::>1pre~~ntotiye of our.organizatiori9ri ~e}s~fl'..~Q00iti00$ Qre CS$entially. the Same QS nr,i,ocAt'lrA,rt· iyl~f~ri:dat~d. Qct-ober 191 197Q. The 10ils the .. t~,;-~lqatfie~, osfype. '' A!\{expansive) and A·, rAt,nrA ]tpre<>autiorll'presented in our previous I<:atiprt'fbr apy propos~d .construction on +:, ,,-. ·,'..\::; -'' . (". ~ -.-. . ', --~-. PHILIP HENICING BEN:t'ON F'RF.510,tNT .. CTVfL .ENGrNt::E.ft Mr. Sam Citro 5951 West 86th Place BENTON ENG!NEERING, INC. APPLIED SOIL MEC 0 HANICS -FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92Mt December 12, 1975 Los Angeles, California 90045 Subject: Project No. 75-2-14F Inspection of Column Footings Lot 335 of · La Costa South Unit No. 5 Carlsbad, California Dear Mr. Citro: T£L£PH0NE (714) !565-19!5!5 This is to report the results of an-inspection made to determine the depth ·of enibedment of the four Isolated column footings located on ·the northeasterly side of the proposed building at the subject site. The inspection was made on December 10, 1975 and an excavation was made along the sides of two of the footings. The depths below the existing ground surface to the bottoms of the footings was measured to be greater than 3.5 feet. It is. our opinion that properly designed isolated column footings placed 3.5 feet or greater below the exlsting ground surface will be below the zone ·of appreciable future moisture change and therefore vertical movements of these footi_ngs, ·due to the expansive soil cohdltions, may be expected .to be minimal. Respectfully subm ltted, BENTON ENGINtERING,-INC. sr·R.c:~. R. C. Remer Rev·i ewed by Philip H. Dlstr: (2) Addressee (1) City of Carlsbad Attention: Building lnspectton RCR/PHB/ew ' ~--' -.,i. -~ (r) '" f j ~/~ \,.. • it(, I CITY OF CARLSBAD BUILDING DEPARTMENT SINGLE FAMILY AND MUL'l'IPLE FAMILY RESIDENTIAL PLAN CORRECTION LIST WARNING: PLAN CHECK FEES, WHERE NO ACTION.IS TAKEN BY THE APPLICANT IN 120 DAYS, AND NO BUII DING i)ERMIT IS ISSUED, l.RE FORFEITED TO THE CITY. JOB ADDRESS: _________________ 0.-JNER: ______________ _ CCNI'RACIOR: _________________ ENGINEER: ARCHITECT _____________ USE ZONE FIRE ZCNE _______ ~ OCCUPANCY _________ TYPE OF C'ONSTRUCTION _____ VALUATION ________ _ BASIC ALLCWABLE BUILDING ARPA: 1st Floor 2nd Floor ----------------- 3rd Floor 4th Floor ALWRABLE INCREASE DUE TO ------- I®JUIRED PIANS 1. PLCfI' PLA..T\l 5. FOUNDATION DETAILS 2. 3. 4. FOUNDATION PLAN FI1Xl1) p~ GEr\fF.i1RlU.. FRAMING 6. STR~ DEJ'AILS 7. ELEVATION PIA.NS 8 . RCX)F PLAN 'IO THE APPLICJ-\WT CORRECT PLANS WHERE-CORRECTION LIST HAS BEEN CIRCLED. FLAG CORRECTIONS . .& 0 ~(7:> B. INCOMPLETE' INDEFINITE OR FADED DRAWINGS • ---------- 14. WATER F:OOM --Ev-, NALK--THRO-_--UGH CURB Tu-rro_S_'I_'REEI' ___ _ T IRON PIPE. OR CLACULATIONS NOI' ACCEPTABLE. 21. c. P.EQUIP.ED ENGINEER Is OR SURVEYOR Is CALCULATiaJS OH. PI.ANS SHAIJ., BE SICNED lN INK. D •. REVERSE PLANS MAY Nor BE ·USED. P:OOVIDE CORRECT PLOr PLAl."\J, FOUNDATION PLAN, FLCX)R PI.Ai."\J, AND ELEVATIONS. E. THE APP:OOVAL OF PLANS AND SPECIFICATIQ'JS OOES NOI' PERrvITT THE VIOLATICN OF ANY SECTION OF THE BUILDING CODE OR 0rHER CITY, COUNTY OR STATE UM. GENERAL l. SUBMIT FUIJ.,Y DIMENSIONED PLOI' PLAN, DRAWN 'ID SCALE, INCLUDING ALL EASEMENTS ON PIDPERI'Y. 2. SHOW ALL EXISTING AND PR)POSED BUILDINGS 00 PLOI' PLAN. 3. SHOW CORRECT LEG..Z\L DESCRIPTION ON PLAN. 4. SHCW ALL OFF SITE IMP:OOVEMENTS, DRIVE- WAY APP:OOACH, LIG-IT STANDARDS, FIRE HYDRJW!:'S, WATER METERS, SUB-STRucruRES, . TREF.S , EI'C. s. CORRECr wr DIMFNSIONS. . :1"6.)sHOW EXISTL~G AND FINISH CONTOUR LINES. "'=,-_" SURVEY OF Im REQUIRED. 22. Ii'll'DICATE PRESSURE TREATED FOUNDATION SIIJ.., OR EQUAL. 23. SHCM FDUNDATION PDLT. SIZE, SPACING AND PENETRATION IN'IO CONCRETE. 24. INDICATE CLEARANCE Fro.M GRADE TO BYITOM OF FLOJR JOISTS Ai."\JD GIRDERS •. 25. SHOW PIER SIZE, SPACING AND DEPTH, II'.'TO UNDISTURBED SOIL. 26. SHCM GIRDER SIZE, SPACING AND'DIRECTION. 27. 28 ., SHa,v CONTINUOUS FOUNDATION SUPPORI'ING SEC'OND STORY. 29. SPECIFY J-illJIMUM 18"X24" ACCESS OPENING WITHIN 20' OF BATHRCX)MS. 30. SHOO MINIMUM 3." CONCRETE BEIWEEN El\RI'H AND \'DOD. . 31. SPECIFY UNDERFLOOR VENTILZ\TION EQUAL TO 2 SQUARE FEET .fl)R EAQI 25 LlI\i"El\L FE.EI' OF FOUNDATION PLUS ONE OPENING WITHIN 3'. OF EACH CO 32. STEP INGS WHEN SLOPE EXCEEDS 1:10. • FRAMING INDICATE ALL GRADING 'iD BE [00,TE. v-,~~~~~: TYPICAL FRAMING DL'I'AILS. INDICATE EIBVA'I'IONS OF GARl\Q:: FLO:)R, · )( l~Di--i"t?J'~",.~ .. .LF'Y FW\MING LUM13ER '1.D BE D.F. #2 OR 13ETI'ER' AND STREE'I' AND DRIVEWAY• IFY FIRE !3LOCKING AT FllX>R, CEILING COVE 10. INDICATE a:J'J'I'EHLINE AND EDGE P:OOFILE D MIDIIEIQl'I' OP WALLS OVER 10 FEET IN HT. OF DRIVI:.vilAY • SIJCM DIACDNl\L BRACING AT EACH COHNP,f~ l\ND ~ SIJ)PE OF DRIVEivl\Y N0r '!D EXCEED 20% • 25 LINr,J\.L FEE.T OF 11/ALL. (1X6 u.---r IN (_;j,' INDICJ\'I'E FT.CW LINES pjp_ DISPOSl\L. OF LY) • · • .l. . SURFACE WtYI'ER. CLAHU'Y I3Rl\CING OFf ff<:JNT c· C Q WM.L. 13. SURF.l\C..E DRAINAGE NOT DP.J\IN 38. SllOW SIZE, DIRECI'ION AND SPACING OF F100R _,.. ~ILING JOIS'l'S. ----------::-,----Jorn·rs \(' r;,-IN Pl8_1H~ RM. __ AIU:•; OVE!Gl1.7\NNED. 39. OOUBIJ~ Ff.CX)H ,TOif:;'1'& OR Bl•:J\M llNDl-:H l'J\!U\LT.l·:L P/\Jil'J'l'IONS. 40, SPJ•:CH•'Y fllo:Arnm fiJ7.l•: 1"01~ OPl·NTNC,r; OVEH '1'. 41. J~tJl'FICU·Nl' DE/\M ~au; AT "'~ fiDVlDE f1Al·'i'im 'l'lES wm:w:: -Cl-::I_L_i_N(-_; -- {,D · JOIS'l'S N-JD MF'TERS ARE N'l'O Pl\Rl\LLEL. ~. r"INDICA'J'E Rl\F'I'ER SIZE, SPAN, SPACING 72. 73. CEJLlNG 111·:lGl~ :: ---·-·-----------·---···--···--· --' ::JV\L CJ<DSS · BH/\CING Nl' Gl\H/\GL~ P i/\'i'E SECl'ION 130!1 • ~IRECTION. ' ELEVNl'IOJ1S '(('~~!!~ PURLINS ON EDGE AND INDICATE \I~""' · · , SIZE. '\~~~CATE A'ITIC VENl'IIATION PER SECrION 45. BMCE IDOF FRAMING 'ro PARrITIONS. ~~) • 46. INDICATE SOLID SIIEA'l'IIING AND 2x6 _ '<~!!?1_~L F.AVE OVERHANGS AND C'ONS'l'Rt.JCrION OR 3x4 STUDS ON FIRST FLOOR OF THREE ~IS. . . S'IDRY CONS'l'RUCrION. '((#!7 ~~SION CHIMNEY HEIGHT AOOVE IDOF. 47. SHOW SECJ.'ION THOOUQ-I · · (2 1 O" AOOVE IDOF WITI-riN 10' 0") • 48. SHOW PU\N'I'ER BOX DETAILS AND WATER 78. INDICATE FINISH AND NATURAL GRADE TO PiroFING, SEC. 2517 C7. PIDPERI'Y LINE. 49. INDICATE FIASHING AND WA'l'ERPIDOFING 79 •. SHOW EXTERIOR WAIL FINISHES. AT ALL EX'I'ERIOR OPENINGS, CTUMNEYS 80. INDICATE 15# FELT OR EQUAL ON EXTERIOR AND IDOF /WALL INTERSECTIQ'JS. WAIJ..S. 50. -SHOW_ STEEL CHIMNEY. A"JCHORS Kr CEILING ~1-~DE TYPICAL CHIMNEY DETAILS. @~~I 2' MINIMUM CLEARANCE • CHIMNEY AND FRAMING. SPECl~ POST PROI'ECTION WHEN BEARING Q"f CONCRETE. 54. PIDVIDE PARAPET DETAILS. 55. SPFCIFY MASONRY AND MASONRY VENEER 'IO COMPLY WITH CP...APTERS 24 Ai'ID OF THE UNHDRM BUILDING CODE. 56~ SPECIFY INSPECTION CLASS . REQUIRED FDR -------.--------- 5 7. SPECIFY LATH M1) PIASTER 'IO CONJ.<"'OR!."1 'IO CHAPTER 47 OF THE U.B.C. 58. PIDVIDE DRIP SCREED 2u BET.av MUD SILL. 59. Th1DICl'.TE HOW REQUIRED STRf..,TCI'tJPJ\.L Jl.!\1D FIRE-RESISI'IVE IN"TEGRIT'Y WILL BE ~AINED •. WHERE PENETRATION WILL BE MADE FDR EIECTRIC.Z\.L, MECHANICAL, PLUMB~G AND COMMUNICATIONS CONDUITS, PIPES''-AND SIMILAR SYSTEMS. SECTION 3 t'n. 69. BE 30". 70. INDICJ\'l'J:: PLUM13ING ACCESS AT TUBS, ETC. 71. OPENINC',S Cl.DSER TI IAN ------- 'IO POOPERI'Y LINE SIIJ\LL lIB OF HOUR O)NS'l'RUCrION. --- ROOF 81. N0rE IDOF PITCH. 82 •• INDICATE RCDFING MATERIAL LENGTH & h1EATHER EXPOSURE ON WX)D SHINGLES. 83. SHOW TYPE, SIZE l\liD SPACING OF RCDF SHEATHING. 84. FIRE RETARDANT RCDF REQUIRED DUE '1'0 ux:ATION IN __________ FIRE ZONE. 85. SPECIFY RCDFING NAIIS. GARAGES 86. GARAGES Nor PERMI'ITED 'IO OPEN INI'O SLEEPING RCDM. PROVIDE _________ SEPARATION ON ALL WALLS AND CEILlliGS ADJACENT TO 87 • • LIVING QUARI'ERS •. 88. SPECIFY ------r-c----=-=-==-==-=!XX)R/WINrol'J OPENING FROM G..i\RAGE/CA.KPORT INTO ------89. SPECIFY 60 SQUARE INCHES OF VEN'TILATION WITHIN 6" OF FLOOR OF Gl1RAGE FDR EACH CAR SPACE. (FDR GARAGES.OPEf\JING INTO THE LIVING AREA OF THE RESIDENCE}. . · STAIRWAYS AND EXITS P WIDE HANDRAILS AS REQUIRED IN SECTION 330 (i). MIN S'I1UR WIDI'H TO BE ---------PRO VI D ______ HJUR WALLS FDR STAIR. WELL. 93. INDICATE 'MAXIMUM RISE. AND MIN STAIR. · . 94. STAIR WINDE . GROUP "I" OC 95. Pff)VIDE BA.l.,(__"'QNY . '°LING llT 4 2 MINIJvlUM IIBIGHT. 96. PIDVIDE IN'l'ERMEDIA: EQUIVALENT FOR OPEN E BALCONY & STAIR RAILS 97. INDICZ\.TE 6' 6" MINIMill'. JEADRCX)M CLr'.l\RANCE ' \ ' AOOVE . , · IMAY. 98. SHOW STAIRWAY CX)NS'l'RUC'l'I 99. SIIOW FIXED WINOOW IN lXX)RS AND LIVING QUARTERS. 100. OCCUPl\Nr LOAD OF -----~-REXJUIRES EXITS FROM 101. _P_ID_V_I_D_E_L_l_C_l Ll'S OVER S'l'AI_l"M_A_Y=s=-, -:::-"-::::---cl=)m=3Lc-::-=I=c-- O)RR.IOORS. 102. PIUVIDE S'l'l\IHWl\Y TO TIIE JroF.· 2. PLUMBING MISCELIJ\NEOUS ITEMS J.03. INDICl\TE I.OCZ\TION OF WATER JW.A.TER. . 1. J?{)RED HOLES AND NOTCHING, SIIGv DEJ.'IIS 104. SIICM TEMPEM'fURE AND PRESSURI~ RELIEP ~)Ei(SECTION 2518, (f) 10, ·11. · VALVES ON WATER I!F..J\'l'ERS wrl'II DISCIIARC':E LINES 'IO OlTfSIDE. SEC. 1007. · SHOW TOTAL SQ. FT. OF ALL GLAS% ___ _ 105. WATE~ HEATER Nar TO BE LOCA'l'ED IN · · IN BUILDING. · . ~ · BA'I'HRCXJM, CL01'IIES CI:.OSET ,. BEORCOM , 1 ~R STAIIWAY OR LANDING. 'f../f!!5J:~~_?~ · SQUARE INCHES · OF VENrILATION lir TOP AND BOTI'OM . )( OF WATER HEATER. _107. PR0VIDE VENTS AS REQUIRED IN CHAPTER· 13, U.P.C. . 108. PIDVIDE ~TER PRESSURE REGULATOR •. SECTI ~007 (b) • . · 109. IN. SIZE, CAPACITY· AND LOCATION CESSPOOL AND SEPTIC TANK. · 1 • INDICATE MATERIAL TO BE USED AND ? · LOCATION OF SEWER LINE. (IF V. C. P ~ · · -USE 'FLEXIBLE COMPRESSION joINTS · •. OOLY). ,\~._, ~~9~.I~wg I W~t ~btt~I~~'. IN YARD BOX EC&:rRIC:AL il2. PIDVIDE. MINIMUM 100 AMP. SERVICE. cooros REQUIRE 100.AMP. PANEL :FOR .EA UNIT. . . ~~~'1nM8rER & PANEL LCX:ATION. a IRE WAmINGS SYSTEM. SEC. 1310. (Show) · TMll!fc 'Z>e '1'•~.t:S-_ . ~/ MECHANICAL . . (lj1;5°!!!1?._~~ FURNACE _SIZE, LOCATIONS. & REGISTERS AND ,RETCJW AIR . (SIZE) • 115. INDICATE _HEATING EQUIPMENT IN ACCORD- ANCE w.i:T"tl CHAPTER 7 OF UNTIDRM HOUSING CDDE-. 1~6. SPE~IFY HEATING, AIR-CCNDITIQNING . AND VENI'ILATING EQWPMENT. INSTALLA.,. · TIONS TO. C'OMPLY WITH THE UNIFORM · · MECHANICAL CODE. · -A.· ACCESS B. LOCATION C. C'OMBUSTION AIR ·i:>. VENI'ING E. DUCTS F. IADDER & LJ;GHT . G. ENG~ER Is CAI.CS FOR IroF.I.DADS 117.'. INDICATE L<X'ATION & TYPE OF FIRE ERS. 3 •. . . II s1s0 CHECKED: · . Date RECHECKED: Date / THE FOREOOING C'ORRECTIONS HAVE BEEN .MAQE AND-'ARE UNDERSI'COD BY THE UNDERSIGNED: OWner Or.His Authorized Agent NEW CONS'rRUCTION Vl\.LUATION WORK SHEET OWNER: PLAN CHECK NO. --------------------------------- Typ~s Of Construc~ion: I & II III rv· -Steel, Concrete, or Masonry with Floors and Walls Steel or Concrete.-_ V GROUP D E, F, orG ~7 , F I I&H -J -Masonry Walls, Wood Floors and In~rior Walls· (E~cept 1st floor could have cone.slab), -steer ' -Wood F;rane EVERY BUILDING EEQUIRES·A SEPARATE PERMIT Cost/SF for fypes of Construction Valuation . DESCRIP'l'ION' 1_SF Of Floor Area I&· II V-lhr V !Atiditoriums,Theaterf Churhes, Schools Hospitals Con~lescent Hares Industrial Plants Tilt-Up Stock Type IV Warehouses Office Areas Stores & Com'l~BldaE Office Bldqs. Restaurants ~rvice Stations -Canopies. (Service) Publ;i.c Garages API'S. , HOI'ELS ,IDI'ELS . · _7y PE l (7 1-1 Rµ,.C-;,e-- ~1Etr;INGS -1=.lK trU Patios .. Porches, Balconies Baserrent Garages :2q,(/() '27, /0 - _ ·r __ l:i /0 'J -;io I -I 17 {p 0 /LL ·OD // RcJ /2, > 0 /C,L i (_) I S/2'-;VI f: 2./ f?O. ---~ 0 oD 7VN ;:;:,c.:io ! 