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Home My WebLink AboutParcel Map 29309 Parcel 1 Supplemental Geotechnical Investigation .' Supplement Geotechnical Investigation Ralphs Market Margarita Road and Winchester Road Temecula, California Project Number 6738-97 November 18, 1997 NorCal Engineering PM M3a1 .,~ \ NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10641 HUMBOL T STREET LOS ALAMITOS, CA 90720 (562)799-9469 FAX (562)799-9459 November 18,1997 Project Number 6738-97 Cahan Properties 11440 W. Bernardo Court, Suite 300 San Die9o, California 92127 ,Attn: Mr. Robert Cahan RE: Supplement Geotechnical Investigation - Proposed Ralphs Market Development - Located at the Northeast Corner of Margarita Road and Winchester Road, Temecula, California ,Dear Mr. Cahan: Pursuant to your request, this firm has provided additional field boring explorations and :provided laboratory testing for the above referenced Ralphs project. The purpose of this linvestigation is to evaluate the current subsurface conditions at the subject site and to provide any supplement geotechnical recommendations for development. Our geotechnical report titled "Preliminary Geotechnical Investigation" dated August 9, 1997 was performed to provide preliminary geotechnical engineering recommendations. This report presents the finding of our study along with supplement and revised recommendations for the planned development. This supplement investigation consisted of the placement of four additional borings by a truck mounted hollow stem auger to supplement our previous boring to a maximum depth of 50 feet placed strategically in the proposed areas of the Ralphs Market development. The explorations were visually classified and logged by a field engineer with locations of the subsurface explorations shown on the attached Site Plan. A description of the subsurface conditions are listed on the excavation logs in Appendix A. These soils are described as follows: z. 'November 18. 1997 , Page 2 Project Number 6738-97 Fill: A surficial fill was encountered consisting predominately of a light brown to brown, fine grained silty SAND to a depth of one to two feet below ground surface. These soils were noted to be loose to dry. Natural: An undisturbed alluvium soil was encountered directly beneath the upper fill soils consisting predominately of a brown, fine grained silty SAND were noted to be dense and damp. Deeper layers consisted predominately of fine to coarse grained sands grading towards a clayey silt and silty sand below 40 feet below ground surface. These soils were noted to be medium dense to dense and damp to very moist. The overall engineering characteristics of the earth material were relatively uniform with each excavation. No groundwater was encountered to the depth of our explorations and no caving occurred. Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine in- place moistureldensities. These undisturbed samples consisted of one inch rings with I inside diameter of 2.5 inches. Bulk bag samples were obtained in the upper soils for I expansion index tests, maximum density tests and sulfate tests. All test results are I included in Appendix B, unless noted otherwise. A. The field moisture content (ASTM: D2216) and the dry density of the ring samples were determined in the laboratory. This data is listed on the log of excavations. B. Maximum density tests (ASTM: D1557-78) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. NorCal Engineering .3 November 18, 1997 Page 3 Project Number 6738-97 C. Expansion index tests in accordance with the Uniform Building Code Standard No. 29-2 were performed on remolded samples of the upper soils to determine the expansive characteristics and to provide any necessary recommendations for reinforcement of the slabs-on-grade and the foundations. Results of these tests are provided on Table II and indicate a very low expansion potential. D. Direct shear tests (ASTM: D-3080) were performed on undisturbed and disturbed samples on the subsurface soils. These tests were performed to determine parameters for the calculation of the safe bearing capacity. The tests is performed under saturated conditions at loads of 500 Ibs.lsq.ft., 1,000 Ibs.lsq.ft., and 2,000 Ibs.lsq.ft. with results shown on Plate A. E. Consolidation tests (ASTM: D-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was added to the samples at a surcharge load near the effective overburden pressure and the settlement curves are plotted on plates in Plate B. ; Conclusions and Recommendations : Overall, the geotechnical conditions of the subject site are currently representative of the : conditions described in the referenced preliminary geotechnical report and this firm :concurs with the findings and recommendations. It is our opinion that the planned ;grading is geotechnically feasible provided that all of the recommendations presented in :our August 19, 1997 report are implemented. By following the recommendations and ;guidelines set.forth in our report, the structures will be safe from excessive settlements ,under the anticipated design loadings and conditions. The proposed development shall !meet all requirements of the City Building Ordinance and will not impose any adverse effect on exiting 'adjacent structures. NorCal Engineering 'i November 18. 1997 Page 4 Project Number 6738-97 Limitations The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations. No warranty of the soil condition between our excavations is implied. NorCal Engineering should be notified for possible further recommendations if unexpected to unfavorable conditions are encountered during , construction phase. It is the responsibility of the owner to ensure that all information , within this report is submitted to the Architect and appropriate Engineers for the project. 