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Home My WebLink AboutParcel Map 19553 Parcel 2 Soils Feasibility Study ".J-'n' < ., . etjtJ59s~~~R,\te{1~ORdtE ~))~ 'Bqq. 31q3 l'1 l.::J) 0/ q - t?4/6-1( .. ~ sons EN:;INE:ERD;G FEASIBILITY S'IUDY FOR PROPOSED RESIDENTIAL DEVELQPNENT TENl'ATIVE PAlm. MAP 7155, rms 1-5 RA<:alO VISTA roAD & PAUBA ROAD TENEUJIA, CALIFORNIA JOB iiF-3455-76 c:: 20, vfcltv;d ~ // ^~;; ;;/f . 1976~ PREPARED FOR: ALFISKE 41201 (',eneral Kearney Temecula, Ca. 92390 1824 EAST BAll ROAD ANAHEIM, CALIFORNIA 92B05 {714} 635-2295 LOS ANGElES-RIVERSIDE_SAN DIEGO AREAS CAll TOll FREE {BOOI 422-4115 \ "'i .:ir. ') ~~ ' ~'- " ;~.o<: '"'1''t:, accu-t€st SOil L\BORatoRY InCORpORatE Please refer to Job ;F-3455-76 July 20, 1976 TO: AI Fiske 41201 C-eneral Kearney Terr.ecula, Ca. F~l: Accu-Test Soil Engineering Consultants SlJR'ECT: Prelim..L'1ar}' SUil Analysis and Er:gineerir.g Feasibility Study for Propused p,esidmtial Devel~nt, Tc.n.tative Parcel Map 7155, Lots 1-5, Rando Vista Road & Pauba Road, Tercecula, California. INI'OCUJCl'ICN Intr0ductory Statement This investigation WC's uneertakm for Al Fiske in oreer to determine thP. characteristics of the soils affecting the gross st2.bility of the property, and to present our opinion on the suitability of the property and the engineering feasibility pertinent to residential develOflT.erlt of Temecula, California. Principals Planner: Al Fiske 41201 GEneral Kearney Ter.ecula, Ca. Soils Engineer: Accu-Test Soil Engineerin'J Consultants 1824 E. Ball Road Anaheim, Ca. lB24 EAST BALL ROAO ANAHEIM, CALIFORNIA 92B05 17141 635.2295 LOS ANGELE5-RIVERSIDE_S'>'N DIEGO AREAS CALL TOLL FREE (BOO) 422-'115 z. 1 :') PROPOSED DEVELOPMENT A=eaqe: Number of Lots: Type of Developnent: Adjoining the Site: Existing Condition of Sitt: Sewaoe DiS}XJsal: - Access to Developrent: PHYSICGRZ\PHIC SE'ITING Average natural slope: Vegetation: Infiltration: Erosion Hazard: Drainage: lB24 EAST BALL ROAD ANAHEIM, CALIFORNIA 92805 (7141 635-2295 :> ')>~", r:-~ ofo'-" , ~ '-<, accu-tESt SOIL laBORatORY InCORPORatE #F-3455-76 100 a=es 5 Parcels Proposed Residential N'ly--Rancho Vista Road S'ly--Pauba ~ae E'ly-Vil.cant Pro;>erty \v'ly--Linfield School Area Site is =vered '.vith light to rrceerate vegetation and a feN scatte.::'ed tree,;. Private Rancho Vista Road & pauba Road Gradual rolling slope Light to ITO:1erate Average l-bderate !:'own Pauba Road 3> LOS ANGELES-RI VERS'D E-5AN DI EGO AREAS CALL TOLL FREE '300. 422-"15 ~ ~ l'~ i'~::>, ... -A__ I- . ." J,I'i- ... - .....~ .:::l -'. aCcu-tESt SOil bBOR,\WRY IncORpORatE( #F-3455-76 -3- UNDERLY It\(' E.i\RI'H ~1ATER.IALS The soil on the site oonsists of silty sands, fine with trace of coarse, pale tannish broNn, dry, dense, to a depth of 4 feet. This is underlaid by gravelly sands, fi!1e to =~se, decxxnp::>sed granite, tannish brCNill, d..'"Y, dense, to a depth of 11 feet. This is follcwed by sands, fine to coarse, heavy on the ooarse, pale tannish gray, dry, very ctsLSe, to the end of our borings at 1.8 feet. No groundwcter was encountered. A rrore detailed des=iption of the earth materials is depicted on the log of J:oring sheets. EXPANSICN CHA.J<ACTERISTICS Buildings on adjcining p:roper+..ies, streets, walks and curbs shON slight evidence of expansive soil. Shrinkage in the earth materials was observed, indicating the nature of the surface soils as expansive. The results of loaded S'nBll tests perfonred on rerrolded sarrples of typical on-site materials indicate the soils as ION expansive, (21-50) o. SUl-MARY AND RECCN~1ENDATIa<s Site Preparations A. All light vegetation and debris material in the building, pavement' or fill areas should be reroved to avoid organic decay. The surface soils in the building pad areas must be excavated to a depth of one foot and a width of two feet beyond footing areas. The J:ottan shRll t.l-Jen be scarified to a depth of 12 inches. The J:ottan shall then be watered, ccrnpacted, and tested for COJ?3.ction. The material used for ccrnpacted fill should be a suitable ll'aterial for canpaction, and should not contain 1824 EAST 8ALL ROAD ANAHEIM. CALIFORNIA 92805 (7141 635-2295 LOS ANGELES-RIVERSIDE-SAN DIEGO AREAS 4. CALL TOLL FREE (SOO) 422.4115 '> , > "-" ,?" -~ - , '. I. . ......;_. . 