5,.--q 0 ,.!l'\/ . ,,.~, / ~) ::2. i,70 /3 b 0 :'.l l/ ? !) : I ?,/~-0 ----- -q,70 --~ Priv. Gar. -/,. 9,:() 7 <L' O 5'"./(/{, . C A-'R PO R T5( OF£ I\; ). -----+------'------1---,--+-------t-...::0::::.__:_:,,-0=:....:..0--1.~----1 Fire-Extinguishing Sprinkler System · · Add 60¢ per sq. foot of Area Sprinkled ]µr-Conditioning Pil~ Fdns. MISCELI:ANEOUS MUL'l'I -s:i:ORY :SIDSS: ** carrrercial Add $2. 00 Per Sq.· Foot Residential Add !;iL25 Per Sq. Foot cast-In-Place LF@ $4.00/LF Steel & Pre-Cast Cone. Piles LF@ $8.00/LF --. Number l.{)f Firiplaces / 1/2 -@ $500 Each Forced -Air_ HE/at 7 II \ @ $500 Each Unit Wood s lin~let or WQ6d Shakes# \ SF · @ 30¢ Per SF Tile R)()f-\ / . / \SF @ 60¢ Per SF Number of r,' • -Fj.xturet over S\i.~ @ $200 Each '· ·-/ , ' . Detennine the valuation from the sum of the Floor Areas of all the sto,i-ies. TYPES AND GIDUPS OF CONSTROCI'IOO ARE FOR QJIDELINE PURPOSES ONLY. PERMIT FEE: To 7111 DA.~~--=--'. __ ,.___....,.,-.... -----------------------.-.. --,-.-,., _,. _________ _ BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS -FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111 PHILIP HENKING BENTON PRESIDENT • CIVIL ENGINEER Mr. Sam Citro 5951 West 86th Place Los Angeles, California 90045 Subjech Project No. 75-2-14F August 28, 1975 TELEPHONE (714) 565-1955 ~ -~RECEIVED Moisture Contents in Subgrade Soils {)J1 ~ /.\UG 2 9 1975 Lot 335 of La Costa South Unit N . Carlsbad, California Dear Mr • Citro: CIT_V .OF CARLSBAD Bu1Jdrng Department. This is to report the results of tests to etermine the moisture contents of the soils in the upper three feet below finished grade in the proposed building area at the subf ect site. · The soil samples were obtained on August 26, 1975 and the results of the moisture determinations are p~esented as follows: Approximate Depth of Sample Moisture Location of Below Existing Content Samples Grade in Feet % dry wt Southeast Portion 1.0 21.7 of Building Area 2.0 18.8 3.0 17.0 Northwest Portion 1.0 27.0 of Building Area 2.0 18.0 3.0 17.8 It is concluded from the field observations of the vario~ soil types and the final results of the moisture determinations that the soiJs in the upper three feet below finished grade have been sufficiently moistened and are suitable for construction of the proposed building. Respectfully submitted, BENTON ENGINEERING, INC. By .-tf: ~ ~~-:v2f: R. C. Remer Reviewed by~-;;f~ Philip If. Benton, Civil Engineer Distr: (2) Addressee (1) City of Carlsbad Building Department RCR/PHB/mr ••• •• l;>HILIP HENKING BENTON PRESIDENT • CIVIL ENGINEER Rancho la Costa, Inc. Route 1, Box 2550 Encini"tas, California 92024 BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS -FOUNDATIONS 6741 EL CAJON BOULEVARD . SAN DIEGO, CALIFORNIA 921115 November 7, 1969 . Subject: Profect No. 69-9-SC Prelhni.nary Soils lnvestigdtion Gentlemen: la Costa South Unit Nos. 5, 6 and 7 East of the Intersection of la Costa Avenue and El Canino Real San Diego County, California CONCLUSIONS -It is concluded from the field investigation and laboratory test results that: SAN DIEGO: 1583-5654 LA MESA: 469-56154 1.' Ge~rally, the natural soils existill} below the loose or soft surface soils are suitable for the safe support of the proposed fills and/or one and two story residential dwelli!'l;IS. However, loose ·soils and porous alluvial deposits exist in certain areas and these are quite· compressible ¥men saturated as evidenced by the results of the load-consolidation tests performed on the upper samples from Boril'{I Nos. 1, 7, and 10. It is recommended that",' prior to placill} filled ground, all compressible soils be removed as directed by the soils ell}ineer and that the compacted filled ground be placed on soils suitable for foundation support. Unsuitable materials ·should also be removed in shallow cut areas and replaced with filled ground uniformly compacted to at least 90 percent of maximum dry density. 2. It is concluded from the results of laboratory tests that the natural soils, suitable for · structural support, have a safe bearirta capacity of at ,least 1560 pounds per square foot for-one foot wide continuous footi111s placed one foot below the firm undisturbed natur<;1.I ground surface. The sett[ement of a one foot wide continuous footi!Y:I loaded to 1560 pounds per lineal foot and founded on suitable undisturbed natural soUs is estimated to be less than 1/8 inch. 3. 'The results of the laboratory expansion tes.ts indicate that certain of the clayey sand, sandy clay, Qnd clay soils encountered in the i nvestlgati on would be considered as "expansive 11 soils. Therefore, in order to avoid the use of specially designed footi1YJs and slabs, it is recom- mended that, wherever practicable, the "expansive" soils be removed to a depth of 3 feet below proposed finished grade and be replaced with nonexpansive soils uniformly compacted to at least 90 percent of maximum dry density. In filled ground areas, all 11expansive 11 soils should be placed at least 3 feet below the ff nal compacted fill surface. ' II jl fi II II ii ' ti II II fl ii 11 !! !I 1: i " ;, ii ' I ' :I :I • • Project No. 69-9-BC -2-November 7, 1969 La Costa South Unit Nos. 5, 6 and 7 . If "expansive" soils are allowed to remain in the upper 3 feet below finished grade, then it is recommended that footi111s and slabs be specially designed. The required special design will be dependent upon the degree of expansion potential of the soil, the thickness of the layer, and the location of the expansive layer with respect .Jo the footi113s or concrete slabs. The lots requiri113 specially designed footi113s and slabs will be listed upon the completion of gradf 113. · 4. All of the soils may be satisfactorily compacted in the fill areas and, when com- pacted to at least 90 percent of maximum dry density, have a safe beari113 capacity of at least 2000 pounds per square foot for one foot wide footi113s placed 1 foot below the compacted ground surface. The settlement of a one foot wide continuous footi·113 placed on fill soils · uniformly compacted to 90 percent of maximum dry density is estimated to be on the ord~r of 1/8 inch. It is recommended that all soft, loose, or compressible soils existi1'1 in proposed compacted filled ground areas be removed as required by the soils e~ineer and the canpacted filled ground be placed on firm natural soils. Recommendations for the placement of filled ground are presented in the attached "Standard Specifications for Placement of Compacted Filled Ground, 11 Appendix AA. 5. A. Preliminary plans indicate that a cut of approximately 95 feet is to be excavated on the south side of La Costa Avenue in the vicinity of Bori113 14 and a cut of approximately 60 feet is planned at Bori113 15. It is concluded from the field investigation and labor~tory test data that these cuts should be on a slope ratio no steeper than 2 horizontal to 1 vertical. Rel·atively shallow cub are planned on the lot areas on other portions of the subdivisions and these may be excavated on a 1 1/2 horizontal to 1 vertical slope for heights not to exceed 35 feet. However, all cuts made in the clay, claystone, or srlty claystone formations, similar to those encountered in Borirgs 14 and 15, should be excavated on a 2 horizontal to 1 vertical slope. Inspection durirg gradi~ will determine where the flatter slo.pes may be required. B. The fill soils, when uniformly compacted to at least 90 percent of maximum dry density in accordance with the approved specifications, will be stable with an adequate factor of safety when constructed on a 1 1/2 horizontal to 1 vertical slope for heights up to 70 feet. The above conclusions assume that suitable erosional control and proper drainage will be provided to prevent surface water from running over the top of exposed slopes. If any soil types are encountered durirg the grading operation that were not test~d in this Investigation, additional laboratory tests will be conducted in order to determine their physical characteristics, and supplemental reports and recommendations will automatieal-ly become a part of the specifications. The data presented on the attached pages are a part of th is repor.t'. _ i kespectfullysubmitted, • -~ (~-1 BENTON ENGINEERING, INC. Rev,ewe b -~ ~ 1 · · Phifi;;:'ienton, Civi.l El'lJine~r ; By~cf &~ R. C. Remer SENTON ENGINEERING, INC. ,, • • -· Profect No. 69-9-SC -3-November 7, 1969 La Costa South Unit Nos. 5, 6 and 7 DISCUSSION A preliminary soils investigation has been completed on the proposed La Costa South Unit Nos. 5, 6 and 7 located adjacent to La Costa Avenue east of El Camino Real in San Diego County, California. The objectives of the investigation were to determine the existing soil conditions and physical properties of the soils in order that e111i.neering recommendations could be presented for the gradt111 and development of proposed building sites for residential type dwellings. In order to accomplish these objectives, fifteen borings were drilled with a truck- mounted rotary bucke.t-type drill rig, undiiturbed and loose bag samples were obtained, and laboratory tests were performed on these samples. The proposed subdivisions are located on the south side of the valley extending easterly from the Batiquitos lagoon northeast of Encinitas, Cal'ifornia. Unit No. 5 is located partly on the gently sloping lowland area and partly on moderately sloping hillsides. Unit Nos. 6 and 7 are located primarily on the higher land south of the steep slopil'lJ hillsides formil'lJ the south rim of the valley. The drainage on Unit Nos. 5 and 7 is primarily to the north while the drainage on Unit 6 is toward the west and southeast. Future drainage will be into the streets and storm drains. Accordi!'ll to the "Soil Map" prepared by the l,J. S. Department of Agriculture, the upper soils in the lowland areas are described as San Marcos fine sandy loam and Botello loamy sand. The upper soils at the higher elevations are described as Huerhuero fine sandy loam and Carlsbad loamy fine sand with some areas of rough broken land. The major soil types encountered in the exploration bori111s, as classified accordi111 to the Unified Soil G:lassification Chart, were sandy clay, clayey sand, silty sand, silty clay, clay,and sand. Field Investigation Fifteen borings were drilled with a truck-mounted rotary bucket-type drill rig at the approximate locations shown on the attached DrawlfG No. 1, entitled "Location of Test Borings." The boril'lJS were drilled to depths of 6 to 60 feet below the existing ground surface. A continuous log of the soils encountered in the bori l'lJS was recorded 9t the time of dri II i ng and is shown in detail on Drawing Nos. 2 to 15, inclusive, each entitled "Summary Sheet.11 The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chart. A simplified description of this classification system is pre ... sented in the attached Appendix A at the end· of th is report. . Undisturbed samples w.re obtained at frequent intervals in the soi Is ahead of the dri 11 I rQ • The drop weight used for drivi111 the samplire tube into the soils was the "Kelly" bar of the drill rig which weighs 1623 pounds, and the average drop was 12 inches. The general procedures used in field sampli~ are described under "Sampling" in Appendix B. BENTON ENGINEERING, INC. ~I !! II II fl ;, II ,, l I I I ,.. • ;; • • Project No. 69-9-SC -4-l\lovel'l'}b,er 7, 1969 La Costa South Unit Nos. 5, 6 and 7 Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils in ·order to determine the dry density and moi,1vre content. The results of these tests are presented on Drawi rg Nos. 2 to 15, Inclusive. Consolidation tests were performed on representative samples in order to determine the load-settlement characteristlcs of the soils. The results of these tests are pre- sented on Drawl~ Nos. 16 to 21, Inclusive, each entitled "Consol.idation Curves.11 In addition to the above laboratory tests, expansi·on tests were performed on some of the clayey soils encountered to determine their volumetric charge characteristics with cha~e in moisture content. The recorded expansions of the samples are presented as fol lows: Percent Expansion Under Unit Load of Depth of 500 Pounds per Square Boring Sample Sample, . Soll Foot from Air Dry No. No. in Feet Description to Sa1vration 1 1 1.5-2.0 Fine sandy clay -0. 