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HomeMy WebLinkAboutParcel Map 29974 Supplement Geotechnical InvestigationSupplement Geotechnical Investigation Ralphs Market Margarita Road and Winchester Road Temecula, California Project Number 6738-97 November 18, 1997 NorCal Engineering 0 0 NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10641 HUMBOLT STREET LOS ALAMITOS, CA 90720 (562)799-9469 FAX (562)799-9459 November 18, 1997 Cahan Properties 11440 W. Bernardo Court, Suite 300 San Diego, California 92127 Attn: Mr. Robert Cahan Project Number 6738-97 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 investigation 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: L 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 moisture/densities. These undisturbed samples consisted of one inch rings with inside diameter of 2.5 inches. Bulk bag samples were obtained in the upper soils for expansion index tests, maximum density tests and sulfate tests. All test results are 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 November 18, 1997 Project Number 6738-97 Page 3 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 lbs./sq.ft., 1,000 lbs./sq.ft., and 2,000 lbs./sq.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 0 November 18, 1997 Page 4 [>�1i IFtt[�Tit� 0, Project Number 6738-97 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 recommendations are incorporated. This report and all conclusions are subject to the review of the controlling authorities for the project. Our representative should be 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. Respectfully submitted, QR"FOA; NORCAL ENGINEERING �� N D. 4iv w No. 851 1 n , Keith D. Tucker a Exp. 12/31 /00 1 Scott D. Spensiero Project Engineer ), * & %, l Project Manager R.G.E.841 �y �0;CCH,I\C' TF ;! NorCal Engineering i / B -a B_1 B -z B-3 _ — B-5 $ rb •A ' / �! I Gari ' rAJLW RE11-1 � N 1 AREA -2 - I a Lin NorCal Engineering PLAN MODIFIEDFROM SOILS AND GEOTECHNICAL CONSULTANTS NADEL PARTNERSHIP, INC. PLAN RALPHS MARKET PROJECT 8738-97 DATE NOV 1997 SITE PLAN APPROXIMATE LOCATION OF FIELD EXPLORATIONS 0 Project Number 6738-97 APPENDICES (In order of appearance) Appendix A - Logs of Recent Excavations Logs of Borings 131 to 135 Appendix B - Laboratory Analysis Table I - Maximum Density Tests Table II - Expansion Tests Table III - Sulfate Tests Plate A - Direct Shear Plate B - Consolidation Tests NorCal Engineering 0 APPENDIX A NorCal Engineering 0 Project Number 6738-97 MA,7OR DIVISIONS 5.-a9005 iYP/CAL NAMES 00 •0 0 G�.S/ WSCL 6AAS4,i I -AV". t, GAJ V!L -SANO A//Y rqqez CLEAN Q Q Ll::: f OJ .YO I,NfS GRAVELS GRAVELS (urrtf Ow GP RocRcr aRAoro SRAvrct ow QRAYEL-SAND NO FlNEsI Aearufs, LIrrLE OR No lbVfJ. (MoRf rNAN so% OF COAAJf FRAC- rlON /S LAAACR GRAVELS ` GM JILrr SRIVfLS, QAIYfL-SJNO-J/Cr YLrTVAfJ. TIUN 'NE A"' W/TH FINES Steve, J/rci COARSE (APPRECl19Lf AMr GC cLArfr 6RJY4rcs,cvvfc-SAND-cLArYq-;L�. GRAINED OF F/NES/ ���� SOILS (MORE '"J" dO1� 'W WfCL GRA?EO SANDS, CAA n. SANDS, CLEAN '''' War OR NO FWfS. OF YAtfwuL LJ LAR6fR