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HomeMy WebLinkAboutPreliminary Geotechnical Investigation4-077-1-2.410. RECEIVED APR 8 1998 CITY OF TEMECULA ENGINEERING DEPARTMENT Preliminary Geotechnical Investigation Winchester Meadows Market Development Margarita Road and Winchester Road Temecula, California Project Number 6738-97 June 6, 1997 NorCal Engineering NorCal Engineering Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562) 799-9469 Fax (562) 799-9459 June 6, 1997 Cahan Properties 11440 W. Bernardo Court, Suite 300 San Diego, California 92127 Attn: Mr. Robert Cahan Project Number 6738-97 RE: Preliminary Geotechnical Investigation - Proposed Winchester Meadows 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 performed a Geotechnical Investigation for the above referenced project in accordance with your authorization of proposal dated March 24, 1997. The purpose of this investigation is to evaluate the geotechnical conditions of the subject site and to provide recommendations for the proposed project. This geotechnical engineering report presents the finding of our study along with conclusions and recommendations for development.. 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, NORCAL ENGINEERING A�:T Keith D. Tucker Project Engineer R.G.E. 841 Q�OF�SS,.J r \, D. c� No. 841 Exp. 12/31 /00 z' O TECH OF CAL -%FO Troy D. Norrell President June 6, 1997 Page 2 Project Number 6738-97 The purpose of the investigation was to explore the subsurface conditions and to provide preliminary geotechnical engineering design parameters for evaluation of the site with respect to the proposed Winchester Meadows Market development. This geotechnical engineering report presents the findings of our study along with engineering analysis and recommendations for the proposed project. It is proposed to construct a commercial retail development consisting of a 51,000 square feet market store; a 18,000 square feet drug store; two major retail stores, 8,000 square feet each; two retail shop buildings 3,000 and 10,000 square feet and five individual building pads ranging from of 4,500 to 6,000 square feet for restaurant or general retail use as shown on the conceptual site plan by Nadel Partnership, Inc. Other improvements will comprise of concrete paved loading areas and asphaltic paved parking and driveway areas and landscaping. Final building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development, if necessary. ,5ite Description The approximately 15.3 acre subject property is situated at the northeast corner of Margarita Road and Winchester Road in the City of Temecula. The generally L-shaped property is elongated in a east to west direction and is relatively level with topography descending gradually from the northeast to the southwest. The majority of the property is currently undeveloped and covered with a moderate to high vegetation cover consisting of natural grasses and weeds. The most southwest corner of the parcel is occupied by an existing ground water production well bordered by a chain link fence. A natural drainage channel transverses in a north -south direction near the west property line. NorCal Engineering r June 6, 1997 Page 3 Project Number 6738-97 The investigation consisted of the placement of one subsurface borings by a truckmounted hollow stem auger to a maximum depth of 50 feet and nine subsurface trenches by a backhoe ranging from depth of 5 to 18 feet placed strategically within proposed areas of development. The explorations were visually classified and logged by a field engineer with locations of the subsurface explorations shown on the attached Site Plan. The exploratory excavations revealed the existing earth materials to consist of a surficial fill and native soil. A detailed description of the subsurface conditions are listed on the excavation logs in Appendix A. These soils are described as follows: 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. NorCal Engineering I - June 6, 1997 Page 4 Project Number 6738-97 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:D 2216) and the dry density of the ring samples were determined in the laboratory. This data is listed on the log of excavations. B. Sieve analyses (ASTM: D422-63) and the percent by weight of soil finer than the No. 200 sieve (ASTM: 1140) were performed on selected soil samples. These results are shown later within the body of this report. C. Maximum density tests (ASTM: D-1557-78) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. D. 