12 (Sample Consolidated) 2 2 9 .5-10.0 C! ayey fine sand 5.60 2 B<9 3* 18 .0-19 .0 Clayey fine to medium 8.26 sand 3 1 1.0-1.5 Fine sandy clay 0.45 4 1 1.5-2.0 Fine sandy clay 7.65 8 Bag 1* 0-1.0 Clayey very fine to 5.00 fine sand 8 Bag 2* 6.0-7.0 Fine sandy clay 7.75 9 1 1.5-2 .0 Fine sandy clay 2. 10 10 2 3.5-4.0 Very fine sandy clay 3.55 13 2 3.5-4.0 Very fine sandy clay 1.31 14 Bag 2* 13.0-14.0 Clay l 13.90 15 10 48.5-49.0 Clay 4.06 * Indicates test sample compac~d to 92 percent of maximum dry density. The general procedures used for the precedi rg laboratery tests are described briefly in Appendix B. Compaction tests were performed on representative samples of the soils to be excavated to establish compaction criteria. The soils were tested accordirg to a modified A.S.T.M. D 1557-58Tmethod of compaction which uses 25 blows of a 10 pound hammer droppil'lJ 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot mold. The results of th• tests are presented as follows: Borirg No. 1 2 Bag Sample 1 1 Depth in Feet 0.3-1.0 0-1.0 Soil Description Fine sandy clay Fine to medium sandy clay with s_cattered gravel BENTON ENGINEERING, INC. Maximum Dry Density lb/cu ft 114.2 117.8 Optimum Mois- ture Content % dry wt 13.0 12 .2 ii ,, .. • ,.p -- • • Project No. 69-9-SC -5-.,l'-:19vemoer ,7, 1969 La Costa South Unit Nos. 5, 6 and 7 ·Maximum. Optimum Mois- Bori'll Bag Depth Soil Dry De risi ty ture Content No. Sample in Feet Description lb/cu ft % dry wt 2 2 7.0-8.0 Clayey fine sand 117 .0 11.5 2 3 18.0-19.0 Clayey fine to 115 .3 13 .0 medium sand 8 1 0-1.0 Clayey very fine 118.2 11.9 to fine sand 8 2 6.0-7 .0 Fine sandy clay 112. 1 15 .0 10 1 0-1.0 Silty fine sand 117 .9 11.5 12 1 2.0-3.0 Silty fine sand 113.0 13.5 with some clay binder 14 2 13.0-14.0 Clay. 109 .0 16 .6 14 3 36.0-37.0 Fine to medium 117.0 12. 1 sand wl th some clay binder 14 4 54.0-55.0 Very fine sandy 118.2 12 .2 silt and silty clay In order better to classify the finer grained soils, Atterberg Limit tests were performed on certain samples In accordance with A.S. T .M. Designations D 423-6 lT and D 424-59. The resu I ts of · these tests and the group symbols, for the soils finer than the No. 40 ~ieve are presented as follows: 8~ BoriflJ Sample Depth Soil Liquid Plastic Plasticity Group No. No. in Feet Description Limit limit Index Symbol 1 1 0.3-1.0 Fine sandy clay . 44. 1 15 .9 28.2 CL 8 2 6.0-7.0 Fine sandy clay 53 .. 2 18 .0 35.2 CH 14 2 13.0-14.0 Clay 61. l 19.5 41.6 CH 14 4 54 .0-55 .o Silty clay 40.0 16 .6 23.4 CL Direct shear tests were performed on saturated and drained samples in order to determine the minimum arv.le of internal friction and apparent cohesion of the vario4s soils. The results of the tests are presented on the fol'lo.wi~ page . BENTON ENGINEERING, INC. j 7 j 1 1 l l j ) , I J •I ;. Project No. 69-9-8C -6-November 7, 1969 La Costa South Unit Nos. 5, 6 and 7 ... A~le of • N~rmol She<;1rif'G lnter-nal Apparent Load in Resistance Friction Cohesion kips/sq ft kips/sq ft Degrees lb/sq ft .. ~ Borl fG 4, San pie 1 0.5 0.89 24 660 Depth: l.5·2 .0 feet l.0 1. 12 .. 2.0 1.60 BorirG 5, Semple 1 0.5 0.59 24 400 Depth: 1.5-2 .0 feet 1.0 0.89 2.0 1.31 Borirg 13, Sample 1 0.5 0.81 29 530 -Depth: 1 .5-2. 0 feet 1.0 1.47 2.0 2.03 Borirg 14, Semple 3 0.5 . 0.90 39 500 Depth: 13.5-14.0feet 1.0 1.31 2.0 3. 11 BorifG 14, Sample 10 0.5 1.36 28 1090 Depth: 48 .5-49. 0 feet 1.0 1.63 • 2.0 3.99 Borl rg 15, Sample 6 0.5 0.86 29 580 Depth : 28 .5-29. 0 feet 1.0 1.36 2.0 1.93 Bod~ 8, Bog 2* 0.5 1.84 18 1670 · Depth: 6 .0-7 .0 feet 1.0 2.00 2.0 2.63 Bori rg 10, Bog 1* 0.5 0.72 34 390 Depth: 0-1 .0 feet 1.0 1. 11 2.0 1.78 Borl f'G 12 / Bag 1 * 0.5 0.64 41 210 Depth: 2. 0-3. 0 feet 1.0 1. 12 2.0 2.00 * Indicates tests were performed on samples molded to 90 percent of maximum dry density • • BENTON ENGINEERING, INC, • ~ . • . •, •• ·'Pro.feet No. 69-9-SC -7-·November 7. 1969 · La Costa South Unit Nos. 5, 6_ and 7 Unconfined compre1Sion tests were performed on repres~ntati_ve-sqm_ples of the clay soils encountered in Bori-llJs 14 and 15. The tests were performed at field moisture content and the results are presented below: Cohesion lb/sq ft. Bo~illl Sample Depth ( V2 Unconfined t:-,.b • No. in F-eet· Compressive Stre111th) 14 4 18.5-19 .o 5, 110· 14 6 28.5-29.0 3,880 15 4 18 .5-19 .o 3/090 Usi!'tl the lower values of Internal allJle of friction and qpparent cohesion, and the Terz:aghi_ Formula for local shear failure, the safe .allowable bearillJ pressures for the soils ~re determined as follows: Local Shear Formula: Q'd = 2/3 c N'c = Y Df N'q + Y BN'y Assumptions: Undisturbe<;I natural soils <I> = 24° N'c = 14.5 ( 1) CGntfouous footi l'9 1 foot wide = 2B (2) Depth of footi l'9 = 1 foot = Df C = 400 lb/sq .ft· N'q=6.5 Y = 103 lb/cu ft N'y = 2.8 Q'd = (2/3 X 400 X J4 .5 + 103 X } X 6 .5 + 103 X 0.5 X 2 .8) = 4,684 lb/sq ft Q'd Safe= Q'd+-3 (Factor of Safety)= 1,561 lb/sq· ft . Fill soils compacted to 90 percent of maximum dry densi!Y C = 390 lb/sq ft Y = 118 lb/cu ft. N'c = 23.0 Nq = 13.0 N'y = 8 .5 Q•d = {2/3 x 390 x 23.o:+. 118 x 1 x:·13.0 + 11S ~-ors x 8 .• 5) = 8,016 lb/sq ft Q'd Safe= Q'd --:-3 (Factor of Safety)= 2,672 lb/sq ft BENTON ENGINEERING, INC. I 1 '' I. I' I [ 1 · I :.:. i I I: w •• = 0 '"'t ' , . ' .. . >-\ >-• SUMMARY SHEET c., • ""' i ~ t: wi-: ...... 1-1,1 • l: wac o~~ iii u. ut: ... w ., w ....... . z :) 1:11: z . 0 ;·-::c ... 0.. 1111 Z VI ..... ! BORING NO. 1 w D. ...... >-UJ u <<O ... ~ -~~ I.LI i: !:!:! !a as: Q ....... Wt-VI .~~ ' lb II. <::> "'-OQ >-vi ::c Vl'""i-, cnz 104' * > . VI iii lC 0 ; _ELEVATION -... ~ ~ t:11:: 1111 ~ u. 0 _, w_ 0 ~ :iii: o! -o ~. f~ Gray-brown, _Sl(g tly Moist, 1 .. : -.... ,... j, •.'"t ..... Loose to Med(um Loose 2 RI~ Yellow-brown wtth White Alkalr FINE SANDY 0.8 15.6 95.9 - ....... ~.-.... Pockets, Moist, Loose CLAY ............. ~. ··-···· 4 t:i:l ? 1::: \ Medi um Fi rm 21.1 17.4 106 .1 ...... \ Very Firm I .. . .. . . . Gray With Yellow-brown and· ... ..__ .. 6-R{.3J;: Red-brown, Mo(st, Very Firm,. 26.8 18.4 108~0 . •.• .. Fine Sandy Clay Pockets, Alkali -..... CLAYEY FINE ..... Pockets, Some_ Cemented Layers, 8-. , •.•. SAND 10 to 15 Percent Gravel From 6 .5 ..... .,-..... to 8 .0 Feet, Few Gravel to . ,., ... . . . . . 10 3 Inches, Below 8.0 Feet \ . BORING NO. 2 ELEVATION 9~' I\ ... ldl Dark Gray, Dry, . Loose, 10 to -15 Percent Gravel to 3 Inches, Fl NE TO MEDIUM : 2 Cobbles to 5 Inches SANDY CLAY ···1~ \ -J 8. 1 16.6 100.6 r!".l ··'-" ............. Yellow-brown:With'G.ray, , FINE SANDY ., .. ··· ... A ...... Moist, Firm, Scattered Gravel CLAY ...... \ and Rock Fragments to 2 Inches / . . . . ~ · (Meraes) G_ray, Moist, Very Firm, 6-~ CLAYEY FINE ·. \ Scattered Grcivef to 3 Inches, SAND j Cobbles to 4 Inches ~121+ 8-~ Gray with Red.-brown, Moist, GRAVELLY Very Firm, 15 to 20 Percent CLAYEY FINE ..... : 1 1-:-(21.r Gravel to 3 Inches, Cobbles to SAND 26.0 16 •. 3 ]09.1 93 .• 3 :11:.• ..... -··--5 Inches ·. 12 g Gray with Red-1;,rown, Moist, .''C'~RAVELLY Very Firm, 15 to 20 Percent CLAYEY FINE TO ... ·-· Gravel to 3 Inches, Cobbles ME:DIUM SAND ....... . ._._..,. to 5 Inches 1~ -- Continued on Drawing No. 3 D -lndlcates Loos, ~ ~ample \ 0 Indicates Undisturbed Drive Sample * -The elevations presented herein were obtained from the contours shown on fhe tentative map of La Costa South prepared by McIntire & Quiros, Inc. PROJECT NO. DRAWING NO. . 69-9-SC BENTON ENGINEERING, · INC. 2 l ! { i . j 1 I . ' ! J I f . t·· ! . ' t ~ ;_ L-: r ! r • l .... ·e ::::> ·•= -::, 0 V, .2 ~ ..9 0 ..c: g ~- I r: ' t f. I I .?,<_ ' w ei ·= 0 ..., .. .. ·--;t !: w* ... w ·-,_, A.;1111 ::c U,I ~~ ... U,I A. II. ,c::::, 1,1,1 In~ --Q 't SUMMARY SHEET. BORING NO •. 2 (Cont.) ~-U ~ : : : ! Gray wt th Rtd-brown, Moist, -~ Very Firm, 15 to 20 Percent 16-l~ Gravel to 3 Inches, Cob~les to .. _.. . 8 Inches, 4 Inch Sandstone -: : : :~ · f.ayer at 14.0 Feet GRAVELLY CLAYEY Fl NE TO MEDIUM SAND 18 ~3H- -~.llJ-2-0-to-30-Percent Gravel to 20-.... ~--r,... 3 Inches, Cobbles to 8 Inches ., .. " Highly Cemented BORING NO. ELEVATION ( SANDSTONE 3 --- 46• ---- / O r~. Brown, Dry, Loose SIL TY Fl NE --1 . SAND • •• ~,.__ __________ --4--______ ...J/ 2-·.::.: .... ; Brown, Moist, Firm, 15 to 20 GRAVELLY FINE .. .,_, ... · Percent Gravel to 2 Inches SAI\IDY CLAY ..... \--------------~----' 4 : :...:...: : : Dark Gray and Brown, Moist, -~ Very Firm, with Alkalt Streaks .... ,. . 6 ..... ..,__ __ 1 Dark Gray with Red-~rown, · · · · ·: Moist, Very Firm, Fine Sandy 8 ~~?:: Clay Pockets, 4 Inch Ane to _:: : : : \ Coarse Sand Layer at 8 .0 Feet 10·~----i. Yellow-brown, Clay Chunks CLAYEY FINE SAND CLAYEY FINE SAND PROJECT NO. 69 .... 9,-SC BENTON ENGINEERING, INC. ' 9 .7 8 .4 107 .0 21. 1 6 .8 110 .6 17 .9 6.4 106.2 .. . DRAWING NO. 3 ; -_I • - 'j _, 1 ·I :, -...., ,- ' l k ) ' ' • l . I I 1· ! IU ,-_.i ; '. llCI 0 .... ~ :c ... i-"' D. ~ IU Q SUMMARY S.HEET BORING NO. · 6 ELEVATION _ _.2...,3...,21_·._ •• Gray, SltghtlyMoist, • • • Loose Gray with Red-brown,· Slightly Moist, Medium Finn, Firm . Below 1.0 Foot ---Gray, Moist, Very Firm I. ___ -------1 SILTY VERY FINE Gray with Red-brown TO FINE SAND 10.5 12 .o 101.9 16 .2 '7 .6 109 .7 14.6 6.0 105-.0 · Brown, S.llghtly Moist, Very Fl NE TO MEDIUM Firm SANDSTONE ----------\...-----------~-----1----------:' Gray and Red-brown, Moist_, SIL TY VERY Very Firm FINE TO FINE SAND 9.7 9 .3 103.1 PROJECT NO. 69-9-SC BENJ.ON EN~J~EE-Rlt:-J~; INC. ; ' , ...... '";.-',· ·.---. DRAWING NO. 5 . l • .I -. j I ., ·/ _' 1 .1 I • I I j ••• j . . . -~ : ~ - ·, I POOR QUALITY b. r, .; I . . ORIGINAL S ••••• I . : ,. . i' . I· r " -- I / .... I ; . I . ' . I·.