rNANJOO SANDS J/fY! SQO SANDS Sp RDORLr SfADCD SAAOS OR ERAYrLLr SANDS, • Ltrnz OR NO FIAES. (MORE "W SO % Of COARSE fRAC- noN /J SWUXV SANDS SM slcrr SANDS, SAND-S/Lf YD TURES. rNAN r"f NO. WITH FINES s/fvr stye,) (AFMfCIAfLE AYE. SC currr SANDS, SANG -Cur YLrrumes. OF F/NE6) • /NOR6AN/C SILTS AND YERr n#,r SAAOS, ROCK ML FLOUR, s/Lrr OR CurEr F/Rr SANDS OR curry SLrs rrr/I Jtr•Hr FLISrxny. SILTS AND CLAYS INORI"x Curs OF L01I To Y4r0/VY (L/OVIO L/Y/r LEJS THAN JOJ CL Airi FLnAJTIC/TY •RAYELLI' CLATS, JANOT CLAyJ, FINE SILTY CLArS, LEAN CLAYS. GRAINED SO/LS OL oRrAHrc Jars AND ow•ANie svr curs (YORE THAN SOY, OF MATERIAL IS INORWIC J/LrS,YKACEOVS OR D(ArVA(A DW SMALLER rNAN F/NE SANDY, OR SLrr SOLS, ELASTIC JILTS. foo J/Evf sac SILTS AND CLAYS CH INORSAN/C CLArJ Ol N/ON FLASrICIrrFAraArS (LIOVIO LIM/r MORE rNAN SC) Ou /7 OAaANIC CLArS OI .V fJIV.V :O N/aN / I_JSaC: rr, CR.^J.V/C S/L:S. HIGHLY ORGANIC SOILS PI AfAr "0 Or.YfR NIGNCr OAGAN/C SOILS SOVNDARr CLASPAICAEIONS: sou FOSSf1SR/J CNAAACrfr.Sr:CS OX TWO SAOVIS AAE OCSIGvArro Sr COME/NAf/ONS OF OROW SrMSCLS mruai Engineering SOILS AND GEOTECHMCALCONSULTANTS UNIFIED SOIL CLASSIFICATION SYSTEM 0 0 a iJl 6 y U �Z5 a LL DESCRIPTION OF SUBSURFACE MATERIALS THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF S NorCal W S 1 < N MILLING. SUBSURMCE CONOITIOHS MAY DIFFER AT OTHER LOCATIONS AND MAY ONANGE AT THIS LOCATION wRN THE PASSAGE OF TIME. THE DATA "ESENTEO IS A SIMPLIFICATION 0 OF AOTUAL CONOITIOHS ENCOUNTERED. Fill Soils SAND. fins grained. silty, light brown. loose and dry 5.4 13/11/15S 5 Natural Soils SAND. fine grained. silty. light brown. dense and damp SAND, fine to coarse grained. grey dense, to very dense. damp with silty sand 3.4 8/7/9 S 10 interbeds =_M©® 6.2 I 17/8/11 S I 20 4.0 1 h3/13/13 S 1 25 4.0 I P3/14q 5 S I 30 35 SAMPLE TYPES © Rock Core © Bulk Sample �S Standard Split SpoonJD Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DATE DRILLED: V2/97 EQUIPMENT USED: Simco 2800HS GROUNDWATER LEVEL: None Encountered LOG OF BORING #1 a_ SAND. fine to coarse grained, gravelly, 23.2 1 120151 45 grey. dense to very dense- wet SAND, fine grained. silty, brown- dense. very moist 16.0 I 16/11/�51ZI So END OF BORING AT 50' 55 60 65 70 SAMPLE TYPES © Rock Core © Bulk Sample FS Standard Split Spoon nJ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT DATE DATE DRILLED: 5/23/97 EQUIPMENT USED: Simco 2800HS GROUNDWITER LEVEL: None Encountered LOG OF BORING p1 continued DESCRIPTION OF SUBSURFACE MATERIALS Z THIS IYYMAIIY A/Yll(! ONLY AT LOCATION C IOTION OF THIS IOAINO AT THE TIME Of jj 4 i a 1Y 1 < N 0111 LLIN0. !U[/UN/AG( CONOITIONS MAY 01[,CM AT OTHER LOCATION! ANO MAY CHANGE U AT fNIS LOCATION MITNTN[ PASSAGE O/ TIME. THE OATA VREIENT[013 A IIMCLI!IGTION Of ACTUAL CONOIn OM! ENCOUMT[REO. 3.2 13/13, 13 F 35 Natural Soils SAND, fine to coarse grained, grey, dense, to very dense, damp to moist Clayey SILT, dark brown. stiff, very moist 23.3 3/8/1 R 40 SAND. fine to coarse grained, gravelly, 23.2 1 120151 45 grey. dense to very dense- wet SAND, fine