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HomeMy WebLinkAboutParcel Map 29974 Preliminary Geotechnical Investigation (Winchester)• , � dot' � � y Preliminary Geotechnical Investigation Winchester Meadows Market Development Margarita Road and Winchester Road Temecula, California Project Number 6738-97 June 6, 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 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 Keith D. Tucker Project Engineer R.G.E. 841 Q�OFES�;O4, y< t9 No. 341 y !f. Exp. l 2/31 /00 9r TFCH,%A s\ O � OF CAL F0 Troy D. Norrell President June 6, 1997 Page 2 0 Project Number 6738-97 structural Considerations 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. Site 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 June 6, 1997 Page 3 0 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 June 6, 1997 Page 4 Project Number 6738-97 L aboratory 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 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. Conclusions and Recommendations 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 June 6, 1997 Page 6 0 Project Number 6738-97 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. Liquefaction 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 June 6, 1997 Page 7 0 Project Number 6738-97 Field Blowcounts Relative Amount Passing (blows/ft) 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 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 Page 8 0 Project Number 6738-97 e••� c_radina Recommendations 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 fill soils (ranging from 1 to 2 feet) shall be removed to expose competent native soils, the exposed surface scarified to a depth of 12 inches, brought to the proper moisture content and compacted to a minimum of 90% of the laboratory standard prior to placement of any additional compacted fill soils. This fill shall extend a minimum of five horizontal feet or to the depth of vertical overexcavation, 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 either removed or properly abandoned 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. Shrinkaae 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 earthvrork 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 Page 9 Project Number 6738-97 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. Temoorary 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. Foundation Design 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 Allowable Width (ft) Safe Bearing Capacity Continuous Foundation (osf) Isolated 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. 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 a Wtm_ LAnalvsis 9 Project Number 6738-97 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. 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 Ib./cu.ft.) 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 W - 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 Critedil 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 a preliminary pavement design based upon an R -Value of 40 for the proposed pavement areas. Final pavement design may need to be 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 L June 6, 1997 Project Number 6738-97 Page 13 Traffic Asphaltic Base T�,aP� o� f Traffic Index Concrete (in) Material (inl 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 Page 14 Project Number 6738-97 L ��.,it� -. tions 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. 