-~-, I :c t:r ... Ill a.""" LU Q • SUMMARY. SHEET ·aoR~N<;; NO. . 12 . ELEVATION 218' . Brown, Dry, . Loose ..• : t_ .-, t.:,,., ·-, ~ ~: ~ . ,' -_ .. ' . ' '' • 1 ; Slig tly Moist, M~fum· Loose, -...,-~ · . WI t_h Clax•.Y Fine Sand· Between ,J l .O and 1.5 Feet U .4 9 .2 106 .9 94 -5'· -··;-. '' • • ~ ,,: I , _ : I I Light Gray, Yellow-bro.wn ~nd Brown, Motst, Very Firm, Clay Seams -· · · BORINGS NO. 1'8 ELEV A.Tl ON 221' SI.LTV Fl.NE SAND -27.6 10.5 107.9 f ~ l : . .. i: . . , .. ' . '',*• :: ·. :. \' :-..·i Oi-:-."1"7?11!1'9111"-,a-:. e=-ro-wn-,-=-Dr-y-to--::~:--:-J:-ig.-h-:-;tl-y-:-M70-=is-. t-, -.----S.-1 L-_ T_Y ____ F __ I_N __ E----...;..._--,-__,r---'-r"'.-,--,::·:."".1.::. . ( '!:'/ Loose . 'l 2~~-:-.~,;\i--~:-G-r-ay_wf_th-:--P.'r, d-'."'-. ~-r.o_wn_, ___ S __ H_g-=-h-t-:-.ly------t _ _,,.,.........,.__ ______ -i-, 9 ;7 17 • l lOS .,-11· t----'----'--1----__ .... ,. ;:_ --;_i-j .:··:;:::::.Moist, Very Firm VERY FINE , :··· .. '·,_:_.·_:_! -T;:·~· 2~·:.!1--,-_.:.....-=-----~---:-:-:-------+-----s-A ___ N_o_Y_c_-LA.,...,.._Y-:---. · 4 :f-2_1 ___ .1r16_.+21o_v_.a+--+--·: --,_; ::')j • :. Gray with Yell·ow-brown, ¥SILTY VE-RY FINE' ,:.,1 Moidc Very Firm TQ Fl NE SAND ·· : . ··: • ~ I ':' \ 35 4 12 0 107 0 · ··.~t :.i ·. 8,,--~--~-'--------------1--..----,--........;._,a_-----~--'-' _. --"----,.:...' •__,_. ~-......:.-~-··...____.-..,.----':1_ ., '..-.;/) _,_ tt; ~ .'' : ~:~:}- --, ._ . '; !~ .~; ' ... ··. -... . . i DRAWING NO, · ·_._-_·-a.-:·. __ : .. :.,· .;, ... :· .. ~ . ~ ·W • m 0 .., \ I :ct; ... "' a. u. "' Q SUMMARY SHEET BORING·NO. 14 ELEVATION 205' >-. • >-• <!) ... ..: ... ... "' ..: >,, m ~ ~ ~ i;; u: u .,_ ~ e."= zvtC:::> Z:::,1¥Z• =>e "' a. .., ... >-"' u < < o ~ e~ IU i2 !!:!!!!CIC Q ....... "'t;~c,•-> . u.oc >-c,; ~;;;"' u ~ t: ~~ ~-~ ~~l~a ---o,~-,--..... , .-.--+---_,...-...,...-----------------f---+-----1-----+-----1--~ Gray, Dry, Loose, Topsoil CLAYEY FINE ...... • '¥-· •• . . .... . ,.... ... • •.• 2-· :::;:· . .-.:·: .......... .... ,.•.:-.··· ,.. ............ . Light Brown, Moist, Medium Firm "' : : :·:: Light Brown, Moist, Medium • f±f 1 E Fi rm to Loose, Porous "r,. -~ •• . ... . • . . . . . . . , .... t:!. ••••• ~ ..... . · .... . . . . . ~ .... . ..., . , .. . . EJ 1 l::: -·-· r ..... . . . . . . . . .. . . ..._::::: 0 ••••• ,. .... _ 82P. 7 ••••• . . . . . -..... . . . . . 1? ' .... . , .... . . . . . . --,, ... 1"' .... •. Olive-green, Mo'ist, Very J-> ------Firm, Dips Down 24° to . ---\_.__....,I N 35° w l¼~ Varies and Merges to 01.twe- brown, Thin Silt Lenses 1.:; ---- 1&- "J;..---1 17 SAND FINE SANDY CLAY CLAYEY FINE SAND CLAY Continued. on Drawi~ No. 10 PROJECT NO. 69-9-SC BENTON ENGINEERING, ·INC. 3.2 10.6 98.4 2.4 12.0 91.2 · 1T .4 24 ~ 0 93. l J,, I ,. l 11 ·II .11 !! . ' .. : · . '' . II ..... ,• \,' '. 84.-7 i l ) i l · I 1 . ' ! . DRAWING NO. ·~ _,. 1 r :-,._ ·.· ;.-,,-.-~ .· . . . . -: . . -· 1-:'' I ·~ I .. r:.-·-, I' .·, -i i ,. ' < k ': -< ! .. (~ -'. : ' a I • .,, I. I I r I • l . -0 < r . .,, r·' C L . o ,. tr) t f .: ~. r . ·a. ::::, l' -:S j ~: f" 8 r:. j r: .• 111·· _..111 SUMMARY SH'=ET ·. ... ,jJ BORING ··No. HS~----~ ..... _, Oliv,-brewn., Moist, Very 19~~ Firm, Thin Slit Lenses 2~ < - 21---i----1 22-· 1------l - 14 (O,nt.) CLAY (Continued) 23,--+-.,,_-_ -_ ---4...,. Contah• Clayey Fine to Medium -Sand .Lenses 24-[I~I: 25·-...-~ - 26 1 1 1 Oltve-green, Moist, Very ..i,.--'-,,---1 27 1 '. Firm I I -I . I 2&-I I I ---------------~ < ., ?:< >-• ' V ._ • •· , • ~ 1111-!::. ~ ~ ... ~ :~ Ill· ....... • 3 "' . • z "" o e-z "' 9 .:::, · I :::, ,c·-,c d ... :; ! · 111 !: 111 t; t C· ~ w t-"' c E I) w ¥ ii: 0 C Iii :c !a;;;, 8•-C > ..: < >-1111 Vi "' .. ... < )(i!· < ·ic 11o =E :::,t • _. 111 -· I> O· ~ . • Q ·IIIIC.~.a;;.:e 13.0 .26.4< 96.3 <: , 25.8 10.1104. 1 ' .,. < ·, ii 11 . • II II {I I ll ii 11 II !I CLA YSTONE 22 .5 118,.6 11009 /· I I : ~ -·,. I':.' < '· t- r I r r . w f·-m 0 ., I I 30-I II. • I r 31 I I I I 32:-;..._J...-1 ...r---- < ' Light Olive-gray -I 3: I l--.-'-1--1 I ", r:;1{7~ ' Light Brown, Moist, Very Firm SILTY VERY FINf TO FINE SAND --Continued on Drawi rg l'-b. 11 PROJECT NO. 69-9-SC BENTON ·ENGINEERING, INC. II " • 11 II II !I ii "), I II 11 !I !I 11 11 44.1 12.8·106.8 : '' .I. !,~;., l. ' i1 " " i! 1: ', ': DRAWING NO. IO . . ' '• :~ , •• .. - t '· I . l ; • ' l . ' ' .. -, ... ... · :' ., SUMMARY SHEET' . BORING·NO. --_:~'[!};:.:· Light Brown, Mold, Very 37_/}~· .. ):~ Firm, Slight Clay Binder ......... . ·ff?:? 38 .......... . 1_, ....... . -;,~ :@:·;-::::.\ :;. 8 ·:. 319-:·. . ..... . :·~ .. ~-..: ,: : : ·:': .. -i-:,~·.· ... ·.· .. · .... 40-::·.·.·:-·.·. -if\}.~ 41-:::·:::::.:. -\}\?\· 42-,:;_:::.:_::'.:: .::):-:-:-.:::: 14 (Cont.) Fl NE TO MEDIUM 45 .4 8 .2 106. 1 SAND 90.8 ·. 43-:.-:-;.:-:•:··: ·#~-K9}~~~~=·:~:~(~~4~-0-l-iv_e_~_r_o_wn_,_M_o_is-t,-V-ery--~------~4~l~.6~~6~·S~l=l2~·~0~-~~,, Firm, Contact Dips Down · ·· 45-i-----i 5 °, S 35 ° E .· 47---.....----4 -1-----1 48:--1---1 49-~ . 5--~ Oltve-gray, Moist, Very Sl-~ firm 52 1~ ';-~ Olive.gray, Moist, Very Firm 4,,4f.ji .. CLAY VERY Fl NE SANDY SILTSTONE (Meroes) ALTERNATE LAYERS OF SILTY CLAYSTONE AND· VERY Fl NE SA ND) 25.8 19 .8 106.2 · .. 53-1:: >: l • -.. 5'A '. 1). SILTSTONE .57 o4 10.0 127.8 ,.,..,... .. - PROJECT NO. 69 ... 9-SC c!ontinued on DrawillJ No~ 12 BENTON ENGINEERING,'; INC. DRA:-VING NO . ·n -------~--.. ·-·-.,..-·---···------·----·-··---__ ,. _ _. -· -~-__ ... ___ -----··-L--·· ~--~ -- • .e ~ .-.~ . . ..c ' 0 C ~ PROJECT NO. 69~9-SC SUMMARY SHEET - BORING·NO. 14 (Cont.) BENTON ALTERNATE LA YER OF SILTY CLA YSTONE AND AN D·N:EiRY:. Fl NE .. \ ·SAM DY . ·. ,·' •• -, , ~ • ~ < • ~-, ..... SILTSTONE (Continued) ENGINEERING, INC. 78 .2 13 .8 119 .9 DRAWING NO. 12 • I.C') SUMMARY SHEET BORING· N0. __ 1 __ 5 _ ELEVATION _..l,l]8~4i;..'_ ----o-+--~L----~-~------,--------+-----t--i--r---t------1 : : : : : Brown and Gray, Moist, · · · · · Loose 1-::::: ..... -..... Firm 2--t--:·:....:·...:.·...:..· ~· -----------~ : : : : : Very Fi rm ...... 3 : : : : : ..... ~ 4-·-·· -~1 ~ _. 5 · : : : : : , Light Brown, Moist, V_ery Firm, 6 .... •••• r .... ~ ••••I • • ,. • •V • • -_JI I 7-... i/ ... ·•' ••• "LA 8-~) :i±f.) ~2~ 9 • ,-• I -.. ·10-~ • Occasional Silty Fine to Medium Sand Layer . . . -. • • :=Cl~ ________ _ 11-· • •• ~Sltg_htly...Sil_ty _fi_ne_Sa_a;i __ 12_: ~= ~~~;~e~~-;;",;;;,,];·tu 1y . -r(_--fi.M_Sgnd_ ------, - 13_ ·::.~_:t:\·:\ Sandstcme ' CLAYEY. FINE SAND ALTERNATE LAYERS OF CLAYEY FINE SAND AND SILTY FINE SAND 13.0 11.5 112.7 8. 1 11. 1 109. 1 I FINE TO MEDIUM SAND 13.0 ~.3 110.5 . \:/-::_\:_: Light Gray, SI ightly Moist to . 14-{@.\ Dry, Compact, Some Clayey ·······.··.. Fine to Medium Sand Lenses -:_:/}:/): 15--+-'~-'-'---t------------+-----------+---+---1----+---+---,-t ...;-.--l Light Olive-green, Moist, 16.....J-~-:.-==: Very Firm, Approximately --Level Contact . 17--1----l CLAY -H 21:::: 18---'----- Continued on Drawi'l) No. 14 PROJECT NO. d;9:~9-8C BENTON ENGINEERING, INC. . ~. \. DRAWING NO. 13 ----~, ' .... ... \ , .. 1· IO .. ~- .t! ·t: ::, -=, -·· :, :«. 8 u ! ' _g I 0 I--5 f ' C r. ~ I I I '· w :,: . . c( ···!· ' 0 ..., SUMMARY S~EEY: -· BORING·NO. 15 (Cont.) 2 1-+-----1 -- - -+--...,....-1 Cemented Nodules to 24 .6 Feet, 2A ---(5)-Glassy Fractures Fran 23 .7 Feet _____ to 26 .0 Feet , 2:>--t!'---t .26-i-,-_~--------'------1 -----4 01 ive-green 27-i----1 - . 29-K.6)- ~1----1 Glassy Fractures to 31.5 Feet 3 }r;..~---1:--------------l .i----1 Light Ollve-~Green -- 33--- --:.. .. ·-·---·,, 3v- CLAY (Continued) Continued on Drawing No • 15 PROJECT NO. 69-9-SC BENTON ENGINEERING, INC. 22 .8 18 .7 l10 .o 33.3 18.3117.9 35 .8 14. 9 115. 9 47 .2 . 16 .8 116 •. 1 ,, DRAWING NO .. 14 ------------. ------·-----------.-----------------..... • .. -0 c6 lO 0 0 z .... ·c ::> -:E ::, 0 V) • ..9 0 ~-u C ~ !: ::c ti ... "" w• ... "" LIG ~~ SUMMARY SHEET BORING· NO. 15 f.Cont.) D.-U. ,C::) "" v,z Q t'lL -- - 37 . ' 38- 39-KS)- . 4 - 41- 42 43;...;...----1 Light Olive-green, Moist,· Very Fi rm, Form a ti on Appears Uniform and Very Stable Below 36 .0 Feet ' I 44-:-::r_2L Occasional Pockets and Lenses _____ of Clay91/ Fine to Medium Sand 45-~==~ and Fine to Medium Sandy Clay 461~---I 47....i----1 48_l-----l 49-~ 51-..--1--------------I i----l Some Merging Fine Sandy 52·--i.----i Claystone Lenses CLAY {Continued) PROJECT NO. 69-9"."SC BENTON ENGINEERING, INC. 54 .5 11.5 122 .5 60.0 16.4 117.0 59 .7 12 .5 119 .8 89.5 10.8 128.2 · DRAWING NO. 15 --·---·---------·---· ·-~.J / .-i ',.: • e; C LO .I!? ·c ::) -:E ] 2 g u ..9 0 ..c g ~ ID 0 -, ' Cf>-2 1 ,r----_ - 2 3 4 en en l&I z 5 ~ (,) ::c ... 6 l&I ..J CL 2 4 7 en u. 0 8 ... z l&I (,) 0: l&I 9 CL I z 10 !2 ... ct 0 ~ ~ 11 en . z 0 (,) 12 13 PROJECT NO. 69-9-SC / :»"---.. _ CONSOLIDATION CURVES . LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 0.8 1.0 2 4 6 8 10 16 . Bori~ l Samp e 1 Dec th 2' r--r--r-.. r--. I'--,.. .t--,.. 'l... ~,) ' ' ·~ \ \ I\ --r--\ i--. -i--r--t--t--i---__ --r----. \ i---. 0 Indicates percent consolidation at field moisture • Indicates percent consolidation after saturation DRAWING NO. BENTON ENGINEERING, INC. 16 CONSOLIDATION CURVES • LOAD ·IN KIPS PER SQUARE FOOT 00.2 0.4 0.6 0.8 1.0 2 4 6 8 10 16- Bori llJ 3 Sample· 1 · 1 -f),:,nth J .'i I Note: Sample inay have been disturbed due to 2 gravel. 3 ' ' - 4 I ~ en en 'II.I z 5 ~ \ 0 :c I\ I-IL. 6 -- l&I r---i--~ \ .J r---_ Q. 2 ~ -c( 7 en ' la. 0 I-z II.I u a: 0 I.LI ' Boril'\9 5 Q. I --SamP.le 1 z 1 r,or,th ?1 g I-c( e _, i-2' r---. ~ z i----0 <.> r--... _ 3 r--- i-i----__ L\ r---4 ...... 5 0 Indicates percent consolidation a·-t field moisture • lndic_ates percent consolidation after saturation PROJECT NO. DRAWING NO. 69-9-SC BENTON ENGINEERING, INC. 17 CONSOLIDATION CURVES • LOAD IN KIPS PER SQUARE FOOT 00.2 0.4 0.6 0.8 1.0 2 4 6 8 10 16 BorillJ 5 r--. r---Sample 2 1 ---r .:u'lth 4 I r--~ t--N r------_) 2 3 ~ 4 \ . ~ (/) I\ (/) la.I z 5 :i,c: \ 0 - :t: I- 6 "' ..J 0. 2 • (I) ~ 0 I-z la.I (.) a: LLI 0. I z g I-• 0 :::; 0 (/) z 0 0 --- 0 Indicates percent consolidation at field moisture ' • Indicates percent consolidation after saturation PROJECT NO. DRAWING NO. 69-9-SC BENTON ENGINEERING, INC. 18 • -0 ocj lt') ,I!! ·c :::> -:E 5 V') _g .8 .9 0 . ..s:: u C: ~ 00.2 ) 1 2 ~ \ 3 \ 4 1/'j 1/'j l&I z 5 :.: (.) :c I- 6 l&I ..J 4. 2 C 7 1/'j II. 0 I-8 z l&I (.) 0:: 9 l&I 4. I 2 10 I-C 5! 511 1/'j z 0 (.) 12' 13 14 L 15 16 PROJECT NO. 69-9-SC CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 0.8 1.0 2 4 6 8 10 16 Boring 7 Sam~e 1 nar ?1 - \ I\ I\ \ \ \ \ \ \ \ \ \ \ \ \ ~ --"\ -- 0 Indicates percent consolidation at field moisture • Indicates percent consolidation after saturation DRAWING NO. BENTON ENGINEERING, INC. 19 '1 • -0 cO LO . 0 z .... • ~ -:E :::) 0 Vl .2 8 u 0 _, 0 J.:. u C ~ CD 0 ., 00.2 ) 1 ' " 2 3 4 en en l&I z 5 :iii: (.) ::i: ... 6 l&I ~ a.. 2 ,c( 7 en LI. 0 8 ... z l&I (.) a: 9 l&I a. I 2 10 !« 0 ~ 11 en z 0 (.) 12 13 PROJECT NO. 69-9-SC CONSOLIDATION CURVES ' LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 0.8 1.0 2 4 6 8 10 16 BoriJ 10 Samp e 1 r:~oth 2 1 "' ~ I\. .'