1 ~'': deClt-teSt SOil LaBOR,\tORY InCORpORatE, #F-3455-76 -4- large pJ.eces of concrete or arty debris. AltJxJUgh salvaged site soi.ls way be used, no organic or perishable debris should be permitted i.., the compacted fill. The density of the fill should be checked dud..."C; canpaction. Fill should be axcpacted to at least 90% of the lCa.xi::;L--:l density de::ermined by the AS'IN Des: D-1557-70 rretJ1.cxi of t:estL'1g as ...---.....:.::.:'" established by the Orange County Building Code. Carrpacted Fills A. Any material imported or excavated on the property way te uti,-ized in the fill, provided each material has J:een detennined to te sui~="le by the Soils Engineer. Roots, tree branches, and other !!'atter missed during clearing shall te rerroved fran the fill as directed by the ::oils EngiJ1eer . B. Imp:n:ted soii [or fill snall be clean, nonexpansive, granular material approved by the Soils Engineer or his representative. C. Prior to placing fill, t..'Je ground surface to receive fill sh",::'l be scarified to a depth of 12 inches, watered or ae<rated to near opti.= IT'Oisture content and reccrnpac:"...ed to 90% of the m:lXinm dry density obtained by test methcxi AS'IM Des: D-1557-70, tlethcxi A (see to'BXinL--:l Density/Opt.im.nn ~bisture Determination Sheet). Grading' ConL'"Ol A. All cleanout, processed ground to receive fill, key excavatis:1.s, subdrains, and rock diS}XJsal =t: be inspected a'1.d approved by tr.e Soils Engineer prior to placing any fill. It sb.all te the =ntractor's ::-esp:msibility to notify the Soils Engineer Hhen such areC'-5 are ready for inspecti.:;n. 1824 EAST 8ALL RO"'D ANAHEIM, CALIFORNIA 92805 17141 635-2295 LOS ANGELES-RIVERSIDE-SAN c;:EGO AREA.S CALL TOLL FREE 18001 4;::_4115 5' , "- i'> v '" accu-t€St SOil LaBORatoRY #F-3455-75 InCORpORatE -5- 'J) ~~ B. Inspection of the fill placm.ent shall be provided by the Soils Engineer during the process of grading. Drainage An adequate drainage system should be designed to carry all "ater away fran the buildii1g areas and into the streets. Utility Trenches - No problems are anticipated in the excavation of the utility trenches, which shall be backfilled with clean and approved granular non-exparisive soils. These soils shall be brought uP in level six inch lifts after properly bedded in the utility and Ccr.lpacted to 90% of the maximum dry density and tested. 1824 EAST BALL ROAD ANAHEIM. CALIFORNIA 9280S Ill4) 635-2295 LOS ANGELES-RIVERSIDE-SAN DIEGO AREAS <4? CALL TOLL FREE IBOOI 422-4115 , :'... '~~ : ~~>....~ ... .,:' ~ ,,~ aCcu-tEst SOil L\BOR,\WRY IncoRpOR,\tE #F- 3455-76 -6- FAVORABLE lliGINEERING GEOLCGIC CCNDITICNS The site is considered geolcgically safe and feasible for develcp;-ent. 1. No gross landslides are present on the site. 2. No ITB j or or active faults transect th~ properV.f. 3. Groundwater problerrs are not in evidence. 4. Ear-ch rraterials can be readily excavated with rro::!ern ea..-th_'1Dvi.ng equiprrent. 5. Lot drainage is satisfactory as planned. SEISMICITY The site is located northeasterly of the Elsinore Fault Zone Area. The rrain fault sho.-m on the U.S.G.S. 0.'1 154 C-€Olcgic Map is e;>q:osed offsite to the west of the subject lot. Historical records indicate very minor seismic activity within the imrediate area of the site. The Elsinore fault is 10""..ated 10 miles from the site, but is not considered as controlling event in the aseismic design of the site. Seismic paraneters and design criteria for rraximum probable earth- quake effeC'-...i.Ilg the site are listed on Tables I and II. Nany of these, depending on their distance, were large enough to I:e felt at the subject site. The performance during historic earthquakes, of ,.;ell designed and constructed one or two-story residential structures that are founded on bedrock, has generally proven to be satisfactory. The acceleration of gravic.f, O.20g, noted in Table II is a ~.....a.'