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. NorCal Engineering I V , June 6, 1997 Page 5 Project Number 6738-97 E. Soluble sulfate tests in accordance with EPA Method 9038 were performed on representative soils samples to estimate the potential for corrosion of concrete in contact with the on-site soils. Results are provided in Table III. F. Direct shear tests (ASTM: D-3080) were performed on undisturbed and disturbed samples of the subsurface soils. These tests were performed to determine parameters for the calculation of the safe bearing capacity. The test 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. G. 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 of one KSF and the settlement curves are plotted on Plate B. Based upon our evaluations, the proposed development is acceptable from a geotechnical engineering standpoint. 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 existing adjacent structures. NorCal Engineering I _ June 6, 1997 Project Number 6738-97 Page 6 It is recommended that site inspections be performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented in this report. Any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations. The following sections present a discussion of geotechnical related requirements for specific design recommendations of different aspects of the project. Seismicity Evaluation There are no known active or potentially active faults trending toward or through the site. The proposed development lies outside of any Alquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote. The site is located in an area of high regional seismicity and a maximum credible bedrock acceleration of 0.61g may _occur from a Magnitude 6.7 earthquake along the Wildomar Fault of the Elsinore Fault Zone, which is located approximately one mile to the southwest. Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults. Liqugfacti )n Potential The site is expected to experience ground shaking and earthquake activity that is typical of Southern California area. It is during severe ground shaking that loose, fine grained soils below the groundwater table can liquefy. A .review of the exploratory boring log and the laboratory test results on selected soil samples obtained indicate the following soil classifications, field blowcounts and amounts of fines passing through the No. 200 sieve. NorCal Engineering 4 � June 6, 1997 Page 7 Project Number 6738-97 Field Blowcounts Relative Amount Passing (blows!) Density No. 200 Sieve (%) B-1 @ 5' SM 26 Dense 33 B-1 @ 10' SW 16 Dense 5 B-1 @ 15' SW 16 Dense 7 B-1, @ 20' SM 24 Dense 13 B-1 @ 25 SW 26 Dense 4 B-1 @ 30 SW 29 Dense 5 B-1 @ 35 SW 26 Medium Dense 4 B-1 @ 40 ML 22 Stiff 74 B-1 @ 45 SW 58 Very Dense 9 B-1 @ 50 SM 26 Medium Dense 42 0 Groundwater not encountered to the depth of Boring B-1 Groundwater depths from previous geotechnical reports (Highland Geotechnical Consultants, 1989) and readings from nearby water wells (Geotechnical and Environmental Engineers, Inc. 1991) revealed groundwater to range from 35 to in excess of 50 feet within the vicinity area with localized perched ground water zones varying in thickness of 2 to 4 feet at depths of 22 feet below ground surface. our analysis indicates the potential for liquefaction at this site is considered moderate to high with a historical level at a depth of 35 feet and horizontal ground acceleration of 0.61g. Sandy soil layers at depths of 35 and 50 feet are susceptible to liquefaction with associated seismic settlements on the order of 1 to 1.5 inches. These settlements should occur rather uniformly across the site. Thus, the design of the 'proposed construction in conformance with the latest Building Code provisions for earthquake design is expected to provide mitigation of ground shaking hazards that are typical to Southern California. NorCal Engineering ' ` • June 6, 1997 Project Number 6738-97 Page 8 ,5ite Grading R un mendations Any vegetation shall be removed and hauled from proposed grading areas prior to the start of grading operations. Any removed soils may be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. All