'This firm should have the opportunity to review the final plans to verify that all our I recommendations are incorporated. This report and all conclusions are subject to the I review of the controlling authorities for the project. Our representative should be I present during the grading operations and construction phase to certify that such ! recommendations are complied within the field. , The geotechnical investigation has been conducted in a manner consistent with the level : of care and skill exercised by members of our profession currently practicing under 'similar conditions in the Southern California area. No other warranty, expressed or implied is made. ,We appreciate this opportunity to be of service to you. If you have any further :questions, please do not hesitate to contact the undersigned. Hespectfully submitted, 'NORCAL ENGINEERING -4Jlrs-- Scott D. Spensiero Project Manager fJ{)i(;)~~ :Keith D. Tucker Project Engineer RG.E.841 NorCal Engineering 5 ---- ----- ~ i> ~l I r< "" I ~I I - I c;>. I aJ ,~.~ mtt+HtHtH+O n.llllllJlWillIl r;t rnmmmmv i~ ~ / ~ I I I , ~l ,I /1 ,~ " . / ~~"" / '':::---. 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OU o:Z ..- 00: ~:i: ..'" -0: Ow ~~ zo: :5~ ...... w o " Z (p Project Number 6738-97 APPENDICES (In order of appearance) Appendix A - Logs of Recent Excavations Logs of 80rings 81 to 85 Appendix 8 - Laboratory Analysis Table I - Maximum Density Tests Table II - Expansion Tests Table III - Sulfate Tests Plate A - Direct Shear Plate 8 - Consolidation Tests NorCal Engineering 1 NorCal Engineering Project Number 6738-97 ~ -- MAJOR OIVlSIONS 5i'M8Qt..S TYPICAL NAMES o'<;:l' .0.(1, GW O,Q, ".;;.,7 1fI'!:'1. ,....J:~; $A..JV!'t..f. ~~..W!" -SAlvO IIIZr""o. '/~.":.E OJ .'It" ':NtS ' CLEAN GRAVELS (UTTU Olf ~GP NO 'INl'S I ~ /lOCA'f qA"'~C~ '''A'''~'' OA 6JfA"'C~ "SAND .IItZTt/#ES I Llrrl.-E OR NO FINES. GRAVELS (MOlfE THAN 10" 0' couse '"AC. rlON 1$ 'AA.LA T)UH ritE NtH SICVC SIU I GRAVELS GM WITH FINES' fi,: (A......ECIAIU ,I." ~6 GC 0' "NeSI ~ Sltrr '/I..wr!..s, GRAYE!.-SANC-SIl.r JlIXTU~C$. COARSE GRAINEO SOILS c,-.,,'(r G/t.AYE:'S, ~YE'''-$,ANO-C:'J't M~. WE~1. fJ/lAOED SANDS, t;.;t..wn,r SANDS, LlTTU 0" HO ,mEs. .'.'.SW (MORE THAN 10" 0' MATE""'L 1$ LA"~EIf THAN ZOO SIEYE $fZO CLEAN SANOS . "/JIJIILJ' MAOCD SANDS OR UAVELLT SANOS, LITTU 0.. HO I'1Nn. SP SANOS (MtMI THAN SO" 0' COMIE _- TlON II SlUUD THAN THE NO.4 SIEVE IIZEI . SANDS , : SM WITH FINES w (A....IfECIA6LE AIIr. ~ SC 0' I'1NESI 0/ .'- ' IILTY SANDS, SAND - SI" IIl1rTl1ReS. CLA'fCT $ANDS, S,J,ND - CLAY MIXTcmeS. lNOlrlSANlC SitTS' AND YEIfY nNE $AJl(JI, IfDCI( ML "oil", Sll.TY Olf CLAYEY 'IHE SANDS DIf CLA'fFY IU$ WITH IL"HT 1'L.UT'tr:/T'Y. SILTS ANO CLAYS ~CL lNOIf'ANIt: CLAn D' LDW TD MEDIUM !'USTlCfTY, OAVEt4l' "AYI, IANDY CLAn, IILTY CLAYS, LEAN CL.lYI. (L/OQID UMIT LEIS THAN SOl FINE GRAINED SOILS (MDIfI TNAIt SO" I D' IIATEIfIAL II I $,/fALLE" THAN IIDD SICYE SIze OL D116AJflC SILT I AND D116AJf1C SUY CUYS III INDIf,NfIt: StLTS,M/CACEDlIS DIf DU.7TJItIACCWt 'IHe