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 0 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 to a minimum of 90% 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 LJ List of Appendices (in order of appearance) Log of Boring B-1 Log of Trenches T-1 to T-9 0 Project Number 6738-97 Table I - Maximum Dry Density Tests a Table II - Expansion Tests a Table III -Sulfate Tests a Plate A - Direct Shear Tests a Plate B - Consolidation Tests NorCal Engineering / [ B-1 T-1 �/ T-2 CT -3 I ` \I I / / T-9 T� �r i �N= 'A• I � i f 1 APZA_2 - + T5 I � - ?� T-6 �J ROAD ---- 1 NorCal Engineering PLAN MODIFIED FROM SOILS AND GEOTECHNICAL CONSULTANTS SITE PLAN NADEL PARTNERSHIP, INC. PLAN :R MEADOWS APPROXIMATE LOCATION OF FIELD EXPLORATIONS PROJECT 6738-97 1 DATE JUNE 1997 C� J 0 0 Project Number 6738-97 Appendix A NorCal Engineering NATURAL SOILS 5.4 13/11 5S 5 SAND, fine grained, silty, light brawn, de damp SAND, fine to coarse grained, grey, dense, to very dense, damp With silty sand inter 3.4 1 " I S 1 10 m—�mmm 6.2 1 17/8/1 A S I 20 4.0 I h3/13/13 S 1 25 4.0 1 113/14415 SI 30 35 SAMPLE TYPES UC Rock Coro © Bulk Sample S Standard Split Spoon JQ Jar Sample ® Ring Sample NorCal Engineering SOE S AND GEOTECHNICAL CONSULTANTS Mom DATE DRILLED: 5/23/97 EQUIPMEKT USED: Simco 2800HS 6RDUNWATER LEVEL: Not Encountered ECG OF BORING #1 t a t W " NNN uSZ� WJ� DESCRIPTION OF SUBSURFACE MATERIALS 6_ W W fM( WWWAAf A//(,(s OM%f Ar fM( kocArIOM O( r,,% (OAIMO WO Af rM( rims OI O111tlIMO. 1W((WA/AC( Comom OMs "y DI//{A Af OrM(( WGrIOMS AMO YAr CMAMC( DA TIME. ME DAG ApEMf(D Il A ]IWUfICAfIOM Af rW! LOW10M MrM fW6 AA73A0E Dr ACTUAL coMDInOMs ufwuMrt MEo. 0 FILL SOILS SANDr fine grained, silty, light brown,•loos NATURAL SOILS 5.4 13/11 5S 5 SAND, fine grained, silty, light brawn, de damp SAND, fine to coarse grained, grey, dense, to very dense, damp With silty sand inter 3.4 1 " I S 1 10 m—�mmm 6.2 1 17/8/1 A S I 20 4.0 I h3/13/13 S 1 25 4.0 1 113/14415 SI 30 35 SAMPLE TYPES UC Rock Coro © Bulk Sample S Standard Split Spoon JQ Jar Sample ® Ring Sample NorCal Engineering SOE S AND GEOTECHNICAL CONSULTANTS Mom DATE DRILLED: 5/23/97 EQUIPMEKT USED: Simco 2800HS 6RDUNWATER LEVEL: Not Encountered ECG OF BORING #1 a c S DESCRIPTION OF SUBSURFACE MATERIALS A _ _ nrf wuwAr uruGf O.Lf AT fN( WCAT10M 01 IM>f eoaj 0 ANO AT r.c Twe Co r i O wml 7W/WIAC4 COMOInON7 "r OVIc� At Of Mei, LOCAf10Nf n 0 YAt CN410! _ AT fMt Lori CN MIM Twit ftival OA f1YL Me OA1A Me]eMll01] A IIYKIIICAh CN OA ACTUAL CCNOITiONS Lb CUwTt11e0. 3.2 3/13 3 R J5 NATURAL SOILS SAND, fine to coarse grained, grey, dense, to very dense, damp to moist Clayey SILT, dark brown, stiff, very moist 23.3 /8/1 R 40 SAND, fine to coarse grained, gravelly, 23.2 20/73 R 45 grey, dense to very dense, wet 16.0 6/11/1 5 R 150 55 60 SAND, fine grained, silty, brown, dense, very moist DATE DRILLED: 5/23/97 EQUIPIE1lT USED: Simco 2800HS 6RDAMTER LEVEL: Not Encountered LOG OF BORnC #1 continued 70 I 1 SAMPLE TYPES © Rock Core ❑B Bulk SaWle S Standard Split Spoon Q Jar Saeple R Ring Saeple NorCal Engineering SOII,S AND GEOTECHNICAL CONSULTANTS DATE DRILLED: 5/23/97 EQUIPIE1lT USED: Simco 2800HS 6RDAMTER LEVEL: Not Encountered LOG OF BORnC #1 continued q J I N117JRAL SOILS 11 SAND, fine grained, silty, brown, dense, slightly damp SAND, fine to coarse grained, greyish -brown, 8.1 1 120.7 1 R I 10 I dense to very dense, damp 15 20 0 25 30 35 SAMPLE TYPES DATE DRILLED: 5/28/97 © Rook Com QB Bulk Salaple EQUIPMEIfT USED: Backhoe C5 Standard Split SpoonJQ Jar Sargle 6RqND1NTER LEVEL; Not Encountered R Ring Saaple NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS L,>G of ZRlZxli #1 a 1zy Y 114 aVq1 uSl S Y _ y`I CESCRIPrION OF SUBSURFACE MATERIALS � _ � W .I a (M! �11YYMY AMU( QMV A( (MG LOCAf1OM OI MIS AOIIIMO 11N0 AI IFS bY( Q/ OIII LONG. UAAUA/ACA COrIQIr'O,IA W1 OI//(A AI OINAA LGGIIONI AMO YAI C. a, 0 AI IIaA LOCA110A NIDI rNA FAl3AQA QA rlUf. INA QArA MAf ANrA013 A AIYILIIICA,l0N Or ACTUy C4NOIn ONa N OUNT(AaO. 11 FILL SOIIS IRA SAND, fine grained, silty, brown, loose, dry I 5.7 116.1 N with small pieces of concrete pipe q J I N117JRAL SOILS 11 SAND, fine grained, silty, brown, dense, slightly damp SAND, fine to coarse grained, greyish -brown, 8.1 1 120.7 1 R I 10 I dense to very dense, damp 15 20 0 25 30 35 SAMPLE TYPES DATE DRILLED: 5/28/97 © Rook Com QB Bulk Salaple EQUIPMEIfT USED: Backhoe C5 Standard Split SpoonJQ Jar Sargle 6RqND1NTER LEVEL; Not Encountered R Ring Saaple NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS L,>G of ZRlZxli #1 A ' !!p WJ Q OESCRIPTION OF SUBSURFACE MATERIALS ` W w /M17 7uYMA10 ✓111(1 ONLIomol a fMa LOCATION O/ 1M11 {OAIMO ♦MO AT Tw{ r1mg O/ O. AC( OI II( AT OTM(( IOG,IOM1 lM0 1 Tkj PAIOM7 Of IM 'PC ♦I TM11 LOCATION MIT11 TMl r�1360( 01 ❑Y(. M[ 0/4 MtllM TlO 17 ♦ SIM 'PC OM At TW CATION IN D Of ICTUAI COMOITIOM7 CNCOUMT411a O. 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 S greyish -brawn, dense, slightly damp SAND, fine to medium grained, greyish -brown, dense, damp SAND, fine to medium grained, silty, brawn, 6.9 112.0 R 10 dense, daiTp 15 20 25 30 35 SAMPLE TYPES © Rock Core Bulk Sample QS Standard Split SpoonJO Jar Sample ® Ring Sample NorCal Engineering SOIIS AND GEOTECHNICAL CONSULTANTS PROJECT DATE DRILLED: 5/28/97 EQUIPIEKT USED: Backhoe BROUIDWTER LEVEL: Not Encountered LOG OF TRENM #2 r 15 25 30 35 SAMPLE TYPES © Rock Core QB Bulk Sample %S Standard Split Spoon JQ Jar Sample R Ring Sample NorCal Engineering OILS AND GEOTECHNICAL CONSULTANTS DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe 6ROU MTER LEVEL:Not Encountered LOG OF TRENM #3 DESCRIPTION OF SUBSURFACE MATERIAlbrow:nto �W!N! SUMJ*O. SUIV ,yR,li ONLIomoo Af M IOCAf10N Ot IW! 7LQCA1 �w0/p11LLIN0. !u{7WIACl COw01fI0M7 YAY 01II{lAf O/M({ �pUnOMANO{ tAOT10M MIM tNl IAl7A0( 01 M1Y(. ,M( GAfA q1UlM,{0CA M1OwO, WfMl! ACTUAL COMOJnOM3 L4COUMt{0(0. FITS, SOILS 8.0 112.4 R SAND, fine grained, silty, browndryNATURAL SOIIS SAND, fine grained, silty, lighto5.1 119.9 R greyish -brown, dense, damg�6.7 116.2 R SAND, fine to medium grained, grwn, dense, damp SAND, fine to median grained, silty, brown, 10 dense, damp 15 25 30 35 SAMPLE TYPES © Rock Core QB Bulk Sample %S Standard Split Spoon JQ Jar Sample R Ring Sample NorCal Engineering OILS AND GEOTECHNICAL CONSULTANTS DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe 6ROU MTER LEVEL:Not Encountered LOG OF TRENM #3 Mn IS 25 30 35 SAMPLE TYPES DESCRIPTION OF SUBSURFACE MATERIALS TMS SUMMARY &"U111 ONLY AT rN( LOCATION 00 TWS SOMNO ANO AT TNI{ TIM{ 00 OMNIINO. SUSSUMPACC COMOITIOMS WY 0100911 AT OTMp1 LOCATIONS AMO MA• CNANGA AT TNIS LOCATION INITN TNl OASSAOS 00 Time. TNS OATA OYISSSMT11013 A 71Mp11•ICA,IOM Of ACTUAL CONDITIONS 1ENCOUNTSA1110. 