grading operations shall be performed in accordance with the attached "Specifications for Compacted Fill Operations". All f.11-s.o.i,ls-(r-a.ng-ing-from 1 -to 2 feet) shall_be-=removed to- expose competent-nativig-�, soils, the exposed surfacp scaarified-to aodep:th,M�of 1=2 inches,bb,ro,u fil -to the proper moisture content and compacted to a minimum off the laboratory standard prior to placement of any additional compacted fill soils. This fill shall extend a minimumof� fve!.: h,orizon,ta,lo feet- orYto the d'ep of a vertical. ov,erexcavaf on,, whichever is greater, beyond the outside edge of the perimeter foundation. A diligent search shall be conducted during grading operations in an effort to uncover any underground structures, irrigation or utility lines. If found, these structures and lines shall be e.itn.e.r_r_emwed or p.roperly�uab_ andon_ed-prior to the proposed construction. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. ,ghrinkaae and Subsidence Results of our in-place density tests reveal that the soil shrinkage will be on the order of 15% due to excavation and recompaction, based upon the assumption that the fill is compacted to 92% of maximum dry"density per ASTM standards. Subsidence should be 0.2 feet due to earthwork operations. The volume change does not include any allowance for vegetation or organic stripping, removal of subsurface improvements or topographic approximations. NorCal Engineering June 6, 1997 Project Number 6738-97 Page 9 Although these values are only approximate, they represent our best estimate of lost yardage which will likely occur during grading. If more accurate shrinkage and subsidence factors. are needed, it is recommended that field testing using the actual equipment and grading techniques should be conducted. Temporary Excavations Temporary unsurcharged excavations in' the existing site materials less than 4 feet high may be made at a vertical gradient unless cohesionless soils are encountered. Temporary unsurcharged excavations from 4 to 8 feet high may be trimmed at a 1 to 1 (horizontal to vertical) gradient. In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot - cutting, or flatter excavations may be required. The temporary cut slope gradients given above do not preclude local raveling and sloughing. All excavations shall be made in accordance with the requirements of CAL -OSHA and other public agencies having jurisdiction. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. All foundations may be designed utilizing the following safe bearing capacities for a embedded depth of 18 inches into approved compacted fill or competent undisturbed native soils with the corresponding widths: NorCal Engineering June 6, 1997 Project Number 6738-97 Page 10 A one third increase may be used when considering short term loading and seismic forces. A bearing capacity of 1,000 psf shall be utilized in foundation design where overexcavation outside foundation cannot be performed due to adjacent structures or property line conditions. Any foundations located adjacent to descending slopes should be setback one-third the height of the slope at a minimum of 5 feet horizontally. Isolated foundations may be reinforced at the discretion of the project structural engineer. Lateral Resistance The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the current Uniform Building Code should be adhered to when the coefficient of friction and passive pressures are combined: Coefficient of Friction - 0.40 Equivalent Passive Fluid Pressure = 250 Ib./cu.ft. Maximum Passive Pressure = 2,500 lbs./sq.ft. The passive pressure recommendations are valid only for compacted fill soils and/or competent native soils. NorCal Engineering Continuous Isolated idth (ftl Foundation Foundation 1.5 2000 2500 2.0 2025 2525 4.0 2300 2800 6.0 2500 3000 A one third increase may be used when considering short term loading and seismic forces. A bearing capacity of 1,000 psf shall be utilized in foundation design where overexcavation outside foundation cannot be performed due to adjacent structures or property line conditions. Any foundations located adjacent to descending slopes should be setback one-third the height of the slope at a minimum of 5 feet horizontally. Isolated foundations may be reinforced at the discretion of the project structural