< ground acceleration anticipated at the site. 1824 EAST 8ALL ROAD ANAHEIM, CALIFORNIA 928DS (7141 635.2295 LOS ANGELES-RiVE,SIDE-SAN DIEGO AREAS 1 CALL TOLL FREE {BOOI <22-.,15 , -L- <3 en ~ ~ E-< Co{ .~ "" (:1 < .....:l ~ C1 < < p., f-< U ~ "" en ~ ~ (I) 9L-SSV[-d# ~ SCCI::: ~ z ""u~ .. ::; t'-l ~.,. .. .. c " > f-<~:>- 0 '" :: (:1 (1)";- 0 '" 0 ;>., (:18.....:l "" '" ~ CCI I I ., C (:1;::l< 0 0 0 .....:l Ou> lD ," :3 C1 -<~~ 0 .... " ~~t'-l ~ C1 CCI E-< 0 :> z " :::< < ~ 0 p. '" '" ~ '" ;::l (:1~ '" "" O~ 0 0 > '" ;::l(:1 ::; ~ 0 l:- t'- X f-<E-< '" :5 ~- CO I I Z.... u. '" 02 '" lD !-< :5~ . . c "" "" .. .. .. Vi 0(:1 !-<.....:l ..... J::..1l>:-l U:=' U) 0 U) '0 U) 0 0 zf-< C") lI'. N C") ..... N ..... <.....:l E-<;::l (I) -< Oe:.. :;:. I ;::lCCl -0 ~ 6::> t'- Xf-<~ ,.., CO ~ :5~~ ,.., ,..., '" ZCCI ,~- ~ ~ ~ t- N ~ "'oE-< L-;~ ..... C') '" '" C> T) .....1:5:::: ,... - ..... ..... ~ c:;') '" '" '" ~ ~ '" <""U ..... ..... ..... ~ .. .. ..... ~ - ~ ~ .. .. ~ 2~8 +1 .. .. 0,,, '" '" ..... '" t'- ,.., ~~- . . . . . . 0< co'" '" "" t- '" .... ,.., f-<;::l g;0' ,..., .... u 0 '" '" 0, ~' c ... " .2 ,z '" u " ... ~ '" 0 ... c '-' c (J ... "" N 'D '" " :::; " ~ " ~ ~ - E-< < c ~ ~ Ul ... ... ~ 0 .....:l c ... >: c Z t'-l ;::l c '" ~ < (I) en ;: ci5 R " Z t-10U \'::lI.:I S~'-!3' 1\3' S.l;\:3,\3: -lSSVl::l 8IIQS1JS 8 ll', Sl::r s Cl!'o!n'1o<n':O::l '1\':\OICl3'U ... :1 ~ u . :1 ~ t C> Ul ..... U 0- Tn ..... .3 o . CJ o tJJ Z -::J . C ..... d co .il '0 "0 > ~ . Ul - ..... _ CJ ::: '" C1 c .... '" cil ~ o ~ '" = ;D ~ - Co :1 _ c:: .... . e:.. Ui lD "lD Ul oC> d -..... '" ~ ~ ~ .. u "'.... c ~ -< = ci ~ :Z " - (I) d . ~lD ~ CJ ll) ::; ~ . -- C CJ 0 o ::::> Ul < ~ -;:; > .= .... . :n Q ~ en ~ ~ . .5 ..... en '" -< p:j u " - " ~ = M C ; C ~ o - 1:.0 '" ... CJ ~ .... ~ o d a >-,..... ..:.:: c: dO' ~ 00 C" ..-l....... ..= ,;.::: - '" ~ ~ 0 cJ W il..... - .....- _ ~ s.... ~CJ . .;:: e:i c ~ 00 .~ U) ~ '-< - '" ~ ~ CJ .3:3 ~ ~ c: ..:...:: 0;:;- rl ~ >- ~') _ t'-l .. * * -0- H H i'-l ,..:j (!l <l; f-< b U) i'-l '-' ~ < ::> G ;= t-< ~ < ~ i'-l ,..:j (!l < ~ o ~ p.. :;;; ::> ~ "" '-< ~ < :;;; ~ o ro.. i If". c') _ .-ie r-e ~~ _ E! 0<: '--!....JH "'<Z UP..t::: '" 0 <0[0, c..ZH ~<~ H~ !'-' C ~c:; ~~ .,-<(1) ~ Q ~ a i'-l ,Z_ ~O~ -- ~ ..... ~::: C) o:i is:'''' 0 C) o2~ If) r-j M ~:::Ju) n ~- -..... '" .. :-< ZUJ~ <" if> .;;:0- C) c::l N :..:o?: '" N ,..., . . --0 0 0 0 ~c:;U O!.:..lCJ r'\.....{f) -'-<~ I ~ ~ p.. Z 0 ~:::: ",,- ::>;5 r- N 0 ",=,""H_ .-i 0 ,..., ~:::J ~ J . '-<,..:j- 0 0 0 y. r" . <- .,...0 ""0 < .., - q 0 0_ ::> . '-< 0 t- t- ;... Z co I I Q C'1 C'1 :5 . . '" '" "" :-< ~~ 0::> ~< I ~~..- r_~ ~ g U; 0 U; -, - ,..., N U..--..... M '-< '-< Z~~ -.-" ~ " :-;.n r.r.:J 6< 0 ;oJ ~ Ul <: " () () ::> () " ~ I -::J ~ ~ ~ ::; C' '0 ~ :) - >2N ;.... c ~ :) :- f-< <~ '.:; ~ c.-~ ;::; , - _. J.....- <' C =: ,.......; ~ E; ""?;) :; W ~;j r..;.; ;...:.~ r:' z2G; - -CCf.,("_.J.l,l ~ N t- o H ." () () UJ o::J _ 0 () '" .:::J C) '"' ...... c - - ~ H C~ (J ~ ..... () c .- '.-' o _ o c:J .,... "" 0) '-' :! :J .~ a " ,- '-< - (J ..: u Ul :J " (J >'1 'JJ *- -f.- .. " '). ~ ~. ;'../'~ . r~, '.. , .,.-,.~ ""4.' ~ "4 aCcu-t€5t SOil bBOR.1toRY InCORpOR.1tl #F- 3455-76 -9- P.".]) GRADING Ac'lD SElVAGE 5'1::>'1'1:.'1 ESTll'lATIGIS The rost for grading of each pad will range fran $750.00 to $1000.00. The cost for installations of sewage systems will range fran $500.00 to $800.00 deper~,g on the size of the residence. 1B24 EAST BALL ROAD ANAHEIM, CALIFORNIA S280S (714) 63S-2295 LOS ANGELES.RIVERSIDE_SAN DIEGO AREAS CALL TOLL FREE IBOOI 422-4115 \0 ~..'~'~"'" J-'" : ~!"'".