\ \ \ I\ \ \ \ \ \ \ ·\ I\ \ Indicates percent consol idotion at field moisture I 0 • Indicates percent consol idoti on ofter saturation DRAWING NO. BENTON ENGINEERING, INC. 20 ,;\ .. • -. - " "6 -0 ... I.() J!? ·2 :::> i: ::, .~ . .e c3 u C ..J 0 .J: 8 ~ •. ! z Ill 0 ., 0 0.2 0.4 ; -==== - l 2 3 0 ,I'\ cn --en l&I z 1 ~ -0 ::i:: ... 2 Ill ..J A. 2 ,c 3 cn I&. 0 ... z l&I C.> 0:: l&I A. I z S? ... ,c g ..J 0 cn· z 0 0 I 0 • PROJECT NO. 69-9-SC - " ' \ i , I i CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.6 0.8 1.0 2 4 r----1--. --,___ -===------~- r---.. ---, :>--..._ ----) -~-.___ --- Indicates percent consolidation at field moisture Indicates percent consolidation after saturation . BENTON' ENGINEERING, INC . 6 8 10 16 Boring 10 Bag No. l Depth: 0-1 1 Remolded to 90% of Maxi- lm11m Drv Densi t Boril'\9 12 Bag No. l Depth: 21-2 1 Remolded to 900/4 of Maxi- 1n11-n Dr" Densitv I DRAWING NO. 21 • • r • BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS -FOUNDATIONS 111140 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 PHILIP HENKiNG BENTON , PRESIDENT • CIVIL ENGINEER TELEPHONIC (714) IS81S-11UIIS APPENDIX AA STANDARD SPECIFICATIONS FOR PLACE ME NT OF COMPACTED FILLED GROUND 1. General Description. The objective is to obtain -uniformity and adequate internal strength in fi lied ground by proven e.ng ineering procedures and tests so that the proposed structures 2. may be safely supported. The procedures-include the clearing and grubbing, removal of J existi.ng structures, preparation of land to be filled, 'filling of the land, the spreading, and compaction of the filled areas to conform with the lines, grades, and slopes as shown on the accepted p Ions. The owner shall employ a qualified soils engineer to inspect and test t_he filled ground as placed to verify the uniformity of compaction of filled ground to the speciHed_ 90 percent of maximum dry density. The soils engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted filled ground until .such time that corrective measures are taken necessary to comply with the specifications. It shall be the sole responsibility of the grading contractor to achieve the specified degree of compaction. Clearing, Grubbing, and Preparing Ar.eas to be Filled. (a) All brush, vegetation and any rubbish shall be removed, piled, and burned or other- wise disposed of so as to leave the areas to be filled free of vegetation and debris. Any soft, swampy or otherwise unsuitable areas_shal I be corrected by draining or removal, or both. (b) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6 11), and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. (c) Where fills are made on hills.ides or exposed slope-areas, greater than lOpercent-, horizontal benches shall be cut into firm undisturbed natural ground in order to provide both lateral and vertical stability. This is to provide a horizontal base so that each ·- layer is placed and compacted on a horizontal plane. The initial bench at the toe of· the fi II shall be at least 10 feet in width on firm undisturbed natural ground at the eleva- tion of the toe stake placed at the natural angle of repose or design slope. ·The soils engi'neer shall dete-rmine the width and frequency of all succeeding benches which will vary with th~ soil conditions and the steepness of slope. ( APPENDIX AA ) -2- · (d) · After the nafural ground has been prepared, It shall then be brought to the proper mois- ture content and compacted to not less than ninety percent of maximum density in accordance with A .S. T .M. D-1557-70 method that uses 25 blows of a 10 pound hammer fallJng from 18 inches on each of 5 layers in g 4 11 diameter cylindrical mold of a l/30th ¢ubf c foot volume. 3·, Materials and Special Re9uirements. The fill soils sha·II c9nsist of select materials so graded that at leasf40 percent of the materLal passes a No. 4 sieve. This may be obtained from . the excavation of banks, borrow pits of any other approved sources and by mixing soils from one or more sources. The material uses shall be free from vegetable matter, and other de- 1.eterlous substances, and shall not contain rocks or lumps of greater than 6 inches in diameter. l_f ~xcessive .vegetation, rocks, or soils with inadequate strength or other unacceptable physical charact~dstics are encountered, these shal.l be disposed of in waste areas as shown on the plan$ or as directed by the soils engineer_. It during grading operations, soils not encountered and tested in the preliminary investigation are found, tes·ts on these soils shall be performed to determine their physical characteristics. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications. The testing and specifications for the compaction of subgrade~subbase, and base materials for roads, streets, highways, or other public property or rights-of-way shall be in accordance with th0$e of the·governmental agency having jurisdiction. :. · 4. Placing, Spreading, and Compacting Fill Materials._ ... :.,,: • .(a) The s1,.1itable fill material shall be placed in layers which, when compacted shall not exceed six inches (6 11 ). Each layer shall be spread evenly and shall be throughly mfxed during the spreading to insure uniformity of material and moisture in each layer. (b) 'When the moisture content of the fl II material Js below that specified by the soils engineer, wc;itflr, .. shall be added unti I the moisture content. is near optimum as specified by the sol ls ·engineer to assure thorough bonding during the compacting process. (c) 'M-len the moisture content of the fil.l material is above that specified by the·solls ergln~er, the fHI material shall be aerated by blading and scarifying or other satis- factory methods until the moisture content ls near optimum as specified by the soils 0.11:llneer. (d) After each layer has been placed, mixed and spread evenly, It shall be thoroughly cQrnpacted to not I ess than ninety percent of maximum density in accordance with A.S.T.M. D-1557-70 modified as described in 2 (d) above. Compaction shall be ac:compllshed with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of compaction equipment, such as vibratory equipment that is specially cf.~d~ned for certain soil types. Rollers shall be of such design that they wi II be able BENTON P:N~INltl>iRIN(;J, INCJ, • • • (e) (f) APPENDIX AA to compact the fll I material to the specifled density. Roi I Ing shall be accomplrshed whUe the flll material is at the specified moisture content. Rolling of each layer shqll be continuous over Its entire area and the roller shall make sufficient trips to Insure that the desired density has been obtained. The entire areas to be'fllled shall be c;,;:,mpacted. FIi I slopes shall be compacted by means of sheepsfoot rollers or other suitable equip- ment. Compacting operations shall be continued until the slopes are stable but not toQ dense for planting and until there ls no appreciable amount of loose soil on the · slopes. Compacting of the slopes shal I be accomplished by backroll ing the slopes in ln(;rements of 3 to 5 feet In elevation gain or by other methods producing satisfactory r,s~lts .. F-teld density tests shal I be taken by the soils engineer for approximately each foot in elevqtlon gain after compaction, but not to exceed two feet In vertical height between tests, ~leld density tests may be taken at intervals of 6 inches in elevation :safn if required by the soils engineer. The location of the tests in plan shall be so spaced to give the best possible coverage and shall be taken no farther apart than 100 feet. Tests shall be taken on corner and terrace lots for each two feet in eleva- tfon gain~· The soils engineer may take additional tests as considered necessary to check on the .uniformity of compaction. Where sheepsfoot rollers are used, the tests l!hal! be taken In the compacted material below the disturbed surface. No additional h:ayers of fill shall be spread un.til the field density tests indicate that the specified d,en~lty has been obtained. (g) The fHI operation shal I be continued in six Inch (6 11) compacted layers, as specified above, until-the fill has been brought to the fini!ihed slopes and grades as shown on the ai;;cepted plans. 5. Inspection. Sufficient inspection by the soils engineer shall be maintained during the fill- Ing and-compacting operations so that he can .certify that the fi 11 was constructed In accord- c:u:ic::~ with the accepted specifications. 6, Seasonal Limits. No fill materfal shall be placed, spread, or rolled if weather conditions incr~$e the moisture content above permissible I im its. When the work is interrrupted by rain, fill operations shall not be resumed until field tests by the soils engineer Indicate that the ro~J~ture content and density of the fill are ~s previously specified. 7. All r,cqnm~ndations presented In the 11 Concluslons11 section of the attached report are a part of th..,,. ·•p~c::I fl c;:atf ons • BENTON ENGINEERING, INC. ••• .,. .. -.), "'., . • ••• BENTON EN~INEERING, INC. APPLIED SOIL MEC~AflllCS -FOUNDATIONS 111140 RUll'FIN ROAD SAN DIEGO, CALIFORNIA 92123 PHILIP HENKfNG BENTON PIIESIDl:HT • ·cw•~ l:HGIH~l:11 APPENDIX A TELEPHONE (714) IS6IS0 191SIS Unified Soil Classification Chart* SOIL DESCRIPTION GROUP I. COARSE GRAINED, More than half of mat~rial is larger than No. 200 sieve size.*~" GRAVELS More than half of coarse· fraction is larger than No. 4 C IJ:AN GRAVE LS sieve size but s·mallerGRAVELS WITH FINES than 3 inches (Appreciable amount · of fines) SANDS CLEAN SANDS ·. tv\ore than half qf coarse·.fractlon is .smaller than No. 4 · sieve size SANDS Y\/ 1TH FINES {Appreciabl.e amount of fines) . II. FINE GRAINED, More than half of tnc;iterial is smaller th~n No. 200 sieve size.** SILTS AND CLAYS Liquid Limit Less than 50 SILTS AND CLAYS Liquid Limit Greater than 50 Ill. HIGHLY ORGANIC SOILS SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT TYPICAL NAMES Wei I graded gravels, gravel-sand mixtures, little or no fines. Poorly graded gravels, gravel-sand mixtures, little or no fines. Silty gravels, poorly graded gravel- sand-silt mixtures. Clayey gravels, poorly graded gravel:- sand-c I ay m.ixtu res. Well waded sand, gravelly sands, little or no fines. Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded sand-silt mixtures. Clayey sands, poorly graded sand-clay mixtures. Inorganic si Its and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plasticity. Inorganic clays of low to medium plas- ticity, gravelly clays, sandy clays, silty clays, lean clays. Organic si I-ts and organic silty-clays of . low plasticity .. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. · Organic clays of medium to high plasticity Peat and other highly organic soils. * Adopt~q by the Corps of ~.n9ineers c:md Bureau of Reclamation in January, 1952. ** All ~ieve Ji-;~s on this chart or~ U, $ ~ Standord. • • PHILIP HENKING BENTON. !'RESIDENT • CIVIL ENGINEER Rancho La Costa, Inc. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS -FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO, CALIFORNIA 92115 October 19, 1970 SAN DIEGO: 583-5654 LA MESA, 469-5654 • Route 1, Box 2550 Encinitas, California 92024 • • • • • Subject: Gentlemen: Project No. 70-1-5D County Permit No. L5548 Final Report on Compacted Filled Ground Lots 330 to 382, inclusive, Lots 389 to 394, inclusive, Lots 400 to 410, inclusive, and Certain Street A ea f Also certain offsite areas adjacent to Lots 368 .to 370, · inclusive and Lots 377 to 379, inclusive San Diego County, California RECEIVED AU-G 1 1975 CITY OF CARLSBAD .BUIiding Department This is to report the results of tests and observations made in order to inspect the compaction · of filled ground placed on certain areas of Lots 330 to 382, inclusive, 389 to 394, inclusive, :400 to 410, inclusive, and on certain street areas of La Costa South Unit No. 5, also certain .offsite areas adjacent to Lots 368 to 370, inclusive, and Lots 377 to 379, inclusive, in San Diego County, California. The fills were placed during the period between January 6 and May 1, 1970. The approximate areas and depths of filled ground placed under our inspection in accordance with the approved specifications are shown on the attached Drawing No. 1, entitled "Location of Compacted Filled Ground.11 The grading plan used for the placement of filled ground was _prepared by Rick Engineering Company and dated December 2, 1969. The approximate locations a_t which the tests were taken and the final test results are presented e on pages Tl to Tl7, inclusive, under the "Table of Test Results. 11 The laboratory determinations of the maximum dry densities ·and optimum moisture contents of the major fill materials are presented on page T18, under the "Laborotory Test Results." Some of the maximum dry densities shown in the "Table of Test Results11 were combinations of these. The tests were taken during the weekly periods indicated on the following page • • • • • • • • • • • • • • Prof ect No. 70-1-50 Rancho La Costa, Inc. Test Number 1 to 72, inclusive 73 to 106, Inclusive 107 to 151, inclusive 152 to 221, inclusive 222 to 31 0, inclusive 310 to 321, inclusive 322 to 350, inclusive 351 to 385, inclusive 386 to 427, inclusive 428 to 471, inclusive 472 to 503, inclusive · 504 to 516, inclusive 517 to 521, inclusive 522 to 542, inclusive 543 to 550, inclusive 551 to 579, inclusive -2-October· 1 ([, 1970 Week Ending January 10, 1970 January 17, 1970 January 24, 1970 January 31, 1970 February 7, 1970 February 14, 1970 February 21 , 1970 February 28, 1970 March 14, 1970 March 21, 1970 March 28, 1970 April 4, 1970 April 11, 1970 April 18, 1970 April 25, 1970 May 2, 1970 The final results of tests and observations indicate that the compacted filled ground has been placed at 90 percent of the maximum dry density or greater. It ha~ been determined that the. fiU materials, compacted to 90 percent of the maximum dry density, have a safe bearing value of at least 2000 pounds per square foot for one foot wide continuous footings founded at a mini- mum depth and placed five feet or more inside the top of compacted filled ground slopes. If footings ore placed closer to ·the exposed slopes than 5 feet inside the top of compacted filled ground slopes, these should be deepened one foot below a 1 1/2 horizontal to l vertical line projected outward and downward from a point 5 feet horizontally inside the top of compacted filled ground slopes with the two following exceptions. The exposed compacted filled ground slopes to the rear of Lots 368 to 370; inclusive and Lots 377 to 379, inclusive, which overlook the golf course, contain some large boulders partially covered and partially buried. It is recom- mended that minimum depth ·footings in these areas be placed no closer than 10 feet insjde the top of slope. If it is desired to support structures closer to the. top edge of these. exposed slopes than 10 feet horizontally inside the top of slopes, then it is recommended that the footings be deep- ened one foot below minimum depth for each 1 .5 feet horizontal distance closer to the exposed slopes. Tests indicate that the compacted filled ground is adequate to satisfactorily support the proposed one or two story wood frame dwellings without detrimental settlements. In our report of the original Investigation conducted at this subdivision, (Project No. 69-9-SC dated November 7, 1969), we stated that some 11 expansive11 soils existed on the site and if they were allowed to remain in the upper 3 feet below finished grade some of the lots would require specially designed footings and slabs. We further stated that these lots would be listed upon the completion of grading. The lots where expansive soils were observed to remain within the upper 3 feet are tobulated_ps f1>.!Ja~_.,.,_.,x_c, __ <™"""Wt@.£M;;;;c,_,.,_...,. .. ,._,,,™,_i&S:-&~ ":'a -¥ • .:~~· Type A Lots: 330,®o 338, inclusive, J.12 to 351, inclusive, 353 to 383, · inclusive, 385 to 407, inclusive, 409 and 410 -...., ... __ --...... ...__-~-----... -"',.,.. -------· BENTON ENGINEERING, INC. • • • • • • • • • • • Protect No. 70-1-5D Rancho La Costa, Inc. -3-e/ 331,~ 352, 384, 408 O,ctober 19, 1970 Type 8 Lots: It is recommended that the following special design and precautions be taken for the houses to be constructed on the lots: · 1. 2. 3. 4. 5. Type A Lots Avoid the use of isolated interior piers. Use continuous footings throughout, and place these at a minimum depth of two feet below the lowest adjacent exterior final ground surface. Reinforce and interconnect continuously with steel bars all interior and exterior footings with one 115 bar at 3 inches above the bottom of the footings and one #5 bar placed 1 1/2 inches below the top of the stems of the footings. Exercise every effort to assure that the soi I under the foundations and slabs has a uniform moisture content, l percent to 3 percent greater than optimum throughout the top 3 feet below finished grade at the time of placing founda- tions and slabs. Use raised wooden floors that span between continuous footings, or use all concrete s~abs with 6 x 6 -10/10 welded wire fabric and provide a minimum of 4 inches of clean sand beneath all concrete slabs. Provide a moisture barrier 2 inches below slabs under living areas. Separate gqrage slabs from perimeter footings by a 1/2 inch thickness. of con- struction felt or equivalent, to allow independent -movement of garage slabs relative to perimeter footings • Provide positive drainage away from al I perimeter footings to a horizontal distance of at least 6 feet outside the house walls. Type 8 Lots Those lots listed above, as Type 8 lots should follow all the above-listed recommendations with the two fol lowing exceptions: 1. The continuou~. footings may be placed at a minimum depth of 18 inches below the lowest adjacent exterior final ground surface rather than the two feet recommended for Type A lots • BENTON ENGINEERING, INC. • • • • • • • • • • • ProJect No. 70-1-5D Rancho La Costa, Inc. -4-October 19, 1970 2. Single #4 bars placed as directed (above) near tops and bottoms of all interior and exterior footings may be substituted for the II 5 bars recom- mended for Type A lots • Recommendations 3 to 6, inclusive, as listed for Type A lots, are applicable to the Type B lots also. Respectfully submitted, BENTON ENGINEERING, INC. B~~~ 1 1p • e on, 1v1 ngineer Distr: ( 4) Addressee (2) Rancho La Costa, Inc • Attention: Mr. Burton L. Kramer (1) Rick Engineering Company (2) San Diego County Building Inspection Vista Office BENTON ENGINEERING, INC. - • Project No. 70-1-5D Tl Rancho La Costa South Unit No • 5 TABLE OF TEST RESULTS Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 1 347 2 12.9 103.5 113.0 91.6 • 2 344 4 13.0 106. 1 113.0 94.0 3 343 2 12. 1 104.7 113.0 92.7 4 339 2 13. 1 108.9 115 .o 94.7 5 351 2 8. 1 106.4 115 .o 92.6 6 354 2 12 .0 106.3 115.0 92.5 • 7 347 6 11.3 103.6 113.0 91.7 8 348 4 10.7 102.8 112. 1 91.6 9 352 4 9.6 109 .6 115.0 95.3 10 340 4 9.9 103.8 112. 1 92.5 11 354 6 10. 1 107.2 112.6 95.3 12 351 6 18.8 100.2 110.6 90.8 • 13 343 6 15.5 101.3 110.6 91.8 14 350 2 11.5 106.6 112. 1 95.0 15 348 8 16.9 100.0 110.6 90.6 16 344 8 15.6 98.5 109.0 90.4 I 17 347 10 18.4 102.8 110.6 93.0 • 18 352 8 14.7 104.3 112. 1 93. 1 19 351 10 12 .8 104.6 112. 1 93.3 20 348 12 16 .3 98.3 109.0 90.2 21 335 2 17.5 102.3 110.6 92.6 .-~ ... ..- 22 336 4 16.6 104.2 112. 1 93.0 • 23 339 6 16.5 105.0 113.0 93.0 24 340 8 15.4 102.6 110.6 92.8 25 343 10 16 .. 6 100.3 110.6 90.8 26 344 12 16.7 101.8 112. 1 90.8 27 3.47 14 15.8 104.6 112. 1 93.3 • 28 332 4 14.9 102.2 112.6 90.9 29 335 6 17.8 99.7 110.6 90.2 30 336 8 13.9 104.9 112.6 93.2 31 339 10 18.7 101.2 110.6 91.6 32 340 12 16.5 100.0 ·110.6 90.5 33· 343 14 16.2 101.5 110.6 91.8 • 34 344 20 16 .o 103.3 112.6 91.9 35 354 10 11.8 104.7 113 .o 92.7 36 352 12 14.8 104. 1 112.6 92.5 37 353 14 14. 1 105.2 112~6 93.6 38 347 18 17.4 100.4 110.6 90.9 • 39 344 16 18.7 102.8 110.6 93.0 40 348 16 18.5 101.6 110.6 92.0 • BENTON ENGINEERING, INC. • Project No. 70-1-5D T2 Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth . Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 41 343 18 20.2 100·.2 110.6 90.7 • 42 340 16 18.8 100.2 110.6 90.7 43 339 14 15.2 101.9 111.0 91.8 44 336 12 10.3 108.5 117.9 92.0 45 335 10 19. 1 103.2 112. 1 92. 1 46 332 8 18.5 101.8 110.6 92 .1 • 47 331 2 19 .8 99.3 109 .0 91.0 48 331 4 20.0 101.6 109.0 93.3 49 347 22 21.4 98.0 109 .o 90.0 50 353 4 17.5 101.7 110.6 92.0 51 349 4 20.9 9-9.8 109 .0 91.5 • 52 350 6 19 .8 102. 1 109 .0 93.6 53 344 24 18.2 102.8 110.6 93.0 54 343 22 19 .7 101.8 110.6 92. 1 55 349 8 17.2 105.0 115. 1 91.2 56 350 10 15.2 99. 1 109.0 90.9 57 354 12 14.7 105.5 115. 1 91.6 • 58 351 16 15.7 102.8 112.3 91.6 59 353 6 15.7 104.2 114.0 91.5 60 331 6 17.9 103.8 112. 1 92.5 61 352 14 18.4 104.2 112.3 92.8 62 340 20 18.6 101.6 110.6 92.0 • 63 339 16 14.9 101. 1 110.6 91.5 64 348 18 15 .3 103.4 112.3 92. 1 65 347 24 17. 1 102.6 112.3 91.3 66 340 22 15.2 101. 1 112.3 90.0 67 339 18 13.4 103.2 114.0 90.6 • 68 336 14 16 .5 108.8 115. 1 94.5 69 La Costa Ave. 2 13.8 102.3 112.3 91. 1 Opp. 350 70 335 12 18.6 102.3 112.3 91.1 71 332 10 15.2 105.2 115. 1 91.5 72 331 8 17.6 102.4 112.3 91.2 • 73 331 10 18.6 105.5 114.0 92.6 74 332 12 16.7 103.6 114.0 · 90.9 75 335 14 18. 1 104.8 114.0 92.0 76 336 16 13.9 104.7 114.0 91.9 77 346 2 14.4 103.2 114.0 90.6 • 78 339 20 17.6 106.8 115. 1 92.7 79 340 24 13. 1 102.7 114.0 90. 1 80 343 24 13.5 102.7 114.0 90. 1 • BENTON ENGINEERING, INC, • Project No. 70-1-50 T3 Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 81 331 12 17.5 108. 1 115. 1 93.9 • 82 332 14 17.6 103.8 114.Q 91.0 83 335 16 16.9 104.4 114.0 91.7 84 336 18 13.3 104.6 114.0 91.7 85 339 22 12 .8 107 .3 114.0 94.2 86 331 14 14.5 101.9 112.3 90.7 • 87 332 16 14.7 104.7 114.0 91.9 88 335 18 15.2 106. 1 114.0 93. 1 89 338 2 15.2 109. 1 t 14.4 95.4 ·90 337 4 13. 1 109.5 114.4 95.7 91 338 2 11.9 110.3 114. 1 96.8 • 92 331 16 13.4 110.2 114.2 96.6 93 342 2 14.9 108.2 114. 1 94.9 94 345 4 9.7 113.9 117.9 96.6 95 332 18 13.8 108. 1 115. 1 93.9 96 335 20 13.3 110.5 115. 1 95.9 97 336 20 13.7 107.0 115. 1 93.0 • 98 330 2 12.8 109.9 114. 1 96.3 99 334 2 14.2 108. 1 114. 1 94.8 100 333 4 15.9 108.7 114. 