SANDY Olf $ZJ'Y sou, ELAITIC SitTS. MH SILTS ANO CLAYS ~CH ~OH --- ~PI ~ INOltfAHIC CI..AYS 0' HI$H 'USTICtrT,FJ.TCl...ATS (UCUID "lifT MeffE TJt.AN SC/ (J"~.JNfC C:'A~S ~, M~'J(J'" ~a ;lfGI'! ,:..U:'fC::-'Y. CRj,J,,yfC $f":1. HIGHLY ORGANiC SOILS '!Af .J.ItItJ crHElI Jtf~HI.Y (Jl!j.lHfC SC/L3 4OUN~.c~Y CL.J.SSIF'CATION$. $0"1 'DSS~SSJII' CHA.t..crE.":s~;CS 0' r....o '.tefl'S A"E DCS/~YJrEa 11' COllI/lIAr/tiNS D' (lltC'" Sni!;:..! N orCal Engineering SOILS AND GEOTEOiNICAL CONSULTANTS l.UFIED SOIL CUSSIFICATIlJI SYSW. '\ NlWrr:r IM1I , ,. aw~ ~ w ~ ~ - Ul ~~:t ~ ~ - ili.;: g!;;~ w ~~ ~, ~~ '" - ou ~ ~ ,. '= 'j!<lI~ " a: :f~_ ;;Ii 0 5.4 3/11; 5 S 5- 3.4 - 8/7/9 S 10- . - 8/8/8 S 15- . . 3.6 6.2 7/8/1 S 20- . : I I I 4.0 3/13/ 3 S 25- . ,4.0 3/14; 5 S 30- 35 ,SAIlI!LE TYPES [fJ1 Rock Core , [~]l Standard Sp1 it Spoon [~]i Ring Sallple DESCRIPTION OF SUBSURFACE MATERIALS nus SU....."Ry AP"-IU ONLY AT 'HE lOCArlON Of 'HI' saRINO AND AT THE TIMe Of OAllLINQ. SUI'U"'ACl! CONOITIONS WAY Oll~.'EA AT OTHER LOCArtQNS AHD WAY CHANGE AT THIS l.OCATION WITH THE PASSAQI! OF T'uE. THE DATA PRESENTeD IS ... SI"Pll~ICAnON OF ACTUAL GOHOlnON! ENCOUN1"EAED. L ~~ ~~ "' - w o \ m Bulk Sample QJ Jar Salllp1e Fill Soils SAND. fin'1 grai:1ed. silty, light brown. loose and dry Natural Soils SAND. fine grainP-Cl. silty. light brown. dense and damp SAND, fine to coarse grained, grey dense. to very dense. damp with silty sand interbeds DATE DRILLED: 5123/97 EQUIPMENT USED: Simco 2800HS GROUND"" TER LEVEL: N0ne Encountered NorCal Engineering SOlLS AND GEOTECHNICAL CONSULTANTS PRWEX:T I DATE LOG OF BORING #1 \0 i i~~ >- ~ DESCRIPTION OF SUBSURFACE MATERIALS , w '" L ~;; 01 '" U ~ ~. i "'''' g- >- - U! 'HIS SU....A..y """-tll ONU AT 'HI! \.OCATlaN 0' fHIS lOftiNG .u.o AT THE TIME 0' ~~ ~ ~ ~ILL.INO. sua'U"'ACI CONDITIONS lItAy DI"t11 AT aTM'" LOCAflOHS AHQ MAY CHANGE ;;j- AT THIS LOCATION WITH THe ItAS$Aal 0' rUtl!. THE OATA PAl!SI!NTEO IS Ii. S'W'UJI'ICAT1ON 0' ACTUAl, CONOlnOHS EHCOUHTlAI!D. 131 35 3.2 13/14 Natural Soils SAND. fine to coarse grained, grey. dense, 'v to very dense. damp to rroist Clayey SILT. dark brown. stiff, very rroist 23.3 3/&,,1 R 40- SAND. fine to coarse grained, gravelly, 23.2 20/23, ~51 45- grey. dense to very dense, wet ---- SAND, fine grained. silty. brown . dense. . velY rroist - 16.0 EV11/ 5R 50 END OF OORING AT 50' , . 55- . - 60- . -. - . .65- . - 70 ! SAMPLE TYPES DATE DRILLED: 5/23/97 !IJ Rock Core [!] Bulk SaIople EQUIPIIENT USED: Sim= 2800HS ~ Standard Split Spoon QJ Jar SaMple GROUNDWATER LEVEL: None Encountered 00 Ring Salllple .. . , .,~ . :NorCal ~ngineering SOILS AND GEOTECHNICAL CONSULTANTS LOG OF BORING #1 continued \\ PROJECT I DATE ,. 03...>= ~ ... ~ >=\13 L .. ~ :r: - Q~ ~<'" w ~~ ~~ Ib::f ~- .Q 0 ~r;;~ ~ ,. ~ ~..~ Q~ " :!i :e~_ ~ 6.0 115.2 12/1 R/ 6.7 112.9 11/11 R . 5.4 111.7 11/.1 R 10- . - 5.7 116.0 10/9 R 15- - 7.9 114.2 9/16 R 20 25- . 