~' 1 ''''", <\ccu-t€st SOil L\BOR,\tORY InCORpORatE #F-3455-76 -10- Sill1tlARY OF CONCWSIONS N-lD RE:C.'O:1t1E?ITJATIONS Bearing Ca;:>acity It has been establisr,ed by using a safety factor of three that footings may be designed having a bearirlg value of 2.4 kips per sq'.J.are foot for th2 total of dead loads and frequently applied live loads. /-l.aximl1lll SettlEment 0.4 inch Lateral Load Design (Natural Soill Active Case Passive Case *May be increase:l by 33 1/3% for seismic and wind loads Coefficient of Friction 45 p.s.f. 320 p.s.f. .45 Settlement of Underlying (Natural Soil) Negl tgible Shrinkage 16-18% Expansion of (Natural Soil) iDly (21-50) 1924 EAST BALL ROAD ANAHEIM, CALIFORNIA 92805 17141 635.2295 LOS ANGELES-RIV,RSIDE-SAN DI:GO AREAS \l CALL TOLL FREE (BOO, "22.4115 $ 1, '- ~ i.:.r '..... y, .,' -..' "";~ ~ .... rq accu-t€st SOil L.:lBOR.:ltORY InCORpORatE' #F-3455-76 -11- Foundation Design Please refer to Table II, Case II. -----? ~ /1axim.rm Density/Optimum ~bisture Determinations SOIL: Silty sands, with 122.5 pounds per cubic foot rraximum density at 11. 0% optimum rroisture content. *~1axirm..Jm Density acquired through =Paction method ASTIl Des: D-1557-70, Method A, (five layers, 25 blows per layer with a 10 pound hC'lTm?r, 18 inch drop, four inch diarreter, 1/30 cubic foot rrold). 1824 EAST BALL ROAD ANAHEIM, CALIFORNIA 92B05 (714) 635-229S LOS ANGELES-RIVERSIDE_SAN DIEGO AREAS CALL TOLL FREE 1800) 422-4115 \'Z,., ;':'--;. ,J" 'r'. ~ ..... .....~ :1 .~. c\ccu-tEst SOil LaBOR.HORY InCORpORatE #F-345:;-76 -12- lA2O?ATDRY TESTS Soils were classified visually, texturally and by mechanical analysis. Visual classification ",'as perfoirred accord..L'lg to the Unified Soil Classifiration Syst31l. lloisture determinations ;.;ere pe2:'fomed on every sample bt, and unit weight detenninations were perforrred on every undisturbed sanple lot. P-esults of density and rroisture contents, along with soil classifications, are shewn on the Logs of Borings attached. The laboratory tests results, which have been perforrred on all the samples of the borings, are considered to be =epresentative of the soils under- lying the site. Direct shear tests Here ?",..xfomed On selected 1.ll1<'isturbed sam- pIes in order to det~e tl:e shear strength of the soils. These tests were perfor.red at increased rroistu.re contents and at various surchargp. pressures in order to simulate adverse field conditions. The yield point values detenn:ined fran the shear tests are presented on t.l1e attached Direct Shear Test Data. Confined Consolidated Tests were perforrred on undisturbed sanples in order to est3blish the CC!l'pressibility of the soil. l'iater WclS added at an axial load of 1300 POUIlds per square fcot in order to simulate the effect of rroisture on the cmpressibility. The maximum load applied was 5200 pounds per square fact. Cmpressibility within the zone of 1824 EAST BALL RO'>'D ANAHEIM. CALIFORNIA 92805 17)4) 63S.2295 LOS ANGELES-RIVERSIDE-SAN DIEGO AREAS CALL TOLL FREE (800} 422-4115 \~ ~ '')'''' ;.~.,,~j "'~ ..~ aCcu-tEst SOil laBORatORY IncoRPORat" #F-3455-76 -13- significant stress of all soils \o/as investigated and the results were considered in our engineering judgel1i2nts. Graphic plots of the Load Consolidation Tests are incluc.ed L'1 this report. Expansive soil conditions '-.'ere evaluated on the site. Representative samples of the soils near pad grade were recovered for classification and expansion testinq. Expansion tests were perfOmed on remolded samples in acrordance to the A.S.C.E. Expansion Index Test t.!ethod and as referenced in the 1973 Unifonn Building Code. In order to detennine the rrax.imum density of the soil, VJhich established the =rpaction rec;uired' during grading and backfilling, maximum density tests were perfomed on representative samples of the upper soils. The =rpaction metlm used was ASTI1 Des: D-1557-70, Method A, (five layers, 25 blows per layer, ten pound harrn'er, 18 inch drop, four inch diameter, 1/30 cubic f=t rrold). 1824 EAST 8ALL ROAD ANAHEIM. CALIFORNIA 9280517141635-2295 LOS ANGELES-RIVERSIDE_SAN DIEGO AREAS CALL TOLL FREE (8001 422-4115 \'\ "'\'> ..~ '. -. ..;u .' l' -'";." . . '\ccu-tESt SOil L\BOR.ltORY InCORpOR.lt€ #F-3455-76 -14- APPiliDL'{ FIELD EXPWRATIONS Boring Procedures Our investigation included a site insp-2Ction and the drilling of eight exploratory borings to a maximum depth of 18 feet. Ail ,.;ere drilled using a truck-rrounted, continuous flight, six inch po...