1 95.2 101 330 6 11.7 111.0 118.0 94.1 10'2 334 6 14.3 105.7 112.2 94.2 • 103 333 8 15.2 105.0 112.2 93.5 104 337 8 15.9 105.3 112 .2 93.8 105 330 10 14.3 107.2 112.2 95.6 · 106 334 10 18.9 102.0 112.2 90".9 107 338 6 18.5 100.5 110.6 90.9 • 108 342 6 14.9 109 .9 117.9 93.3 109 337 12 15.6 107.3 117.9 91.2 110 333 12 13.9 106.5 110.6 96.4 111 334 14 14.4 106.9 110 .. 5 96.8 112 333 16 13.4 102.6 110.5 92.9 • 113 334 18 14.3 107. 1 117.9 90.9 114 333 20 14.4 107.9 117.9 91.6 115 334 22 11.4 109 .3 117.9 92.8 116 333 24 12 .3 109 .4 117.9 92.9 117 337 16 17.9 110.2 117 ~8 93.7 118 254 2 1_3.3 106.2 114.2 93. 1 • 119 346 6 17.8 104. 1 114.2 91.3 120 354 6 13.6 104.0 110.5 94.1 • BENTON ENGINEERING, INC, • Project No. 70-1-5D T4 Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 121 La Costa Ave. 4 13.3 108.4 114.2 94.9 • Opp. 353 122 La Costa Ave. 6 13.8 107.6 114.2 94.1 Opp. 350 123 La Costa Ave. 8 13.6 108. 1 114.2 94.6 Opp. 350 • 124 337 20 17.5 107.9 117.8 91.7 125 353 8 14.7 108.6 114.2 95. 1 126 333 28 13.7 108.8 114.2 95.2 127 341 8 10.0 109 .6 114.0 96.2 128 345 8 9. 1 113.6 122. 1 93.0 129 331 20 13. 1 114. 1 117.8 96.9 • 130 La Costa Ave . 2 10. 1 109.0 114.2 95.4 Opp. 333 131 332 22 15.2 110.8 114.0 97. 1 132 335 24 15.2 109.5 114:0 96.0 133 331 22 16 .8 105.4 114.0 92.5 • 134 332 24 14.6 111.0 122. 1 90.9 135 336 24 19. 1 · 101.0 110.5 91.4 136 La Costa Ave. 4 14.2 105.3 114.0 92.5 Opp. 330 16.5 137 334 26 103.2 114.0 90.7 • 138 337 24 15 .o 103.8 114.0 91. 1 139 338 10 14.7 104.7 114.0 91.8 140 341 12 17.3 101.8 110.5 92. 1 141 342 10 17. 1 105.3 114.0 92 .4 142 338 14 14.9 106.8 114.0 93.7 • 143 345 12 15.8 107 .8 114.0 94.5 144 346 8 14.5 107.8 114.0 . 94.5 145 354 10 16.7 104.8 114.0 92.0 146 353 12 17.0 102.6 112.3 91.4 147 337 28 15.9 106.9 114.0 93.7 148 349 12 17.6 111.8 117.8 95.0 • 149 341 16 15. 1 111. 1 117 .8 94.4 150 338 18 17.6 109.2 114.0 95.9 151 341 20 19.6 106.2 114.0 93.2 152 338 22 14.5 110.2 114.0 96.8 153 341 24 12.7 110.9 117.8 94.2 • 154 342 14 17.4 102. 1 109.0 93.2 155 346 14 21.0 101.0 109 .o 92.7 • BENTON ENGINEERING, INC, • Project No. 70-1-5D TS Rancho La Costa South Unit No • 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 156 La Costa Ave. 2 20.0 ·100.4 109.0 92.2 • Opp. 337 157 338 26 13. l 113.8 122. 1 93. l 158 334 28 12 .. 0 113.6 122. 1 93.0 159 345 16 19.2 106.9 114.0 93.8 160 350 14 . 12.4 103.4 114.0 90.9 • 161 349 16 12 .o 110.0 114.0 96.4 162 342 18 12. 1 112 .0 · 122. 1 ·91.8 163 346 18 13.6 109.2 120.0 91. l 164 350 18 11.3 114.3 120.0 95.4 165 353 16 13. 1 111.2 120.0 92.8 166 349 20 14.6 111.0 117 .9 94.2 • 167 345 20 14. l ll0.9 117.9 94. 1 168 342 22 14.8 116.2 117 .8 98.8 169 341 26 14.8 111.8 117 .8 94.9 170 346 20 15.4 110.2 122. 1 90.3 171 350 22 13.9 112.7 122. 1 92.3 • 172 349 22 15.2 111.8 122. 1 91.5 173 342 24 13.8 111.6 122. 1 91.4 174 366 2 12.4 115.8 117 .8 98:5 175 367 4 13.7 112.9 117.8 95.9 176 366 6 12 .4 117 .o 117 .8 99.4 • 177 367 8 16. l 111.3 117 .8 94.6 178 366 10 13'.9 111. 1 117 .8 94.4 179 358 2 17.5 108.0 114.2 94.5 180 359 4 11.6 111.6 117.9 94.7 181 358 6 17.3 103.3 114.2 90.5 • 182 359 8 15.6 108.0 114.2 94.5 183 367 12 12.8 110.3 117 .9 93.6 184 366 14 13.3 112.2 117.9 95.3 185 357 4 14.0 115.8 117 .9 98.2 186 359 10 * 15.7 107. 1 114.2 93.8 187 358 10 14.7 110.3 117 .8 ·93 .7 • · 188 370 2 12.2 109. 1 117.8 92.7 189 368 2 13.4 109 .7 117.8 93 .'1 190 369 4 14.3 109.7 117 .8 93. 1 191 357 8 12.5 112.2 117.9 95.3 192 358 12 14. 1 108.8 117.9 92.3 • 193 371 4 13.2 111.0 117.9 94.2 * Finished Grade • BENTON ENG/NEERING, INC, • Pro feet No. 70-1-SD T6 Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) . Approx-Depth Maximum • lmate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compa~tion Remarks 194 372 2 13.6 112 .2 117.9 95.3 ,. 195 368 6 13.5 116.9 117.8 99.3 I 196 374 2 16 o3 110. 1 117.8 93.6 197 373 4 16.7 111.8 117 .8 94.9 198 375 4 14.7 108.6 117. 9 92. 1 199 376 2 16.3 108.2 117.8 92.0 • 200 377 4 15.6 107.3 117 .8 91.2 201 370 6 15.7 115.9 117.8 98.4 ' " 202 372 6 15.3 113.6 117 .8 96.4 203 367 16 15.6 115. 1 117.8 97.7 204 Jerez Ct. 2 16.6 107.3 117.8 91.2 •• Opp. 357 205 374 6 14. 1 111.8 117.8 94.9 206 376 6 15.2 109 .4 117. 9 92.9 2C17 377 8 17. 1 113.6 117.8 96.4 208· 394 2 17.2 113. 1 117.8 96.-0 20, 392 2 16.9 110.3 117 .8 93.8 • 210 Gibraltar St. 4 17.4 114.3 117.8 97 .1 Opp. 394 211 391 4 16 .8 103. 1 113.4 90.9 212 390 2 18.4 103.9 113 .4 91.6 213 394 6 13.8 106.8 115.9 92. 1 ,,, • 214 392 6 18.6 104.5 113.4 92.2 "' 215 390 6 16.9 107.6 113.4 94.8 216 391 8 16.6 106.2 113.4 93.8 217 Gibraltar St. 8* 17.5 106 .8 113 .4 94. 1 Opp. 394 •• 218 392 10 19 .0 104.7 109.0 95.9 219 390 10 17.8 105.3 113.4 92.9 220 391 12 16.8 105.3 113.4 92.9 ' ~ ! 221 358 14 15.0 107. 1 114.2 93.8 222 358 16 16.6 104.3 114.2 91.3 ., 223 Gibraltar St. 2 16.8 108.6 114.2 95 .1 • Opp. 401 224 390 14 15.2 107.9 114.2 94.5 I. 225 La Costa Ave . 4 13.4 109. 1 114.0 95.6 Opp. 390 226 392 14 14.3 109 .2 115.9 94.2 • 227 La Costa Ave. 8 15.0 106.2 113.4 93.7 Opp. 390 * A nished Grade • ·BENTON ENGINEERING, INC, • Project No. 70-1-SD T7 Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test location at Test Moisture Density Density Percent No. lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 228, 391 16 12 .7 106.7 115.9 92.0 • 229 390 18 13.5 112.6 122. 1 92.2 230 393 4 14.1 110.2 115.9 95.2 231 391 20 15.4 105. 1 114.2 92 .1 232 La Costa Ave. 12 16.3 106 .5 114.2 93.3 Opp. 390 • 233 392 18 16.6 103.0 114.2 90.3 234 369 8 17.3 104.3 114.2 91.4 235 371 6 19. 1 107.2 117.8 91. 1 236 372 8 16.8 104.7 114.2 91.7 237 375 8 11.2 109.3 117.9 92.8 • 238 371 8 14.8 113.6 115.6 98.3 239 376 10 15.6 105.9 115.6 91.7 · 240 371 10 14.8 ll3. 1 117.8 96. 1 241 390 22 14.2 113.6 121.0 93.8 242 la Costa Ave. 16 14.8 113.4 121.0 93.7 Opp. 390 • 243 393 8 15.6 106.0 113.4 93.4 244 391 24 11.5 108.7 114.0 95.4 245 La Costa Ave. 20 14.2 107.3 113.4 94.6 Opp. 390 .. i46 390 26 14.8 106.6 113.4 93.9 • 247 382 2 12.0 120.4 125.0 96.4 248 382 4 14.7 105.8 115.0 92.0 249 382 6 15.2 108.0 116.0 93. 1 250 382 8 11.5 110.5 117.9 93.9 251 372 10 14.4 106 .3 114.2 93.2 • 252 373 6 12.5 116.4 11708 98.9 253 372 12 12 .0 110.6 114.2 96.8 254 377 12 12 .4 112.6 117 .8 95.6 255 372 14 11.7 116.9 117.8 99.2 256 373 8 14. 1 107.2 114.2 93.9 • 257 365 2 14.6 113.2 117.8 96.2 258 381 4 12 .4 111 .3 116 .0 96. 1 259 409 2 11.3 111. 1 116.0 95.9 260 382 10 14.0 110.4 115.9 95.4 261 407 2 12. 1 107.3 111.5 96.4 262 410 4 14.8 107.4 117.0 91.8 • 263 381 8 15.9 107.7 116 .0 92.8 264 408 4 11.2 111 .6 117.0 95.4 • BENTON ENGINEERING, INC. Project No. 70-1-5D TS • Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent ... No. Lot No. In Feet % dry wt lb/cu ft lb/cu ft Compaction Remgr~. 265 406 4 13.9 109.3 117 .o 93.4 • 266 381 12 16. 1 109 .4 117.0 93.5 267 382 14 14.4 107. 1 117.0 91.5 268 409 6 10.6 114.0 121.0 94.3 269 391 28 11.5 110.3 117.0 94.3 270 392 22 12. 9 110.2 117 .0 94.2 271 381 16 17.5 105.6 113.0 93.5 • 272 407 6 15.8 109.7 117 .o 93.7 273 408 8 13.8 109.3 117.0 93.5 274 407 10 15.6 110.1 117.0 94.2 275 408 12 15.3 106.2 113.0 94. 1 276 407 14 10.6 113.6 117.5 96.7 • 277 40.5 2 11.4 111. 1 117 .o 94.9 278 404 4 12.7 109.2 117.0 93.5 279 408 16 14.8 105.3 115.9 90.9 280 382 18 18.5 107.3 117.8 91.2 281 381 20 15.8 107.9 115.9 93.2 •• 282 ,405 6 14. 1 108.2 115.9 93.4 283 410 8 13.9 110. 1 115.9 95. 1 284 406 8 12.2 .110.2 117.0 94.3 285 404 8 12.4 110.2 117.0 94.3 286 405 10 13.7 111. 0 117 .o 94.9 •• 287 409 10 13.7 108.6 115.9 93.8 I 288 407 18 15.7 109 .3 117.0 93.5 289 406 12 14.7 109.6 117.0 93.7 290 403 2 13.6 108.3 117.0 92.7 291 404 12 13.5 110.0 117.0 94. 1 292 405 14 12.8 108.6 117.0 92.8 • 293 409 14 19. 1 101.6 l09.0 93.3 294 406 16 16.9 104.8 113.4 92.4 295 390 30 14. 1 106.9 113.4 94.3 296 La Costa Ave a 2 18.9 102 .8 109.0 94.4 Opp. 410 l j • 297 393 12 21.2 102.3 113 .4 90.3 298 382 22 19.9 105.7 113.4 93.2 299 La Costa Ave. 6 20.0 102.9 113.4 90.8 Opp. 410 300 391 32 20.6 103.3 113.4 91.3 • 301 381 24 15.8 109 .8 117.8 93.3 302 392 26 20.4 101.8 109.0 93.4 • BENTON ENGINEERING, INC. • Profect No. 70-1-5D T9 Rancho la C01ta South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density , Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 303 La Costa Ave. 24 20.0 103.8 114.2 90.9 • Opp. 390 304 382 26 21.6 103.3 114.2 90.5 305 381 28 17.2 108.8 117 .8 92.5 306 380 2 18.3 107 .2 117.8 91. 1 307 382 30 16.9 106.0 114.2 92.8 • 300 380 6 17.8 104. 1 114.2 9l. 1 309 -381 32 14.3 110.3 115.9 95.3 310 380 34 18. 1 105.2 114.2 92. l 311 364 2 17.9 104.2 114.2 91.3 312 363 2 18.8 105.6 114.2 92.4 313 360 2 21.0 102. 1 109 .0 93.8 • 314 357 12 14.9 106.6 117.0 91. 1 315 375 12 19.7 104.2 114.2 91.4 316 Jerez Ct. 6 19. 1 104.2 114.2 91.4 Opp. 357 317 361 2 * 19.5 102.9 114.2 90. 1 • 318 380 10 16.9 107.8 117.4 91.8 319 381 36 17.2 106.9 117.4 91.0 320 382 38 19 .8 107.0 117.8 90.9 321 378 2 19.0 106.8 117 .8 90.7 322 382 40 15.7 109. 1 117.8 92.7 • 323 382 42 15.7 110.6 117.8 93.9 324 393 16 8.9 116.3 117.0 99.5 325 La Costa Ave. 10 9.0 114.5 117.0 97.9 Opp.410 326 388 2 16.2 109.0 114.2 95.5 • 327 388 4 16 .5 108.0 114.2 94.6 328 392 30 17.8 108.8 117 .8 92.4 329 391 36 16.2 107.8 117.8 91.7 330 373 10 16.9 114.7 117.8 97.4 331 373 12 16. 1 115.7 117.8 98.4 332 373 14 * 14.0 115.2 117 .8 98.0 • 333 390 38 13.4 111.4 117.9 94.6 334 392 32 15.9 115.6 120.6 95.9 335 391 38 11.0 117.0 120.6 97 .1 336 390 40 17.4 108.6 117 .8 92.2 337 La Costa Ave . 28 11. 1 118.3 120.6 98.3 • Opp. 390 ·338 379 4 16.5 114 .3 117.4 97.4 * Finiihed Grade • BENTON ENGINEERING, INC. Profect No: ·70-1-5D T10 • Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent -~ No. Lot No. in Feet % dry wt . th/cv ft lb/cu ft Compaction Remarks 339 393 20 * 17.3 102.3 111.5 91.9 • 340 392 33 * 13.7 107.8 117.0 92. 1 341 403 4 18.6 101.7 111.5 91.1 342 403 6 14. 1 107.9 117.0 92.2 343 410 12 17.0 106.4 117.0 91.0 344 409 18 14.6 106.6 115.0 92.7 • 345 Gibraltar St. 2 20.4 100.2 109.0 92.0 Opp. 403 346 Gibraltar St. 4 19 .4 103.6 113.0 91.7 Opp. 402 347 Gibraltar St. 6 13.9 107. 1 115.0 93. 1 • Opp. 401 115.0 348 Gibraltar St. 6 13.7 109.2 95.0 Opp. 403 349 Gibraltar St. 8 13.6 108.8 117.0 93.0 Opp. 402 350 Gibraltar St. 10 14.5 105.6 115.0 91.9 • Opp. 40 351 G i bra I tar St. 10 13.5 106.7 114.0 93.6 Opp. 403 352 Gibraltar St. 12 15.3 104.3 114.o· 91.5 Opp. 402 • 353 Gibraltar St. 14 13.7 108.2 114.0 94.9 Opp. 401 354 Gibraltar St. 2 15.0 110.3 115.9 95.3 Opp. 400 355 Gibraltar St. 4 15.6 108.3 115.9 93.7 • Opp. 400 356 Gibraltar St. 6 15.9 107.6 115.9 92.9 Opp. 400 357 369 12 18.5 106. 1 114. 1 92.9 358 370 10 18.7 105.6 114. 1 92.6 359 368 10 * 15.6 106 .8 115.9 92.2 • 360 374 10 15.4 109. 1 115. 9 94.2 361 376 14 15.3 107.2 117.4 91.4 362 375 16 15.4 108.2 117.4 92.3 363 374 14 15.0 110.-0 117.4 93.7 364 376 18 J.4.8 108.9 117.4 92.8 • 365 375 18 11.7 115.3 120.6 95.7 * Finished Grade • BENTON ENGINEERING, INC. • Project No. 70-1~5D Tll Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 366 366 18 12 .8 113.0 120.6 93.7 • 367 367 18 12 .4 115.8 120.6 96 .1 368 370 12 12 .6 111.6 120.6 92.6 369 Gibraltar St. 16 13.9 108.5 115.9 93.7 Opp. 402 370 Gibraltar St. 18 14.3 109 .4 115.9 94.5 • Opp. 401 371 330 12 * 16 .4 109 .o 114.0 95.6 372 333 29 * 17 .o 102.9 111.5 92.4 373 337 30 16.2 104.2 111.5 93.6 374 402 2 20.8 95.5 109.0 87.6 Reworked • 375 400 2 18.4 103.2 111.5 92.6 376 401 4 15. 