engineer. Lateral Resistance The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the current Uniform Building Code should be adhered to when the coefficient of friction and passive pressures are combined: Coefficient of Friction - 0.40 Equivalent Passive Fluid Pressure = 250 Ib./cu.ft. Maximum Passive Pressure = 2,500 lbs./sq.ft. The passive pressure recommendations are valid only for compacted fill soils and/or competent native soils. NorCal Engineering June 6, 1997 Page 11 Project Number 6738-97 Settlement ADALY31si Resultant pressure curves for the consolidation tests are shown on Plate B. Computations utilizing - these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of 3/4 inch and differential settlements of less than 1/4 inch. Retaining Wall Design Parameters Active earth pressures against retaining walls will be equal to the pressures developed by the following fluid densities. These values are for granular free draining backfill material placed adjacent to the walls at various ground slopes above the walls. Surface Slope of Retained Materials Equivalent Fluid (Horizontal to Vertical) Density (lb/cu.fit.) Level 30 5 to 1 35 4 to 1 38 3 to 1 40 2 to 1 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. A backfill zone of non -expansive material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination no less than 1/4 to 1 (horizontal to vertical). All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. NorCal Engineering June 6, 1997 Project Number 6738-97 Page 12 51ab Recommendations All concrete floor slabs shall be a minimum of four inches in thickness and placed on approved compacted subgrade soils. The project Structural Engineering should review all proposed loads to be imposed for further recommendations regarding slab thickness and steel reinforcement. Two inches of approved sand over a vapor barrier shall be utilized beneath floor slabs which would be sensitive to the infiltration of moisture. All concrete slab areas to receive floor coverings should be moisture tested to meet all manufacturer requirements prior to placement. Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations were tested for corrosion potential. Test results revealed low levels of sulfate concentrations. ` Therefore, no special cement foundations are deemed necessary and a Type II cement may be utilized for building foundations at this time. Additional sulfate tests shall be performed at the completion of rough grading to assure that these soils are consistent with the recommendations stated in this design. Sulfate test results may be found on the attached Table III. Pavement Design The table below provides -apreerer Iimiriary pavement design based upon an R -Value of4-8-forthe proposed pavement areas. CFinalpa ev ment design may need -to be i __j based on R -Value testing of the subgrade soils near the conclusion of rough grading to assure that these soils are consistent with those assumed in this preliminary design. NorCal Engineering ' Project Number 6738-97 June 6, 1997 Page 13 Traffic Asphaltic Base Tyoe of Traffic In ex Concrete (in) Material (int Automobile Parking Stalls 4.0 3.0 3.0 Automobile Drive 5.0 3.0 4.0 Circulation Areas Medium Truck Access Areas 6.0 3.5 5.5 (GVW < 42,000 lbs.; 3 axle) Heavy Truck Access Areas 7.0 3.5 8.5 (GVW < 90,000 lbs.; 5 axle) Pavement section thickness should be increased for areas where heavier vehicular use or larger wheel loads are anticipated. All concrete slabs to be utilized for pavement for heavy trucks and forklifts shall be a minimum of six inches in thickness and placed on approved compacted fill soils. Any approved base material shall consist -of a Class II aggregate or equivalent and should be compacted to a minimum of 95% relative compaction. All pavement materials shall conform to the requirements set forth by the City of Temecula. The base material and asphaltic concrete should be tested prior to delivery to the site and during placement to determine conformance with the project specifications. A pavement engineer shall designate the specific asphalt mix design to meet the required project specifications. NorCal Engineering June 6, 1997 Project Number 6738-97 Page 14 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 verity that all our recommendations are incorporated. This report and all conclusions are subject to the review of the controlling authorities for the project. A preconstruction conference should be held between the general contractor, grading contractor, city inspector, architect, and geotechnical engineer to clarify any questions relating to the grading operations and subsequent construction. 