-er auger. This investigation was initiated on July 9, 1976. Sampling Soils encounter~ were continuously logged by our Geologist. Undisturbed ring samples were obtained by split spoon sarr.pler and tranS}XJrted to our labcratory in moisture sealed containers to ensure environwental conditions for controlled laborator/ analyses. Undisturbed ring samples were aa;uired for shear, consolidation, expansion, and de.'1sity test.:.ng. Disturbed bulk s'illlples which are beneficial in establiShing cb.aracteristics of typical rraterial ....'hen used as CCIT1pacted fill, were also obtained. Stand=d Penetration Test A bulk sample was also acquired through the Standard Penetration Test which is made by dropping a hamner weighing 140 pounds onto the standard drill rod fran a height of 30 inches in free fall. The N (number of blCMS) necessa..--y to pra:luce a penetration of one f=t is regarded as the penetration resistance wilich assists in =rputing &e bearing value. 182-1 EAST BALL ROAD ANAHEIM. CALIFORNIA 92B05 1714) 635-2295 LOS ANGELES-i=lIVERSIDE_SA;'<' DIEGO AREAS \'5 rJ:J.11 Trul c:n....~ ,'>.......... ......... ~..~ 1'> ).d,'~' - , .. '~;.:" ";., ~ -.~ .,. (1' aCcu-tEst SOil bBOR,\tORY IncORPORatE, #F-3455-76 -15- C:O::CWSION . It is our opinion that the subject site is oonsidered stable and suited for the proposed reSic.e!1tial developrent. It is our opinion, prcl'liding the reo::>rrriendations pre5mted in this report are in=rporated in the design and con.:;truc.tion of the projX)sed project, that a satisfac"L!Jr:l residential developnent can be oonstructed on the property investigated. CArr laboratory tests on the samples of the materials en=untered oonfirm the adequacy of the soils to support =nstruction of the prcposed structure on the site. CArr servi ces =nsist of professional opinions and recx:mnendations made in ac=rdance \vith ger.erally accepted soil, geolO:J'ic, and foundation engineering principles and practices. This warra'1ty is in lieu of all other warranties either e:<?'-e.sSPl'l or iiTpl i "":1__ Unanticir.ated soil ccr:ditions are a:mronly enoountered and cannot be fully determined by takL,g soil samples or performing test borings, and frequentl~. require that additicnal expenditures be made to attain a properly OJnstructed project. Ive are reS}XJnsible for the, OJnclusions and opinions contained in this report based on the data relating only to the specific project and location discussed herein. In tr.e event =nclusions or recarmendations based on these data are fi12.de by others, such ronclusions or re=rmendations are not our reS}XJnsibilib.l tmless we have been given an opportunib.l to review and roncur in such conclusions or recarrnendations in writing. 1824 EAST BALL ROAD ANAHEIM, CALIFORNIA 92805 {7l41 635-2295 LOS ANGELES-RIVERSIDE_SAN OIEGO AREAS CALL TOLL FREE IROOl 471_4115 \(;. :~ , f:,> "'~ f,-" -1'~~;'~ ....01 .......:- L\CCu-t€st SOil L\BOR.ltoRY IncoRpORLHE In the event that any changes in the desiST! or lacation of the buildings as outlined ill this refDrt are planned, our conc1usicns and recorrmendations shall not be considered valid unlf>SS the chanc;es ore revie.ved ar.d our conclusions rrnii.i:i2d or approved in ',vTitir.g bj us. The analyses and reccrnnendations sul:rritted in t'lis refDrt are based upon the data fran the exploratory borings perfonred at t,'le l=ations indicated on the site plan. This refDrt does not reflect any variations which way == beb.;een these borwgs. The nature and extent of variations between the borings rr>ay not bea:rr.e evident until the course of CCf'-5G..""Uction. If variations then appear, it ...;:ill be necessary for a re-evaluaticn of our recarrnendations fo be made after performing on-site observa.tions during the construction period and noting the nature of any variations. This opportunity to be of service is sincerely appreciated. If yeu have any questions, please feel free to call us. I-Ie -..;:ill be r~py to extend our services to solve ar1Y soils or foundation problems that nay develop during design or construction of your project. Respectfully sutmitted, ACCU-TEST SOIL ENGINEEHThG CO:'lSti1..TAl'lI'S UM~{!