30- 35 SAMPLE TYPES , [f]1 Rock Core ~:Standard Split Spoon [!jIRlng Salllple DESCRIPTION OF SUBSURFACE MATERIALS L i=~ ~~ .,- w THIS SUWUARY "'PliES ONLY AT THllOCATION OF nus SCAINO .\NO ...T THE TIME OF DRILl.ING, SUlSu"'"Ce: COHOmQN! WAY DIF'ER Ar OTHER LOCAflOHS "'NO ",,1' CHAHGE AT THIS LOCATION WITH THE ~ASSAQE OF nME. THE OArA PRESENTee 1$ " SIIolPU~IC4t10N OF ACTUAl. CONDITIONS ENCOUNTERED. o . 1\ 5- -~ rn Bulk Salllple m Jar Sa"",le Fill Soils SAND, fine grai~od. silty, brown, loose. dry with small pieces of concrete pipe Natural Soils SAND, fine grained, silty brown, dense. slightly damp SAND, fine to coarse grained. greyish brown, dense. to very dense, damp DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GROUNDWATER LEYEL:None EncOlmtered N orCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS ~ I DATE LOG OF BORING #2 \1-- >- ;5w'" ~ DESCRIPTION OF SUBSURFACE MATERIALS w .... "'~~ ,L ~ - '" .... ~ - (5.;: gt;~ w ........ t=:u ...... ~~ ;g- oo ~ ~~ >- '!, 'l!"'~ '" THI$ SU....ARy ,uoI'lII!S ONLY AT rHe LOCATION 0': 1HIS 8CAING "",,0 ..., twe f'UE OF '" l5 ~~- :! DAIU.ING. SUlSu"'...C( CONDITIONS IIIAY DIF'ER AT OTHEA l.OCAflONS "NO MAY CHANGe ,r AT THIS LOCATION WITH THE PASSAGe 0' rlUE. THE DATA PRESENTED IS... 'IUPlI.'"ICAflON OF ACTUAL COHOITIONS ENCOUNTERED. 0 Fill Soils "'" SAND. fine grained. silty, brown . loose. dry with small pieces of concrete pipe Natural Soils 5.2 113.9 10/1~ R 5- SAND, fine grained, silty, brown, dense, slightly damp SAND, fine to coarse grained. greyish- brown. dense ':0 very dense, damp 5.8 113.6 10/1 R 10- - . 6.7 112.29/12 R 15- - 6.1 116.0 12/1 R 20 25- 30- 35 ,SAMPLE TYPES @} Rock Core []} Standard Spl it Spoon 01 Ring Sallple ill Bulk Salllple QJ Jar Salllple DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GRDUNDIlATER LEVEL: None EncOlmtered N orCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS LOG OF BORING #3 PROJEx:.'r I DATE \~ ( ~ .5",'" ~ '" ~ -~Q 'L ill ~ '" ~ ~ - 15 ;: ~ '" ~~ ~~ ~l;;~ '" Ib::! 0- au ~ ~ ~ ~~~ a~ ,. i3 ;;! 0 DESCRIPTION OF SUBSURFACE MATERIALS L ~t;j ~~ ~ - '" THIS su........"., """-llES ON\.Y "'T TH! &.OCAnOH OF THIS BOAING AND At THE nMe OF DRILL/NO. SUISUfl'...CC CONOlnON! MAY Dl"EA ...T OTHER lOCAflON9 A.NO lolAV' CHANGE AT THIS LOCATION WITH THE ""'SAQ! OF TIUE. THE OAU. PRESENTED IS ... S....Pll~ICArION OF ACTUAl., CONDITIONS ENCOUNT!AEO. -~ Fill Soils SAND. fine grained, silty, brown, loose. drv with small nieces of concrete niOf'! Natural Soils SAND, fine grained, silty, brown. dense. slightly damp 7.2 115.2 9/1 R 5- "" 10- SAND, fine to coarse grained, greyish- brown, dense to very dense, damp 8.3 118.7 12/1 R 15- - 20 25- . 30- . 35 SAMPLE TYPES [f] I Rock Core ~iStandard Split Spoon [KlIRlng Salllple [!] Bulk Saqlle o Jar Sa..,le DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS &ROUNDIlATER LEVEL: Not Encountered NorCal Engineering, SOILS AND GEOTECHNICAL CONSULTANTS LOG OF BORING#4 \~ ~ I DATE , >- 5",0:: ~ w .... o::'i3 L <11 .... J:- ai,;: .::!