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. NorCal Engineering June 6, 1997 Page 15 Project Number 6738-97 Preparation Any existing low density soils and/or saturated soils shall be removed to competent natural soil under the inspection of the Soils Engineering Firm. After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM: D-1557-78). Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials greater than eight inches in maximum dimensions. Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to importation of site. Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not in excess of six inches in thickness. Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall be brought to within 15% of the optimum moisture content, unless otherwise specified by the Soils Engineering firm. Each lift shall be compacted toinirri.u.m_of_9_Q% relative compaction (in accordance with ASTM: D-1557-78) and approved prior to the placement of the next layer of soil. Compaction tests shall be obtained at the discretion of the Soils Engineering firm but at a minimum of one test for every 500 cubic yards placed and/or for every two vertical feet of compacted fill placed. NorCal Engineering June 6, 1997 Project Number 6738-97 Page 16 The minimum relative compaction shall be obtained in accordance with accepted methods in the construction industry. The final grade of the structural areas shall be in a dense and smooth condition prior to placement of slabs -on -grade or pavement. No fill soils shall be placed, spread or compacted during unfavorable weather conditions. When the grading is interrupted by heavy rains, compaction operations shall not be resumed until approved by the Soils Engineering firm. Grading Observations The controlling governmental agencies should be notified prior to commencement of any grading operations. This firm recommends that the grading operations be conducted under the observation of a Soils Engineering firm as deemed necessary. A 24 hour notice must be provided to this firm prior to the time of our initial inspection. Observation shall include the clearing and grubbing operations to assure that all unsuitable materials have been properly removed; approval of the exposed subgrade in areas to receive fill and in areas where excavation' has resulted in the desired finished grade and designate areas of overexcavation; and performance of field compaction tests to determine relative compaction achieved during fill placement. In addition, all foundation excavations shall be observed by the Soils Engineering firm to confirm that appropriate bearing materials are present at the design grades and recommend any modifications to construct footings. NorCal Engineering .j / 1� T-1 HAKKEr T-2 21 I4-00 ' ! rAo w T -9 F_ 1 T-4 �� I FNM W f V Mr ;a T-8 AbeT-5 CT T-6 em v 'NorCal Engineering PLAN MODIFIED FROM SOILS AND GEOTECHNICAL CONSULTANTS NADEL PARTNERSHIP, INC. PLAN R MEADOWS PROJECT 6730-97 DATE. JUNE 1997 SITE PLAN APPROXIMATE LOCATION OF FIELD EXPLORATIONS Project Number 6738-97 List of Appendices (in order of appearance) Appendix A - Log of Excavations Log of Boring B-1 Log of Trenches T-1 to T-9 Appendix B - Laboratory Tests • Table I - Maximum Dry Density Tests • Table II - Expansion Tests • Table III - Sulfate Tests • Plate A - Direct Shear Tests • Plate B - Consolidation Tests NorCal Engineering Project Number 6738-97 Appendix A NorCal Engineering DESCRIPTION OF SUBSURFACE MATERIALS W r) -os S+.Jy44AY A7►U(1 ONLY Ai rM( IQCATIQN Q/ rM17 (QAIMQ AjIQ Ar rM( TI y( Q, ,t W 37 04 CAILLIMQ. UJOS 1AC( COMQIr1OM7 uAY QI/!