~~J37 f~ 1)'1' o. ill\;[X)N, presiden;: 1824 EAST BALL ROAO ANAHEIM. CALIFORNIA 92805 17141 635-2295 LOS ANG::LES~RIVERSIDE_5~:-'1 D'=:GO AR=AS CALL TOLL FREE 13001 ':'22-.1115 \1 pwr PL.l\.\J , '') >. C>. .....:1 "."i r~ q accu-tESt SOil lZlBORZltoRY InCORpORL\t( #F-3455-76 -17- N -- Ql 6 o 7 ,\ \ \ y' I ~l ,( O2 -( \ \ ~ 4 \\ \ q, - Boring 1824 EAST BA,LL ROAD ANAHEIM. CALIFORNIA 92805/7141635-2295 LOS ANGELES-RIVERSIDE-SAN DIEGO AREAS \~ CALL TOLL FREE 18001 422.4115 ~~ t" '. l',' '~ ' ~~ ~ -t ~- accu-t€st SOil €nCjInE€RInCj ConSUltal #F-3455-76 -18- Job Number Date LOG OF BORING #1 ~ 0 0 '3 Undisturbed Ring Sam;:>le 0 .D ~ ~ E :J Disturbed Bulk Sample 0 ~ .... C 0.- ~ >- Z 0 C! OJ (J) ::J Q ~~ Standard Penetration Sam;:>le >-::J ~ ~ 0. ~G 0- C! ~ U C ::J OJ a.u ~ E 0. .;;; '-- <1i~ Ul - ()>- I '.0 ;: 0. C!~ E c~~ u._ E (J) DESCRIPTION ~o 0 0 '" 00:3 0..::2: '" (J) '" (J) I - ' . Silty sands, fine with trace of coarse, pale tannish-brown, dry and dense. 112.8 3.1 44 - \7 - (). . 0 Gravelly sands, fine to coarse, deccmposeC 5 i- . ". granite, tannish-brown, dry ar.d dense. - - 116.7 3.2 66 ~ - .. f- fJ - . 6 10_ . " . 117.2 4.0 88 () - . Sands, fine to coarse, heaV'j on the . coarse, pale tannish-gray, dry arri -J . . very dense. - o' . t- tr 15, . 2.6 l"- . Cl ~ \> I E. O. B. I"- No groundwater \vas encounterEd. - - ~O - . l"- t- r-- r-- 25 - - - \~ ~ accu-tEst SOil €nC;lnEERlnC; Consultdl #F'-3455-76 -19 Job Number Date LOG OF BORING #2 ~ 0 0 1:t Undis'turbed Ring Sample 0 .D ~ ~ E a Disturbed Bulk Sample 0 ~ ~ C Q.~ ~ >- Z 0 OJ Q) [/J ,- _ 0 ~ Standard Penetration Sample ..c2 ~ ,~ >-:J ~ ~ Q. O'=' OJ ~ U C :J OJ o..c; ~ c: ~ -r.;;, ~ U1 15>- Q. OJ U1 :> I Q. OJ"- E ~ . u ,_ ~ E CJJ DESCRIPTION C(l)U1 ~ 0 0 0 III OO.D ~:::i: - r:J CJJ en [/J . Silty sands, fine \vith a trace of c- coarse, pale tannish-bra.m, dry and den - 114.7 4.6 .6 e . o' - . Gravelly sands, fine to =arse, . - . deccnp:>sed granite, tannish-bra.m, dry S . and dense. - " li2.8 4.4 55 iD f- . p C- . . I- ~. . Ic- . ~ 101 - . 3.8 .. a . a . l- . . Sands, fine to =arse, heavy on the . ....... coarse, pale tannish-gray, dry and . . very dense. - . 15 . -. ~ - ;, . c- . .. .. E. O. B. I- No groundwater was encountered. 0 - - - - - I2s - c- I- ._- _. - - u U e. zp. ~~ ..\ccu-tESt SOil €nqinEERinq Consultan ;F-3455-76 -20- Job Number Date LOG OF BORING #3 ~ - 0 0 {) Undisturbed Ring Sample 0 .D ~ ~ E 13 Disturbed Bulk Sample 0 ~ ~ >- C 0.- ~ Z 0 OJ CJ if) '~ :J 0 ~ Standard Penetration Sample >-:J ~ ~ "- .r::(; 0-9 CJ ~ U C :J :JJ 0.. G.; ~ c; 0. '0;" OJ-;;; tIl 0. 0>- I E c ' o ...... 3 E ","- CJ) I DESCRIPTION C",tIl ~ 0 0 0 '" OO.D ~~ III CJ) c::l CJ) , : Silty sands, fine Hi th trace of ooarse, -: pale tannish-bra,m, dry and dense. - 110.6 4.6 48 \t :- . '0 . Gravelly sands, fine to coarse, - . deccntpOsed granite, tannish-broNn, . 5 _ ~. dry an::l dense. . l.) f- ... I . 113.7 3.2 60 l- . 0 11. . .' I f- . Sands , fine to ooarse, heaV'.! on the 10 - . coarse, pale tannish-gray, d:cy ani 116.1 3.u 88 lD . . very dense. - . . - . . - , , . r- , 2.8 l1J 15 '- ~ . . o. E. O. B. No groundwater waS encountered. -, - - 20 - - l- f- f- 5 - - - , z.\ LOG OF BO;UNG ~ - 0 0 0 .D ~ ..... E 0 ..... ..... >-. c D.~ Z 0 ~ -- _ 0 0) OJ (j) ~.D >-:J ~ 0. .r:;:' 2 E 0) .~~ ~ :J OJ ~ - 0. 0):;; <J1 0. 0.'" 0>- E ~ u ,_ 3: E ","- (j) Ciii<J1 ~ 0 0 Cl <0 ClCl~ ~~ <0 (j) '" (j) I- : 114.7 6.9 48 (J -:Im -. b S[ p . . . ,p - . . ~ - . 116.2 6.3 72 . - ~'b. . lOr- p"'. , .. r- . , 4.8 39 . r- 0' l- t- ," -' , ~ 15 0 . 4.l - . / r- fo- t- O - - - - - ~S t- l- f- --- - - - ~J~ ~ accu-tEst SOil €nCjIn€ERInCj Consulta' #F-3455-76 -21- Job Number Date #4 !~ Undisturbed Ring Sample 1:1 Disturbed Bulk Sample ~ Standard Penetration Sample DESCRIPTION Silty sands, fine with trace of coarse, pale tannish-bra.vn, dry and dense. Gravelly sands, fine to ooarse, decCX1pJse granite, tannish-brOlvn, dry and dense. Sands, fine to coarse, heavy on the coarse, pale tannish-gray, dry and very dense. E. O. B. No groundwater was enoountered. 7-~ , , J , 1 I j j ~~'.w ~.:~.'. I .., " . k:..:;,.....