grained. silty, brown- dense. very moist 16.0 I 16/11/�51ZI So END OF BORING AT 50' 55 60 65 70 SAMPLE TYPES © Rock Core © Bulk Sample FS Standard Split Spoon nJ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT DATE DATE DRILLED: 5/23/97 EQUIPMENT USED: Simco 2800HS GROUNDWITER LEVEL: None Encountered LOG OF BORING p1 continued 0 0 6.0 1 1 15.2 112/1 6.7 1112.9fll/1gR 1 5 5.4 X111.7111/11 R 1 10 5.7 X116.0110/91 R 1 15 7.9 1114.2 19/161 R 1 20 25 30 OESCRIPTION OF SUBSURFACE MATERIALS THIS SUMMARY APPLIES ONLY AT THE Lo"noN OF THIS BONING ANO AT THE TIME of ORILLING. SUBSURFACE CONOm ONS MAY OIFFEA AT OTHER LOCATIONS ANO MAY CHANCE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTEO 15 A SIMPLIFIWION OF ACTUAL CONOITIONS ENCOUNTEREO. IFill Soils SAND, fine grained- 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 DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GROUNDWATER LEYEL:None Encountered LOG OF BORING #2 L 35 SAMPLE TYPES © Rock Core nBB Bulk Sample nS Standard Split SpoonJQ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GROUNDWATER LEYEL:None Encountered LOG OF BORING #2 L r slightly damp SAND, fine to coarse grained. greyish - brown• dense to very dense, damp 5.8 X113.6 10/14 R 1 10 6.7 1112.219/121 R 6.1 X116.0112/1$ R 1 20 25 191 35 ' SAMPLE TYPES © Rock Core © Bulk Sample QS Standard Split Spoon QJ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DRILLED: 11/14/97 EQUIPMENT USED:Simco 2800HS GROUNDWATER LEVEL: None Encountered LOG OF BORING µ3 W a 00 DESCRIPTION OF SUBSURFACE MATERIALS I LL (3 } a C1 � THIS SUMMARY APPLIES ONLY AT THE LOCATION Of THIS BORING AND AT THE TIME OF W Q 1 t Yl DRILLING. 3USSURMCE CONDITIONS MAY DIFFER AT OTHER uo"n ON3 ANO MAY ONANGE _ AT THIS towtcN wlrN THE PASSAGE OF TIME. THE DATA nESENTEO 13 A 3w PLI-(CANON 0 - Of ACTUAL CONDITIONS ENCOUNTERED. 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 to very dense, damp 5.8 X113.6 10/14 R 1 10 6.7 1112.219/121 R 6.1 X116.0112/1$ R 1 20 25 191 35 ' SAMPLE TYPES © Rock Core © Bulk Sample QS Standard Split Spoon QJ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DRILLED: 11/14/97 EQUIPMENT USED:Simco 2800HS GROUNDWATER LEVEL: None Encountered LOG OF BORING µ3 W SAND, fine to coarse grained, greyish - brown. dense to very dense, damp 10 8.3 1118.7112/11 R 1 15 20 25 30 35 ' SAMPLE TYPES © Rock core OESCRIPTION OF SUBSURFACE MATERIALS QS Standard Split SpoonJQ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS Z 01 W 5 9 i < O LL THIS SUMMARY APPLIES ONLY AT INC LOCATION OF TNIS aORING AND.Ar ME TIME OF MILLING. SUSSURFACE CONOITIONS MAY DIPFEA AT OTNEN UOCArIOHS ANO MAY W a - 1 Yl CHANCE W - AT THIS LOCATION WITH THE PASSAGE OF TIME. THE OATA PRESENTEO IS A SIMPLISN:AtION 0 OF ACTUAL CONOITIONS ENCOUNTERED. Fill Soils SAND, fine grained, silty, brown, loose. dry with small ipieces of concrete i Natural Soils SAND, fine grained, silty,. brown, dense, 7.2 115.2 9/1 R 5 slightly damp SAND, fine to coarse grained, greyish - brown. dense to very dense, damp 10 8.3 1118.7112/11 R 1 15 20 25 30 DATE DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GROUNDWATER LEVEL: Not Encountered LOG OF BORING#4 35 ' SAMPLE TYPES © Rock core © Bulk Sample QS Standard Split SpoonJQ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GROUNDWATER LEVEL: Not Encountered LOG OF BORING#4 6.01111.9110/11R1 5 5.4 1116.2 11 10 RI 15 20 25 30 DESCRIPTION OF SUBSURFACE MATERIALS THIS lUYYApY —.11i ONLY AT THE LOCATION OF THIS BORING ANO AT THE TME a, O,IILLINO. SUBSURFACE CONDITIONS MAY OIffER AT OTHER LOCATIONS AHO 441 CHANGE AT THIS LOCATION WITHTHE PASSAGE OE TIME. THE OATA "ESENfEO IS A 9140LI!ICAfION OF ACTUAL CONDITIONS ENCOUNtEREO. Fill Soils SAND, fine grained, 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-brc dense to very dense, damp 35 1 ' SAMPLE TYPES © Rock Core © Bulk Sample QS Standard Split SpoonJQ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GROUNDWATER LEVEL: Not Encountered LOG OF BORING #5 IV r W ~ } d 'jl b i r Jf 4j 3 0 Q LL Q Vl D 8.9 1115.919/131 R 6.01111.9110/11R1 5 5.4 1116.2 11 10 RI 15 20 25 30 DESCRIPTION OF SUBSURFACE MATERIALS THIS lUYYApY —.11i ONLY AT THE LOCATION OF THIS BORING ANO AT THE TME a, O,IILLINO. SUBSURFACE CONDITIONS MAY OIffER AT OTHER LOCATIONS AHO 441 CHANGE AT THIS LOCATION WITHTHE PASSAGE OE TIME. THE OATA "ESENfEO IS A 9140LI!ICAfION OF ACTUAL CONDITIONS ENCOUNtEREO. Fill Soils SAND, fine grained, 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-brc dense to very dense, damp 35 1 ' SAMPLE TYPES © Rock Core © Bulk Sample QS Standard Split SpoonJQ Jar Sample ® Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DATE DRILLED: 11/14/97 EQUIPMENT USED: Simco 2800HS GROUNDWATER LEVEL: Not Encountered LOG OF BORING #5 IV Project Number 6738-97 APPENDIX B NorCal Engineering November 18, 1997 Page 5 B2@2' r Project Number 6738-97 Optimum Maximum Dry Classification Moisture Density (lbs./cu.fta SAND, fine grained 10.0 124.0 silty Classification SAND, fine grained silty TABLE IH SULFATE TESTS Expansion Index 05 LOI—Nrer-m.. 62 @ 2' 55 NorCal Engineering 250 Kox 150( 0 500 1000 1500 2000 2500 3000 NORMAL STRESS (PSF) [SYMBOL BORING I NUMBER DEPTH!� (FEET) (DEGREES C (PSF) DENSITY DRY (PCF) MOIONTENE (S) X 2 2 33 175 115.2 8.0 O 5 2.5 37 100 115.9 8.9 D O NOTE: TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW. (FM) FIELD MOISTURE TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW. (R) SAMPLES REMOLDED AT 90% OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DIRECT SHEAR TEST RESULTS PROJECT DATE 10 I NOTE: MATER ADDED AT NORMAL PRESSURE AT 1.0 KSF I 0.1 0.5 1.0 5 10 20 40 NORMAL PRESSURE (KSF) COMPRESSION (FM) FIELD MOISTURE - NO MATER ADDED -- - REBOUND (R) SAMPLE REMOLDED AT 90% OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE CONSOLIDATION TEST RESULTS BORIN6 DEPT' ORI MOISTURE LIQUID PLASTICITY SYMBOL NUMBER (FEET) DENSITY CONTENT LIMIT INDEX (PCF) (X) (Y) (Y) X 2 15 116.0 5.7 O 4 5 115.2 7.2 COMPRESSION (FM) FIELD MOISTURE - NO MATER ADDED -- - REBOUND (R) SAMPLE REMOLDED AT 90% OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE CONSOLIDATION TEST RESULTS