(A Ar CTM(A to CAtIQN7 AMO yAY C,MµG( J Ar rM/7 LOCa110N VIMM Mt PASSACC Of rimi. rM( QArA ►t1(7(Nr(o IS A 71y/LOICAhQM Of ACYt1At, C43MOITIONS cMcouMr(AtQ. 0 FILL SOILS • SAND, fine grained, silty, light brown, loos dry NATURAL SOILS 5.4 13/11/15S 5 SAND, fine grained, silty, light brown, dens SAND, fine to coarse grained, grey, dense, to very dense, damp with silty sand inter Ps ��W-©EEI 6.2 1 17/8/1 A S 1 20 4.0 1 03/13/13 S 1 25 4.0 1 13/1,IA15 SI 30 1 1 1 I I 35 I I SAMPLE TYPES © Rock Cort ® Bulk Sawle MS Standard Split SpoonJQ Jar Samle ® Ring Saaple N®rCal Engineering. ,SOII.S AND GEOTECHMCAL CONSULTANTS PROJECT 6738-97. DATE DATE DRILLED: 5/23/97 EQUIPW-KT USED: Simco 2800HS GROLKDWATER LEVEL: Not Encountered Ur, OF BORING # 1 SAND, fine to coarse grained, gravelly, grey, dense to very dense, wet 23.2 20/23 R 45 SAND, fine grained, silty, brown, dense, very moist 16.0 6/ i 1/15 R ,0 55 0 65 70 SAMPLE TYPES © Rack Core © Bulk Sample fS Standard Split Spoon Q Jar Sas,ple ® Ring Susple N®rCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 6738-97 . I DATE DATE DRILLED: 5/23/97 EQUIPi4W USED: Simco 2800HS GXLMMTER LEYEL: Not Encountered LOG OF BORING #1 continued oESCAIP BION OF SU©SUAFACE MAiEAIAIS W (�u i>a] SUV WAY A!►U(8 ONLY At fM( IA CAfIOM OY fMf WAlMO A!.a Ar i>•( ilv( 0, t v7 OAmuh-cL 3UilUAMG( CGM01lIONS mAY OU!(A ♦( QTMCA tLUflOM1 A1I0 WAY CNAAO[ - _ At M"I LOCJA(IOM Y'111M M4 IA3340t 0/ f1uL fMt OAiA M47[Mf(0 13. A 31WPt1/ICafICN 35 00 ACTUAL C4MOMCM3 VOCOUMltAtO. 3.2 13/13/13 R NATURAL SOILS SAND, fine to coarse grained, grey, dense, to very dense, damp to mist SILT, dark brown, stiff, very moist 23.3 LClayey /8/1 R 40 SAND, fine to coarse grained, gravelly, grey, dense to very dense, wet 23.2 20/23 R 45 SAND, fine grained, silty, brown, dense, very moist 16.0 6/ i 1/15 R ,0 55 0 65 70 SAMPLE TYPES © Rack Core © Bulk Sample fS Standard Split Spoon Q Jar Sas,ple ® Ring Susple N®rCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 6738-97 . I DATE DATE DRILLED: 5/23/97 EQUIPi4W USED: Simco 2800HS GXLMMTER LEYEL: Not Encountered LOG OF BORING #1 continued OEscmpricN OF SUBSURFACE MATERIALS $d <W It TMS 3U KKAAY AJ*{,J(1 OMIT At TM( LOCATION O/ tM13 (O/11MO A,+O Ar t»( t1Y( O/ � W CAI 'INC. SU(SUAOAC( COMM rlOH3 KAY 010/(A At OTrI(A L0CArIOM3 AMO KAY CwAnC[ Ar tNIS IOCATIVI WIrN rN( IA33AO( 00 nut. rN( DATA M(3(rr(O 13 A 31V/LI icArtOp I" O/ ACrUAA. CONOIn CM3 cNCOUNr(A(0. 0 FILL SOILS SAND, fine grained, silty, brown, loose, dry \ I with small pieces of concrete pipe 5 NIMJPA SOILS SAND, fine grained, silty, brown, dense, slightly damp 10 15 0 25 30 35 SAND, fine to coarse grained, greyish -brown, dense to very dense, dam SAMPLE TYPES © Rock Core © Bulk Sample �S Standard Split SpoonJQ Jar Sample ® Ring Sample iNorCal Engineering SOII.S AND GEOTECHMCAL CONSULTANTS Pjt6JECT 6738-97. DATE DATE DRILLED: 5/28/97 EQUIPME,Ki USED: Backhoe 6ROUKIW►TER LEVEL: Not Encountered LOG OF TRENCE #1 � Y QQ � W wwz W 5.7 116.1 R/B 8.1 120.7 R OEscmpricN OF SUBSURFACE MATERIALS $d <W It TMS 3U KKAAY AJ*{,J(1 OMIT At TM( LOCATION O/ tM13 (O/11MO A,+O Ar t»( t1Y( O/ � W CAI 'INC. SU(SUAOAC( COMM rlOH3 KAY 010/(A At OTrI(A L0CArIOM3 AMO KAY CwAnC[ Ar tNIS IOCATIVI WIrN rN( IA33AO( 00 nut. rN( DATA M(3(rr(O 13 A 31V/LI icArtOp I" O/ ACrUAA. CONOIn CM3 cNCOUNr(A(0. 0 FILL SOILS SAND, fine grained, silty, brown, loose, dry \ I with small pieces of concrete pipe 5 NIMJPA SOILS SAND, fine grained, silty, brown, dense, slightly damp 10 15 0 25 30 35 SAND, fine to coarse grained, greyish -brown, dense to very dense, dam SAMPLE TYPES © Rock Core © Bulk Sample �S Standard Split SpoonJQ Jar Sample ® Ring Sample iNorCal Engineering SOII.S AND GEOTECHMCAL CONSULTANTS Pjt6JECT 6738-97. DATE DATE DRILLED: 5/28/97 EQUIPME,Ki USED: Backhoe 6ROUKIW►TER LEVEL: Not Encountered LOG OF TRENCE #1 a } t .. + _ DESCAIPrION OF SUSSUAFACE MArEAtALS _ tJu r.+3 SU4NAAY A►/%J(3 OMIY Ar ►M( LOCArlaM Or rMl% •aA1Ma wO Ar rMc nY( O, OA1ll1MO. 1UO1UAIAC! GaM01r10M3 WAY 01/ILA At CTM(A tGGr10M3 AMO MAY CHAnG( 3 r(O A 31NIL1 Ar rM13 IOCAtICM wlrM rM4 /ASSAO( a0 rIM(, rM( OArA HI(3(M IS 1CA,IaM Of ACTUAL COM01T7OM3 "COUMr(A(0. Q FILL SOILS SAND, fine grained, silty, brown, loose, dry 5.9 115.3 R' NATURAL SOILS SAND, fine grained, silty, light brown to 4.7 113.6 R 5 greyish -brown, dense, slightly damp SAND, fine to medium grained, greyish-brcwn, dense, damp SAND, fine to medium grained, silty, brown, 6.9 112.0 R 10 dense, dam 15 0 25 30 35 SALE TYPES © Rack Care © Bulk Sample �S Standard Split Spoon JJ Jar Sample ® Ring Sample NorCal ]Engineering SOILS AND GEOTECHNICAL CONSUL'T'ANTS. PROJECT - DATE - DATE DRILLED: 5/28/97 EQUIPMEXT USED: Backhoe GkOUKOWATER LEYEL: Not Encountered U)G OF TRa aj # 2 OESCRIPrioN OF SUBSURFACE MAfESIAl5 i r) -is SUYYAAI AI'/U43 OPMY Af fN( IOCAf1QM 0/ fM13 60AIMC AMC Af fM( flye Q, j u+ 7 d111W MO. SU01UA/ACC C44OIf1ams WY 01000A Af OTH(A lGUf10M3 AMO WAV CMANCt to Af f>HS tL1C icm wirm rue ►Asuac OD time. rmt DATA "ass rico 13 A 31YDLIlIC,.