~::... _ accu-tESt SOil €nC;InEERlnC; ConsuL #F-3455-76 -22- Job Number Date LOG OF BORING #5 ~ 0 0 ,", Undisturbed Ring Sample 0 .D ~ ~ E iJ Disturbed Bulk Sam;Jle 0 ~ ~ >, c ~~ ~ Z 0 QJ " en '~ :::-0 '~ Standard P"'I!8tration Sarc;:>le ~C) ~.D " >,:J - ~ 0. 0_ QJ ~ U ~ " I QJ ~ ~ <:: 0. '0; "- -~ Ul c.t.' 0>' '" Ul ,~ 0. QJ"- en E c . u ,_ E DESCRIPTION CQJUl .... 0 0 C '" OO.D ci':~ '" en co en I ~ , : Silty san::l.s, fine ~.,ith trace of ccxuse, Ir- : pale tannish-bro..m, dry and dense. 105.1 4.0 48 ~ II- " . . Gravelly san::l.s, fine to coarse, deccrnposed Ii granite, tannish-broNTI , dry and dense. 5~ . ~' . -I . I ~ . 111. 3 3.9 55 () . I I It . . I 10:t- . . .. I I . v 5.6 2 .. l- f Sarrls, fine to coarse, heav'y on the /- . coarse, pale tannish-gray, dry and Vf:r'y dense. - '., 21 15'1- . . 4.2 I f. I E. O. B. I 1':0 grouncllater waS encountered. - I~ 0':- Ii- I r- r- r- 2S - - r- zz, . ~~J~ ~ accu-tEst SOil En~InEERm~ Consultan ~r3455-76 -23- Job Number Date LOG OF BORING ~6 ~ 0 0 ~ Undisturbed Ring Sample 0 ..Q ~ ~ E 51 Disturbed Bulk Sample 0 ~ ~ c a~ ~ o.. Z 0 " ,~ Ul _ 0 ~ Standard Penetration Sample ~..o >-:J ~ 0. ..GG 2 E ~ - ,~ ~ u c ~ 1J +-' c.:' Vi""'" "'Vi III - g-", Go.. 0. ?; 0. E c . u ._ E rJJ DESCRIPTION Cc.>U) .... 0 0 0 "' 00..0 n'" :?: - "' rJJ c:l Ul -' Silty sands, fine with trace of ,coarse, pale tannish-bra.-m, dry and dense. 109.5 5.5 48 ~ -: - . . Sf- 0 . Gravelly sands, fine to coarse, . ~ c- . decanposed granite, tannish-broom, 112.7 3.5 53 c dry and dense. f-~ . '- . c- d . i' 10 . . . . - . fine to ooarse, . Sands, heavy on the '"'- coarse, pale tannish-<Jray, dry and ill - ,. . dense. 3.3 - . " . IS - . . . . . . E.O.B. '- (,;0 grot.m&vater was encountered. f- f-- 0 f- '- - - - 25 - - f- z.A-.. ~.., ~.,- . -' ,,~ ~. o.ccu-tEst SOIL €nCjlnEERlnCj Consultal #F-3455-76 -24- Job Number Date LOG OF BORI~G #7 0 0 I i')) Undisturbed Ring Sample 0 .D ~ ~ E CI Disturbed Bulk Sample 0 ~ ~ >-. c :::-0 ~ z 0 2 CJ (f) ,- ~ Standard Penetration Semple ~ ~ >-.:J ~ 0. ..c~ 0-;:: <lJ ~ U C :J Q) ~ ~ ~ c o. 'U;......... <lJ;:; Vl 0. o.C 0>-' E c " u -_ :; E ","" (f) C(])tI1 ~ 0 0 0 DESCRIPTION co 00-" Co:2 co CI) M CI) f-- 111. 4 5.9 60 I) 115.8 @ f-t- .0 f-- ./l 5' ." -. ',- . _ 0 3.8 72 - "Co , . I 101_ , .' 3.1 31 ~ I - ~ - . - . - 1 5 If- . . . f- f- . 2.6 ;J " . ~J= - - - .- 25,: f-- Silty sarrls, fine with trace of coarse, pale t:a.nnish-broNl1, dry and der.se. Gravelly sands, fine to coarse, dea:zrposed granite, tannish-bro~n, dry and c.ense. Sands, fine to coarse, heaV'.f on the coarse, pale t..anr~sh~.3.Y, dry and I very dense. 1 E. o. B. I (:0 grOl.l.r.O..;ater ,,-as encountered. I I I ~ 111 A \ ~ 'l ~ 'l")n,. ". .. ,.. n"'l ..,..,n... , " ~.,. " , . o.ccu-t€St SOil €nqlnE€Rlnq Consultan #F-3455-76 -25- Job Number Date LOG OF BORING #8 ~ 0 0 tB 0 .D Undisturbed Ring Sample ~ ~ E 0 ~ ~ c m Disturbed Bulk Sample ~ >. r~ Z o OJ '" Cfl ;::-0 ~ Standard Penetration Sample ~.D >.:::J ~ ~ Q r~ o ~ OJ .;:: U C :::J '" -.:;c ~ c: a. ",'--- <lJ-;;; OJ Q "'-S 0>' E c . ().~ ;: E "'>-- Cfl I C<lJ'" ~ 0 0 0 DESCRIPTION '" 00::: ~~ '" Cfl c:l Cfl }- Silty sands, fine with trace of coarse, pale tannish-brown, dry and dense. f- 112.7 3.9 52 . f- 1"'- Gravelly sands, fine to coarse, 5'_ J- decc:rnpose:l granite, tannish-brown, 114.2 4.5 78 Gt dry 'and dense. - 1- 10 I- I . 3.6 28 ~ f- Sarids, fine to coarse, heavy on the f- coarse, pale tannish-gray, dry and very dense. "'- 111 - 2.8 IS E.O.B. - No groundwater was en=untered. - - f- 0 !- "'- "'- f- - 75 - - f- t..(P . " COARSE GRAINED SOILS ("'lcy, 1/'0" 50". or "'0""01 's L ~RGER Ihan r;o 200 s..". SllII) FINE GRAINED SOILS (,""or! Inon 50 "'. 01 mol~,ol I' SMALLER InOn 1-10 200 '.ne ,.u) MAJOR 01 VI SIONS GROUP SYMBOlS CLEAN GRAVELS (Ld'lr or N) t,nl'!S ) ~:~'J: /.'"":1 "'1,~"'.... ;C":..~: GRAVELS (Mar, thon 50"1.. of co~,s, 'roctlon ') LARGER \:"Ion Ih, No 4 s'e~' Sill) SANDS (MOft Ihon 50"-. of coors. t'OCI;Ol'I IS SMALLER 'hall lhe No.4 Srt", slle) ., . '''-' ,. . ~ i'. ~.;. 0,"':'.' j;j, 1:1' GRAVELS .J!. WITH FINES ~" ~'.G (.:l.ppree:robll om I. " 01 f.nu) f ,,' SANDS no f ,nes l._.:~-;..:..