-c'!: w ........ ....# ou ........~ ~ ~~ "' - ~;Jl g >- ~ l5 ~~- ~ 0 8.9 115.9 9/13 R 6.0 111.9 10/1 R - - 5.4 116.2 13/2 R 15- 25 - - 30- 35 ,SAMPLE TYPES IIJI Rock Core ~!Standard Split Spoon [~JiRln9 Sallple DESCRIPTION OF SUBSURFACE MATERIALS L ".... ~~ ~ - w THIS SUMMARY ""PllIS ONLY AT THE lOCATION OF THIS lOAING .\HO Ar THE TII'IE OF OAllLlNQ. SUISUA'"C( CONDITIONS MAY DIFFER AT OTHER LOCAflONS ANO ........ CHANGE 4T THIS. lOCATION W1TH THE pA.SSAGe OF TIt"IE. THE QATA. PRESENTED IS A ,lWPt,.ielCATION OF ACTUAL CQNOlnQHS fNCOUNrEAEO. '\ . 10- . 20 . . - m Bulk Sallple ill Jar Salllple Fill Soils SAND. fine grained. silty. brown. loose. dry with small pieces of concrete pipe Natural Soils SAND. fine grained. silty, brown. dense. slightly clamp SAND, fine to coarse grained. greyish-brown, dense to very dense. clamp DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GROUHDIIA TER LEVEL: Not Encountered N orCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJro:' I DATE LOG OF BORING #5 6' APPENDIX B Noreal Engineering ( Project Number 6738-97 \Cp November 18, 1997 Page 5 Sample B2@2' Sample 82@2' Sample B2@:2' TABLE I MAXIMUM DENSITY TESTS (ASTM: D-1557-781 ( Project Number 6738-97 Classification Optimum Maximum Dry Moisture Density (Ibs lcu.ft.) SAND, fine grained silty 10.0 124.0 TABLE II EXPANSION INDEX TESTS (U.B.C. STD. 29-2) Classification SAND, fine grained silty TABLE III SULFATE TESTS NorCal Engineering Expansion l.n.QID( 05 Concentration (opm) 55 \\ 2000 i:' 1500 V> ... ~ V> V> ll;! .... V> ; 1000 ,SOO 2500 , , .. --y- I, . ~:__'_._M. , ; i ~./~~/~ ~ 7~-~-. M__ '-'.'- '.-H- . " ! ~ I . , , .. _.__... _ _.. _'M" _ M _ ..___ ___.__n _ . '0 . , I I : -t-; , , I! I , ~- , H-- ;. "; -~..__. -....... - , ' I I ., . - ~--- -........ I . j'. I l, .'- ; I o j; i o 500 1000 lS00 2000 NO~L STRESS (PSF) 2500 SYMBOL BORING N~ER DEPTH ~ (FEET) (DEGREES C DRY MOISTURE OENSITY COIITENT (PSF) (PCF) (I) 175 115.2 8.0 100 115.9 8.9 x o /)" o 2 5 2 2.5 33 37 NOTE: TESTS PERFORMED ON SATURATEO SAMPLES UNLESS SHOWN BELOW. (FM) FIELO MOISTURE TESTS PERFORMEO ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW. (R) SAMPLES REMOLDED AT 90% OF MAXIMUM ORY DENSITY N arCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT DIRECT SHEAR TEST RESULTS OATE , ; . I , - I 3000 \<0 . o I, " I I NOTE: IIA TER ADOED AT NORMAL PRESSURE AT 1.0 KSF -~ --.............. ".~ ~ ....., ............ , " '~ , ~ '", , , . ~. I, ; -: I , ". I "-.. "- ! ( ; ...... , ; 0.5 1.0 5 10 20 40 -2 2 ~ .. - ! :;:; 4 II> l::! ~ u 6 8 10 0.1 NORMAL PRESSURE I KSF) SYIIlOI. BORING DEPTH IlIJIlER I FEET) DRY DENSITY IPCF) MOISTURE COIlTEIlT IS) LIQUID LIMIT IS) PLASTICITY INDEX IS) I ~ I : 1'~ I ::~:~ Ii:; I I I C(lllRESSIOIl (FIl) FIELD MOISTURE - 110 IlATER ADDED --- REBOUIlD IR) SAIlPlE REIIlUlED AT 90S OF MAXI"" DRY DENSITY ,NorCal :Engineering SOILS AND GEOTECHNICAL CONS UL T ANTS CONSOLIDATION TEST RESULTS \'\ pROJECT DATE