(IQ., . W Qv ACfUAI CCMO.noas "C:OUMfeI1cQ. 0 FILL SOILS 8.0 112.4 R SAND, fine grained, silty, brown, loose, dry NATURAL SOILS SAND, fine grained, silty, light brown to 5.1 119.9 R 5 greyish -brown, dense, dam 6.7 116.2 R SAND, fine to medium grained,, greyish -brown, dense, dam SAND, fine to medi.ian grained, silty, brown, 10 dense, dam 15 25 30 35 SAMPLE TYPES Q Rock Care © Bulk Sample ® Standard Split SpoonJQ Jar Sample ® Ring S"Vle NorCal Engineering. SOELS AND GEOTECHMCAL CONSULTANTS PROJECT ROTE DATE DRILLED: 5/28/97 EQUIPPEXT USED: Backhoe 6R0LWD dATER LEYEL : Not Encountered MG OF TPENCH #3 r— SAMPLE �— Y 0 OEscmp IoN of SUBSURFACE MATERIALS W W r.rswWu,a► arruas oHtr At rMt toc.na,. os r>•ts •oalMo ..,.o At rMc nom( oe OA1�l1N4. wa1VA,ACt CONOMON3 *AAr OI„aA At OrNIA U7CAf10Ms ANO 4A1 CNAMG( At rms Laws OM WIrM rMt PA3s.AQ( co nut. rNt OArA "asemr(O 13 A 31LY%.I°IcA f,Qti O, AcruAA COM01nCms CNCOUNrcAco. FILL SOILS . SAND, fine grained, silty, brown, loose, dry NATURAL SOILS 5 SAPID, fine grained, silty, light brown to greyish -brown, dense, slightly damp 10 ' 15 20- 02530 25- 30— E TYPES © Rack Core © Bulk Sample ® Standard Split Spoon JJ Jar Sample ® Ring Sample ®rCa Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 6738-97 . I DATE DATE DRILLED: 5/28/97 EQUIPMEXT USED: Backhoe GROUKDMTER LEVEL: Not Encountered LOG OF TRENCH # 4 10.2 111.3 R 5 SAND, fine grained, silty, light brown to greyish -brown, dense, slightly damp SAND, fine to coarse grained, grey, dense to very dense, darrp 2.8 117.3 R 10 15 M1 25 30 35 SAMPLE TYPES © Rack Core ® Bulk Sample �5 Standard Split SpoonJQ Jar Sample ® Ring Sumple NorCal Engineering SOII.S AND GEOTECHMCAL CONSULTANTS PROJECT 6 /Jb`J ( OATS DATE DRILLED: 5/28/97 EQUIPWJ(T USED: Backhoe GPOJKD TATER LEYEL: Not encountered U)G OF TRENCH # 5 ,SY.! O OESCRIPtION OF SU8SUAFACE MAiEAIALS i W 4JJ W TNS uj...AY 1"Utz QM%.Y AT (M( wcArIOM O/ r"j, mcA1M0 .VSO A: TM( nwt oo OAIIIIMO. UMIJAIACi :.*MOITIoM3 buy OI//(A AT QTM(A LaGTIOMS AMO YAf CMAMCC A 31ar11!IGr1:1 Ar rms I4GT10M wlrm n4a ►A33AOt OI r1W(. rMt OAT^ ►A934NTl0 13 os AcrtlA4 wmainoMi u ectimrtAto. 0- F= SOILS 7.2 110.1 R Ste, fine grained, silty, light brown, loos NATURAL SOILS 10.2 111.3 R 5 SAND, fine grained, silty, light brown to greyish -brown, dense, slightly damp SAND, fine to coarse grained, grey, dense to very dense, darrp 2.8 117.3 R 10 15 M1 25 30 35 SAMPLE TYPES © Rack Core ® Bulk Sample �5 Standard Split SpoonJQ Jar Sample ® Ring Sumple NorCal Engineering SOII.S AND GEOTECHMCAL CONSULTANTS PROJECT 6 /Jb`J ( OATS DATE DRILLED: 5/28/97 EQUIPWJ(T USED: Backhoe GPOJKD TATER LEYEL: Not encountered U)G OF TRENCH # 5 OESCAIPTION OF SUBSURFACE MATESIALS G ► DVS SUMMAAY AIfUIS ONLY AT fNl LOCATION Of THIS 00AINO AArO ar twe rime+1. OAILLINO. SUl$UAPACl CCN01f1IONS MAY 01/IIA AT OYNtA LOCATIONS 4N0 MAY CN AT rNIS LOcAnoN WIrN rNl ►ASSAOQ 0/ rime. Two OAfA ►AeSeNrtO IS a SIM►LI�1C O/ ACTUAL CONOIflON! tNCOUNTtAeO. D FITS, SOILS SAND, fine grained, silty, light brawn, dry NATURAL SOILS 2.4 118.7 R 5 SAND, fine grained, silty, light brown, to greyish brown, dense, slightly da= SAND, fine to coarse grained, grey, dense to very dense, damp 2.1 120.6 R 10 1.9 1 122.61 1 RI 15 91 25 E 35 SAMPLE TYPES © Rock Core © Bulk SaWle �S Standard Split Spoon Q Jar Sample R Ring Sample ®rCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PF4a= 6738-97 DATE DATE DRILLED: 5/28/97 EQUIPMEXT USED: Backhoe 6Ri'><11tMTER LEVEL: Not Encountered LOG Of MR4ai #6 15 E- 25 30 35 SAMPLE TYPES 5/28/97 mQ] Rock Core © OESCRIPTION OF SUBSURFACE MATERIALS ; figl iUYNAAr 4MIa3 OMIT ♦r fMa lOCA11aM a/ rMll 4GI1Ma A740 4f fMa r1Y$ 00 OAIIIUW. 34UUN/ACa CC^01"ONS hLAr OI//aA ♦r OYMItA LOCArIOM3 4M0 MAY C"AMq` r190 Spoon JJ Jar Saw Ie ® Ring Sample Ar fMa IOCAriOM Mir»n4a►A33Aaa as r1Ya, fMa OArA 011934M 13 A 31Y1LI*ICAf10M Engineering SOLS AND GEOTECHNICAL CONSULTANTS Oi ACTUAL CoMolnoMs vocoumraAao. 