( I':'" I I I CLEAN (Ultl, ~ SANDS WITH FINES I I SM ~ SC II ML ~ CL g OL u.s (APOf>IC'OOI, Oml. of t,nu) .sl LTS AND CLAYS (liquId r.m,1 LESS 'no" 50) ~ I MH S I L TS AND CLAYS #J CH "~ (Llqu'd hm" G~EATER tno" SO) UNIFIED HIGHLY ORGANIC SOILS ;;;; PI = #F-J455-76 -26- TYPICAL NAMES GW Wtll Qrod!'d Q,oyels, ,,'awl "lI7'd m,x'...,.,. lolli, 0" no It""'. GP PO')<"lr orod~d o'a",!! C' 9'o...,I-sond m..l\IIlU, 1'"111 0100 ('/'l,s. GM S,j,. g'0.t'1, c;'o.eJ- iCl">(j.S'U m'1hJtts.. GC Clayey g'o...els, ;rQ'I,I- 5vnd-c!o)' m.alur.s. SW Well g,oded sands, C;'O'lt"ly sonds, hULl!! Cl' no "r>e,. SP P:)Otly g,oded s.ond" 01 g,o.elly ,o",d,. lilll. 01 I'>Q f,nes. S,lIy sands, sO"'<l-Stll ',,"aIUfl!3. Cloyey s.cnd" s.ond-cloy m.stures, In~Ol\tC s,lIs orod ".'Y t''''1 s-ond'S, rock '10\,11', s'lIy 01 t;IO)l!'y ,.ne son<ls or CioYl)' SlIts .,11, sllQM pf011IC")'. 11\0'')0'',C ClOyS 01 10_ '0 mf'(l~ plashClly, 9'O,,~lf)' cJo)'s, sand)' Cloys, ,.lty CJoys, leon CIOIS.. Or..,o,'"C sills and ~"~o"'c s.lly c!OiS o~ 10_ plast,c.,y Inor;anlC "liS, mIcaceous or C'QI"ITI0CeOus ',ne sondy o. stlt)' s.o.l3., elastic :ona. Ino'QCtuc clOys 0' ntql'l ;:JIOSltC")', tot cIO)'$, OH Or;o....c clo)'s 01 ~d.u'" 10 1'1'9" ptoSliC:II)', O'QontC ,llts. i'e-ol and olher h'9hf)' OI';lOI'lIC so.ls, ElOU~DA~Y CLASStFtCATIOl'tS 50.1s pone'Ulng c,",orOCler,SI.Cs 01 h,O g'Oups or! d~S'gl'loled ~)' comb,nO'.ons 0' 9'0\)1' symbols. PARTICLE S I Z E L I M f T S S"NO G~,W::L I SILT 0_ CLA'f COBBLES I BOULDERS r'''f I ..~::lIU.. 1'''''''''1 rt..( ~ !"t)..>OH I NO . NO '0 kO' - .. ,- , 200 "<0 0 uS. STANDARD SIEVE SOIL "'" SIZE CLASSIFICATION SYSTEM Rde.e'l<::1!! The U"",~ So.t CIOS1"'COI'~ S.,s'em. C.:::>'Pi of En').n,e." US, Army Tecl'ln,cof M!'1T'O""..du", No 3'3:t7, '101 I, ,I,lor:1'l,195J. lRe'l.sed Ap"I, J90S01 'Z- "\ ,\ceLl.t€ST: SOil laBOR,\tORY InCORpOR,\t.€( : ~ .~,::.. >..- ,\CCU-1;ESt SOil laBOR,\toRY InCORPORatEb #F- 3455-76 -27- CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 003 04 OS Q.6 07 0.8 0.9 LO LS 2.0 3.0 4.0 5.0 6.0 7.0 8.0 - I Boring 5 ~ ----- 2' 1 ;--. Depth I T- -......... I I ~ - I- Water adde 2 u.> I ~ u.> I I ~ Q 3 ~ 0 , Rel:X:lU~ "" H ~ :r:: T I E-< 4 I ~ I , ; , '" ....< I I I I I t'-.- 0.. I I ~ 5 , i <:t: I : r I I I u.> ..... I I 0 , 6 i E-< , I I I I :z: , I I I ~ 0 I <>:: 0 I I I ~ I I I 0.. I I Boring 4 I Depth 2' 1 :z: . 1_- 0 --- H E-< --- r-- t--- I- WatE r add irl 13 - 2 I 1..1 ~~ H ....< 0 -.............. u.> Po :z: 3 0 , I I ~ 0 I ! ~ I '-... 4 I 5 I 6 0 In'dicates percent consolidation at field moisture . Indicates percent consolidation after saturation ~'O 1824 E, BALl. RD, . ANAHEIM, CALIFORNIA. 92805 . (714) 635-2297 . PERRIS (714) 657.4022 . RIVERSIDE (714) 682-7782 , .. , . ~;~ ~1?~ ._~ accu-tEst SOIL €ncjlnEERlnC; Consultant #F- 3455-76 -28- SHEAR ST~SN;;TH ln Pauncis per Sqolare foot 3000 2500 2000 . 4@2' 15001 Va ues used in! analysis I LOOO 4@2' 500 I I //// o Sample bprir.g and depth (ft.) I ~. 0 0 500 1000 1')00 2000 2500 3000 o Tests at field moisture cont~nt a Tests at increased moisture content c=o o = 32 degrees DIR~cr SHEA~ TEST DATA 'J-;o.. 1824 E, BALl.. RD. . ANAHEIM, CALIFORNIA 9280S . (714} 635-2297 . PERRIS (714) 657-4022 . RIVERSIDE (714) 682-1782 <J , " <\CeLl-tEst SOil LasoR,HORY IncoRpOQ,\tEi , > ~1 ,:1 ., .~] #F-3.ISS-76 -29- EXPi\'jSrQ-j Il'illEX TEST PESULTS B. n. Sarrple D'pansion Potential no. Depth Index Value EA-pansion 1 3 feet 26 Ia~ 3 3 feet 38 Low 6 2 feet 41 W,; 8 3 feet 28 Low 1. Exp2...'1sive soil cop-mUons :vere evaluated for t":e subjE:Ct lot. RelJresentative sarrples \.;ere recovered near pad grade for class ification and e.xpansion testing. 2. Expansion tests \.;ere performed in accordance \vith Uniform Building Code Standard No. 29-2. Based on reccmr,endatiop.5 of the Los Angeles Section ASCE Soil Carmittee. ,Criteria for Evaluation: Table l'b. 29-C Expansion Index Potential ~~sion 0-20 21-50 51-90 91-130 Above 130 Very Low Low ;'ledium High Very High ?:P 1824 eAST BALL ROAD ANAHEI,\l, CALIFORNIA 92805 f714) 635-2295 LOS Ai'JGELES-RIVE?SIDE-SAN DI=GO ;"Ri:AS CALL TOll FREE (aoo) ':22-4 t 15