1 108.5 111 .5 97.3 377 334 30 * 10.4 101.7 115.0 88.5 Reworked 378 337 31 * 20.0 95.3 111.5 85.4 Reworked 379 339 24 17.4 106.2 115.5 92.0 380 340 26 13.9 110.5 115.5 95.7 • 381 338 28 * 18.3 105.0 111.5 94.2 382 344 26 18. 1 103.6 112 .o 92.5 383 40'2 2 19 .o 106.2 115.0 92.4 Check on #374 384 341 27 * 18.2 110.8 114.0 97.2 385 410 16 18.0 104.4 112 .o 93.3 • 386 408 20 18.3 100.2 109 .o 92.0 387 406 20 18.7 101.4 109.0 93.0 388 405 18 22.8 98.7 109.0 90.6 389 404 16 19.7 103.3 112 .o 92.2 390 410 20 23.0 99.2 109.0 90.9 • 391 409 22 17 .o 102.9 112 .0 91.9 392 408 24 18.8 102.7 112.0 91.7 393 410 24 19.9 102.6 111.5 92. 1 394 409 26 20.2 101.6 109 .o 93.2 395 410 28 20.2 101.2 109.0 92.9 • 396 408 28 17.5 105.7 112. 0 94.4 397 407 22 13. 1 110.2 117.4 93.9 398 406 24 14.6 107.4 117 .4 91.6 399. 407 26 17.8 104. 1 114.2 91.2 400 336 25 16. 1 103.3 114.0 90.7 • * Finished Grade • . BENTON ENGINEERING, INC. , ,;.r, .. 1 Profect No. 70-1-5D T12 • Rancho la Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Ma>dmum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 401 404 20 14.6 111.7 120.6 92.7 • 402 405 22 13.6 111.3 120.6 92 .4 403 404 24 14.6 110.9 120.6 92.0 404 409 30 19.3 106 .2 116 .o 91.7 405 408 32 17.2 102 .0 112.0 91. 1 406 334 30* 15.0 104.0 115. 0 90.5 Check on #377 • 407 407 30 14.9 115.5 120.6 95.9 408 405 26 15. 1 111 .. 4 120.6 92.5 409 406 28 17. 1 113. 1 120.6 93.9 410 407 34 16.4 111.8 120.6 92.8 411 355 4 12 .9 107. 1 116 .o 92.4 412 356 2 15. 1 109.9 117.0 94.0 • 413 342 25 * 16.7 114.4 117.0 97 .8. !! 414 345 22 * 16.7 112.5 114.0 98.7 'I 415 346 21* 15 .3 117.2 120.6 97.3 'I ,, 416 336 26 * 15.9 · 108. 1 115.6 93.6 417 335 25 * 17.2 109.3 114. 1 95.8 • 418 332 25 * 18. 1 109.2 114. 1 95.7 419 331 24 * 16 .8 105.3 114.0 92.5 420 339 26 * 18.6 105.6 114. 1 92.6 421 408 36 17. 1 110.2 117 .8 93.7 422 406 32 15.6 114. 1 120.6 94.6 • 423 407 38 17. 1 105. 1 114.0 92.3 424 406 36 16.8 107. 1 H4.0 93.9 425 406 38 14.2 106.9 114.0 93.8 426 407 40 16.8 106.6 114.0 93.5 427 406 42 13.4 101.7 113.0 90.0 428 405 28 19 .5 100.7 111.6 .90.3 ,. ' ' ,~. 429 407 44 17. 1 104.2 114.0 91.4 430 406 46 20.8 101.3 111 .5 90.9 431 349 23 * 16 .7 112. 1 117 .o 95.9 432 350 23 * 22.7 104.6 112 .o 93.4 ,., 433 337 31 * 22.2 104.0 110.0 94.6 Check on #379 • 434 407 48 16. 1 106. 1 115.9 91.6 1' :• 435 406 50 15.3 104.8 115.9 90.4 ·' ' ,,i,· .: 436 400 6 15.7 103. 1 111 .5 92.5 437 402 6 15.5 104.9 114.0 92.0 .. "' 438 401 8 15.6 104.6 114.0 91.7 • 439 402 10 17 .3 99 .1 109.0 90.9 440 401 10 21.6 105.2 113.0 93. 1 * Fi nlshed Grade • BENTON ENGINEERING, INC. Profect No. 70-1-5D T13 • Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test Location at Test Moisture Density Density Percent No. Lot No. f n Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 441 340 27 * 16.6 112 .0 118.0 95.0 • 442 343 26 * 17. 1 111.2 118.0 94.4 443 356 6 14.9 110.0 117.0 94.0 444 355 8 11.9 106.7 116 .o 92.0 445 344 27 * 22.8 99.6 109,0 I 91.3 446 347 26 * 24.3 98.3 109 .0 90.2 • 447 401 12 23. 1 96.2 109 .o 88.2 Reworked 448 402 12 22.6 98.4 109.0 90.2 449 402 14 20.6 105.0 111.6 94. 1 450 402 16 18.7 107.9 117.8 91.7 451 356 10 14.5 106.9 117.0 91.4· 452 355 12 16.2 103.2 114.0 90.6 • 453 356 14 14. l 104.2 114.0 91.4 454 355 16 13.9 103.4 114.0 90.7 455 402 18 17.8 104.8 114.0 91.9 456 408 40 * 17.8 104. 1 114.0 91.4 457 Gibraltar St. 14 17.9 105.3 114.0 92.5 • Opp. 403 458 409 31 * 19. 1 102.6 111.5 92.0 459 Gibraltar St. 16 23.8 96.7 109 .0 88.6 Reworked Opp. 403 Check on ·#447 460 401 12 18. 1 105.3 111 .5 94.6 • 461 410 30 * 14.9 105.6 114.0· 92.7 462 407 50 * 19. 1 101.8 109 .. 0 93.4 463 406 52 22.0 102. l 109.0 93.7 464 406 54 20.2 103.3 111.6 92.6 465 404 28 21.8 103.6 .114.0 90.9 466 405 30 21.0 101.8 111.6 91.4 • 467 351 18 * 18.0 101. 1 111.6 90.7 468 348 19 * 16.7 107.5 117 .o 91.8 469 352 15 * 19 .7 97.9 109.0 89.8 Reworked 470 354 13 * 21.0 101.6 111.6 91.1 471 353 18 * 13.0 107.3 114.0 94.3 • 472 405 32 16 .a 105.3 11400 92.4 473 404 30 15.6 104. l 114.0 91.4 474 405 34 15.0 103.8 · 114.0 91.0 475 404 32 16 .5 105. 1 114.0 92.2 476 405 36 15.6 -100.7 109 .0 92.4 • 477 404 34 12 .6 106.2 114.0 93.2 478 405 38 12.4 108. 1 114.0 94.8 * F In I shed Grade • BENTON ENGINEERING, INC. ---------------------- Profect No. 70·1-5D T14 • Rancho La Costa South Unit No. 5 TABLE OF TEST RESULTS (CONT.) Approx-Depth Maximum • imate of Fill Field Dry Dry Test location at Test Moisture Density Density Percent No. Lot No. In Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 479 404 36 18.0 100.7 109.0 92.4 • 480 404 38 12.7 107. 1 114. 1 93.9 ·. 481 356 18 16.5 106.6 115.0 92.8 482 355 18 15.8 104.3 114.0 91.5 483 403 8 17.8 101.2 109.0 92. 9 484 403 10 ·16. 7 100i4 109.0 92.2 • 485 403 12 18. 1 101. 9 111.5 91.4 486 403 14 14.2 104.0 114.0 91.2 487 La Costa Ave. 4* 14.6 106.3 114.0 93.3 Opp.338 488 La Costa Ave. 4 15. 1 114.8 117.0 98. 1 • Opp.334 489 Lo Costa Ave. 2* 19.8 104.0 114.0 91.2 Opp.342 490 La Costa Ave. 2* 16.3 107.3 117.8 91. 9 Opp.346 491 La Costa Ave . 6* 16.2 108.7 115.0 94.5 • Opp.337 492 357 16* 17. 9 109.3 117.8 92.9 493 Gibraltar St. 16 15.8 106.7 115.0 92.8 Check on #459' 1 Opp.403 494 355 20 17.4 106. 3 113.0 94.2 • 495 352 15* 18. 1 101.3 109.0 93. 1 Check on #469 496 La Costa Ave. 2* 17.5 103.3 113.0 91.4 Opp.355 497 La Costa Ave. 2* 14.8 105. 3 114.0 92.4 Int. • 498 La Costa Ave. 2* 17.8 103.4 114.0 90.8 Opp.404 499 358 17* 17. 9 105.2 115.0 91.6 500 360 3* 17. 7 107.8 117.8 91.6 501 362 2* 20.6 104.0 111.6 93.3 502 363 4* 19.4 105.9 115.0 92. 1 • 503 364 4* 18.4 106.2 115.0 92.3 504 365 4* 11. 9 115.3 117.8 97. 9 505 366 19* 10.3 113.2 117.8 96.2 506 400 8* 21.2 101.5 111.5 91. 1 507 401 14* 17.3 105.3 115.0 91. 7 • 508 402 20* 17.7 101. 7 111.5 91.3 509 404 40* 17.8 103.8 i 11.5 93. 1 510 405 40* 9.5 112. 1 117.8 95.2 * Finished Grade • BENTON ENGINEERING, INC. • Profect No. 70-1-50 T15 Rancho La Costa South Unit No. 5 TABLE OF. TEST RESULTS(CONT .) • Approx-Depth Maximum imate of Ftll Field Dry Dry test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 511 406 56* 18.4 103.9 111.5 93.2 • 512 382 44 15.5 108.2 114.8 95.0 513 382 46 14. 1 108. 1 114.0 94.9 514 368 2 18.8 105.7 116.0 91.2 Rear 515 369 4 17. 1 105.0 116.0 90.6 Rear 516 368 6 16.8 107. 1 116.0 92.4 Rear • 517 389 2 13.9 118. 1 120.6 97.9 518 389 4 14.2 113.6 117.8 96.4 519 389 6 18.7 111. 6 117.8 94.8 520 355 22* 12.4 104.6 113.0 92.6 521 356 19* 13.6 107.8 114.0 94.6 • 522 354 14* 11.2 106.0 114.2 92.8 Ht Pod 523 353 18* 11. 7 104.3 113.0 92.4 524 390 41* 11.8 112.2 114.0 98.4 525 391 40* 13.8 108.2 '114.0 94.9 526 382 47* 15.2 110.5 117.8 93.7 • 527 381 40* 10. 1 117.8 117. 9 99.9 528 380 13* 10.6 118.8 119.4 99.5 529 394 8* 13.2 110.3 117.8 93.7 530 388 7* 12.5 109.3 113.0 96.8 531 389 9* 14. 1 109.0 113.5 96.0 532 379 5* 11. 1 113.3 117.8 96.3 • 533 378 4* 15.7 107. 7 117.8 91.6 534 377 16* 15.6 109. 1 117.8 92.6 535 376 19* 15.0 107.2 117.8 91.0 536 367 19* 15.9 109.9 117.8 93.3 537 375 19* 15.0 108.8 117.8 92.3 • 538 374 16* 13.9 110.2 117.8 93.6 539 372 18* 13.8 108.2 117.8 91. 9 540 371 13* 14.4 108. 9 117.8 92.6 541 370 13* 14.2 110.6 117.8 93.9 542 369 14" 13.9 112.3 119.4 94.2 • 543 La Costa Ave. 6* 9.9 109.2 114.0 96.0 Opp.333 544 La Costa Ave. 7* 11. 6 106.8 114.0 93.8 Opp.334 545 lo Costa Ave. 4* 14.4 103.7 113.0 91.7 • Opp.349 * Finished Grade \ • BENTON ENGINEERING, INC, . Tl6 Project No. 70-1-5D • Ranc;ho La Costa South Unit No. 5 TABLE OF TEST RESULTS{CONT .) Approx• Depth Maximum • lmate of Fill Field Dry Dry .Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft . lb/cu ft Compqotion Remarks 546 I La Costa Ave. 9* 10.3 109.8 114.0 96.3 • Opp.350 547 La Costa Ave. 7* 9.9 109.3 114.0 95. 9 Opp.353 548 La Costa Ave. 2* 10.2 107. 6 114.0 94.4 Opp.406 • 549 La Costa Ave. 2* 12.5 109.5 114.0 96. 1 Opp.408 550 La Costa Ave. 14* 10.9 107.6 114.0 94.4 Opp.410 551 La Costa Ave. 29* 14.2 106.3 114.0 93.3 • Opp.390 552 369 8 15.2 111.2 117.8 94.6 Rear ·- 553 368 10 14.6 117.2 119.2 98.4 Rear 554 403 16 15.9 111. 9 117.8 95. 1 ·555 370 2 14.0 114. 6 119.4 96.0 Rear 556 369· 12* 13.6 115. 1 119.4 96.5 Rear • 557 368 14* 14.0 113.5 119.4 95.0 Rear 558 403 18* 14.0 109.3 119.0 92.0 559 Gibraltar St. 17* 13.9 108.2 117.8 92.0 Opp.403 560 Gibraltar St. 18* 13.0 108.7 117.4 92.5 • Opp.402 561 377 2 14.4 114. 1 117.6 97.2 Rear 562 377 4 18.3 107. 9 116.0 93. 1 Rear 563 378 4 14.5 116.2 118.0 98.7 Rear 564 377 8 17.0 110.6 116.0 95.4 Rear • 565 379 2 15.2 110.0 116 .. 0 94.9 Rear 566 377 10 16.9 110.1 116.0 95.0 Rear 567 378 8* 18. 1 109.5 116.0 94.5 Rear 568 379 6 17.2 111. 9 116.0 96.5 Rear 569 377 14* 16.7 110.0 116.0 94.9 Rear • 570 379 9* 18.2 109.6 116.0 94.5 Rear $71 Gibroltar St. 22* 13.9 106.7 117.0 91.2 Opp.401 572. Gibraltar St. 10* 13.2 109.2 117.8 92.9 Opp.400 • • FinJshecl Grade • BENTON ENGINEERING, INC. Project No. 70-l•SD T17 • Rancho la Costa South Unit No. 5 TAB LE OF TEST RESULTS (CO NT.) Approx-Depth Maximum • fmate of Fill Field Dry Dry Test Location at Test tv\oisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks 573 La Costa Ave. 2* 14.2 105.5 114.0 92.6 • Opp.355 574 La Costa Ave. 2* 14.8 106.2 114.0 93.2 Opp.389 575 Jerez Court 4* 11. 7 110. 7 119 .2 92.8 Opp.358 • 576 Jerez Court 7* 14.7 108.9 117.8 92.5 Qpp.357 577 370 6· 10.4 113. 7 124.4 91.4 Rear 578 370 a!, 13.6 109.0 119.2 91.4 Rear 579 370 10* 10.8 107.6 119.2 9Q.3 Rear • * Finished Grade • • • • • • BENTON ENGINEERING, INC. • Profect No. 70--1-50 Rancho La Costa South Unit No. 5 T18 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the major fill materials as determined e by the A. S. T .M. D 1557-66T method, that used 25 blows of a 10 pound hammer fol ling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder·,. ore presented as fo I lows: Maximum Optimum Neis- • Dry Density ture Content Soil Type lb/cu ft % dry wt Yellow brown silty fine sand with some clay binder 113.0 13.5 Gray-brown fine to medium sandy clay ' 117. 8 12.2 • Gray•brown fine sandy clay 112. 1 15.0 Olive green clay 109.0 16.6 Brown silty fine sand {topsoi I) 117. 9 11.5 Light yellow-gray very fine to fine sand 115. 1 13.5 Yellow brown silty very fine to fine sand 112. 3 13.8 Light gray very fine to fine sand 114.0 14.2 • Olive green silty clay 110.6 15.7 Gray-brown slightly silty fine sand 113.9 13.3 Light greenish-gray slightly clayey fine sand 122. 1 11.5 Olive green silty clay 110.5 16.3 Gray-brown fine sandy clay 114.2 13.0 • Light brown fine to medium sand with some clay binder 117.0 12. 1 f.Aedium brown silty fine to medium sand with clay chunks 121.0 11.0 ¼dium brown silty fine to medium sand with gravel 131.0 9.0 Light gray-brown fine to medium sandy. clay 120.6 11. 7 Gray-brown fine sandy c I ay 118.2 12.0 • , . • ,. 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