0 FILL SOILS SAND, fine grained, silty, brown, loose, dry NATURAL SOILS SAND, fine grained, silty, light brown to greyish -brown, dense, slightly darnp 5 SAND, fine to medium grained, slightly silt , greyish -brown, dense, damp SAND, fine to medium grained, silty, brown, 10 dense, damp 15 E- 25 30 35 SAMPLE TYPES 5/28/97 ® Rock Core © Bulk Sable Q Standard Split Spoon JJ Jar Saw Ie ® Ring Sample NorCal Engineering SOLS AND GEOTECHNICAL CONSULTANTS DATE DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe GWAVATER LEVEL: Not Encountered LOG OF I #7 w ' 0E3cRIPncN OF SUBSURFACE MATERIALS fM3 3iJMyAAt ,J►%I13 ONLY At fM( LOCAt1004 O/ fM13 (OAIMO A1+0 At IM( fl m( Q/ �ZJ d11llIM0. 3U(IVA/AC( CONOIf10M3 MAY 01//(II At armeA IOCArtQM3 WO YAv CMA"nq _ At rms IQCAt10N wirm M4 IASSAG( Q/ f1Y(• rmt OAfA Mtiemrt0 t3 A vhd P%J•ICAr1QH O/ ACTUAL COMQIT ams tA1COUMTtA(O. 0 FILL SOILS 8.3 114.3 R SAND, fine grained, silty, light brown, loose, dry NATURAL SOILS 5 SAND, fine grained, silty, light brown to ,greyish -brown, dense, damp 'sAND, fine to coarse grained, grey, dense tc very dense, damp 10 15 25 35 SAMPLE TYPES © Rock Core © Bulk Sad e Standard Split SpoonJn Jar suvie R Ring Sad e MrCal ]Engineering SOILS AND GEOTECHNICAL CONSULTANTS Pf WWr 6738-97 1 DATE DATE DRILLED: 5/28/97 EQUIPW- T USED: Backhoe GRMRMTER LEYEL: NOt Encountered LOG OF Mal'=i #8 �^ a © Rock Coro r= OESCRIPTION OF SUBSURFACE MATERIALS h.OI SUMYAAY APM14S ONLY Ar fNt LOCAnON 00 r"ls Comma ANo Ar rNt nut a, OAIIUNC. SUttUAPACt CGNOMONS W1Y 01/1tAAr OTNIA WCAnONS ANO MAY GM.N�t Standard Split Spoon Q Jar Sample ® Ring Sample rNt flMt. PAt9tN,t0 IN®rCa . Engineering. SOMS AND GEOTECHNICAL CONSULTANTS Af rNlt UOCar10N Y/1rM PASSAGE 00 rNt DATA 13 A �IMrLI•IGnON 00 ACTUAL CONOMONS IMCOUNrtAtO. FILL SOILS SAND, fine grained, silty, light brown, loos 10.5 114.2 R dry NATURAL SOILS 6.8 116.0 R 5 SAND, fine grained, silty, light brown to greyish -brown, dense, slightly moist SAND, fine to coarse grained, grey, dense tc very dense, dacrp 3.0 120.7 R 10 15 25 35 SAMPLE TYPES © Rock Coro © Bulk Sawle Q Standard Split Spoon Q Jar Sample ® Ring Sample IN®rCa . Engineering. SOMS AND GEOTECHNICAL CONSULTANTS pRa= 6738-97 1 DATE DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe ITER LEVEL: Not Encountered LOG OF TEENM 19 Project Number 6738-97 • I on M 7 r M NorCal Engineering June 6, 1997 Project Number 6738-97 TABLE I _MAXIMUM DENSITY TESTS (A5TM• DAM --M Optimum Maximum Dry 53m21e_ Classification Moisture Density (Ibs./cu.ft.) T2 @ 2' SAND, fine grained 10.0 122.0 silty T5 @ 3' SAND, fine to medium 9.5 125.0 grained, silty TABLE II EXPANSION INDEX TESTS (U.B C. STD. 29-2) Expansion Soil Type Classification index T2 @ 2' SAND, fine grained, silty 9 T5 @ 3' SAND, fine to medium grained, silty 4 TABLE III .FATE TES Sample lfu ate (ppm) T2@2' 25 T5 @ 3' 36 ppm: mg/kg NorCal Engineering y , t SYP�BOL BORIN6 !(tJPBER DEPTH � C (FEET) DE6F�ES (PSF) DRI1�IST� DEASITy (PCF) CA�iEI(T (Y) 2500 1 3 31 275 116.1 5.9 2000 I I 112.4 8.0 0 5 2.0 28 225 110.1 7.2 LL 1500 8 2.5 35 150 114.3 N d N N N 1000- 500 0-1 0 500 1000 1500 2000 25C�0 30Q0 NODAL STRESS (PSF) 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 N®rCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DIRECT SHEAR TEST RESULTS PLATE A PROJECT 6738-97 DATE SYP�BOL BORIN6 !(tJPBER DEPTH � C (FEET) DE6F�ES (PSF) DRI1�IST� DEASITy (PCF) CA�iEI(T (Y) x 1 3 31 275 116.1 5.9 O I I 112.4 8.0 0 5 2.0 28 225 110.1 7.2 ❑ 8 2.5 35 150 114.3 8.3 SYP�BOL BORIN6 !(tJPBER DEPTH � C (FEET) DE6F�ES (PSF) DRI1�IST� DEASITy (PCF) CA�iEI(T (Y) x 1 3 31 275 116.1 5.9 O 3 2.5 33 125 112.4 8.0 0 5 2.0 28 225 110.1 7.2 ❑ 8 2.5 35 150 114.3 8.3 IF E i a N 4 6 8 10 0.1 0.5 1.0 5 10 ZU 4U NORMAL PRESSURE (KSF) BORING DEPTH DRY MOISTURE LIQUID PLASTICITY SYMBOL SER (FEET) DENSITY CONTENT LIMIT IXDEX (PCF) (Y) (x) NOTE: WATER ADDED AT N0RKkL PRESSURE AT 1.0 KSF x 2 10 112.0 6.9 p 3 7.5 116.2 6.7 O 5 5 111.3 10.2 I� ❑ 6 1 15 1 122.6 1.9 1 , T" Tp Ii I I .-j -F-1 I III I -T 1 1 III Hil I I I W III 0.5 1.0 5 10 ZU 4U NORMAL PRESSURE (KSF) BORING DEPTH DRY MOISTURE LIQUID PLASTICITY SYMBOL SER (FEET) DENSITY CONTENT LIMIT IXDEX (PCF) (Y) (x) (%) x 2 10 112.0 6.9 p 3 7.5 116.2 6.7 O 5 5 111.3 10.2 ❑ 6 1 15 1 122.6 1.9 COMPRESSION (FM) FIELD MOISTURE - NO WATER ADDED -- REBOUND (R) SAWLE FENOLDED AT 90% OF MAXIMUM [MY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS CONSOLIDATION TEST RESULTS PLATE B PROJECT 6738-97 DATE