1� IFILL SOILS SAND, fine grained, silty, brown, loose, dq NATURAL SOILS SAND, fine grained, silty, light brown to greyish -brown, dense, slightly damp © Rock tore © Bulk Sample CS Standard Split Spoon JO Jar Sample R Ring Sample NorCal Engineering OILS AND GEOTECHNICAL CONSULTANTS 7 DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe GROUNDWATER LEVEL: Not Encountered LOG OF TRENCH 44 0 15 0 25 35 � :-TAAG © Rock Core MB Bulk Sample �S Standard Split "18 ® Ring Sample OESCRIPiION OF SUBSURFACE MATERIALS Engineering PIIS AND GEOTECHNICAL CONSULTANTS TWIR IM(Y {oolmaLOCAr AMO Af fM( f1Y( O/ SUWMO. otM j �a{ W SU1f MPAC4 okolOM�Y o p11 NAY aip At Torg ZRK 7 1M0 VM1 OMCMG{ Hf OATA W Af rMS LOCATION fWX PAIOMf I O/1 tIMI.1 fM/ IA(SAOI W f1Y(, fM( OA}A III{�{Mf{0 q A lI WIIIICAfIQM M13CIT6 D AGT 0/ ACfVAI COMOITOMI fMCOVM 1l1I10. CO OMS FILL SOILS 7.2 110.1 R SAND, fine grained, silty, light brown, loos dry NATURAL SOILS 10.2 111.3 R 5 SAND, fine grained, silty, light brawn to greyish -brown, dense, slightly damp SAND, fine to coarse grained, grey, dense to very dense, damp 2.8 117.3 R 10 15 0 25 35 � :-TAAG © Rock Core MB Bulk Sample �S Standard Split Spoon JJ Jar Sample ® Ring Sample NorCal Engineering PIIS AND GEOTECHNICAL CONSULTANTS DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe GRDLMMTER LEVEL: Not encountered Id7G OF TRENM #5 OESCRIPrION OF SUBSURFACE MATERIALS t_ rN11 wY1Wr &Mots WK+ AT TNI LOCATION Or THIS /dINO AMO •r IN! nra 0r ' CI .S5 OIIILLINO. fWWIVACI CONOITIONS WAY 01/1101 Af OTN/I LOCATIONS •N0 MAV CNANOI AT TMI u)CAT10N NITN rN1 MIIA0/ d TINT, TNI OATA IM1131NT110 0 A 11N1L1•ICATION 01 ACTUAL CONOITIONI V OUNTIA\0. D FILL SOILS SAND, fine grained, silty, light brown, loo e dry NATURAL SOILS 2.4 118.7 R S SAND, fine grained, silty, light brown, to greyish brown, dense, slightly darrp SAND, fine to coarse grained, grey, dense to very dense, dan>p 2.1 1 120.61 1 R 1.9 1 122.61 1 R 25 DATE DRILLED: 5/28/97 EQUIP EW USED: Backhoe SWUN7NRTER LEVEL: Not Encountered LOG OF TRI #6 35 ' SAMPLE TYPES © Rock Coro OB Bulk Savle �S Standard Split Spoon JQ Jar SWIe R Ring Saple NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DRILLED: 5/28/97 EQUIP EW USED: Backhoe SWUN7NRTER LEVEL: Not Encountered LOG OF TRI #6 ' DESCRIPTION OF SUBSURFACE MATERIALS yI 9 It two IYHWIIT AIpll(e ONLY At IN4 IOCAIION OI two goalmO ANO at IN( time O/ a5 a3 4ILNW Na. esUNFACe C01101b ONe WI OIPFGA At OINe01 ko"rION! ANO mit CNANOe AT TNIe {DGUON MIM Me ftsuag OF time. Me OATA MCSCNTeO IS A e1mPLITICATION OF ACTUAL CONDITIONS INCOONT11AIO. 0 FILL SOILS SAND, fine grained, silty, brown, loose, dr NAZURAL SOILS SAND, fine grained, silty, light brown to greyish -brown, dense, slightly damp SAND, fine to medium grained, slightly greyish -brawn, dense, damp SAND, fine to medium grained, silty, brown', 10 dense, damp 15 0 25 D 35 SAMPLE TYPES © Rock Coro © Bulk Sawle S Standard Split SpoonJQ Jar Sawle L!j Ring Saaple NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS DATE DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe GROUNDWATER LEVEL: Not Encountered LOG OF TRENM #7 3 Ss5 0 OESCRIPTION OF SUBSURFACE MATERIALS s g fWl IyYY�IIT �VKlll ONIf �f Ml LOC/TIDY OF fNq 1O111N0 Uq N fwl II YI 0/ OIIIIIINO. LN/OIVACI CON01(IONI WY 01//411 NT Ofwp1 LOCATION! BYO YNT CNNNOI AI MS LOCATION IYITN INS "seal 00 TIMI. INI OAfA n1IIIN,ID i/ A )IYILI4QAIION O/ ACTYµ OONOITIONS IYCOUNTINIO. FITS, 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 t< very dense, danp 10 15 K7 25 30 35 SAMPLE TYPES Rock Core © Bulk Saaple FS1 Standard Split SpoonJ❑ Jar Sawle 91 Ring SaWle Not -Cal Engineering SOLS AND GEOTECHNICAL CONSULTANTS PPMECT 6738-97 DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe BROIRIDYIITER LEVEL: NOt Encountered yl 7 i `a h Q �Y r' mi[ t_ OESCRIPiION OF SUBSURFACE MATEMALS rms 1YYYAIIT AINIA7 OMIY 4T LIN WCArIOM 01 IM11 s0111M0 Y Ar IM{ two OI aILLIMM 7u24ONACI COMOITIOMs WY ower AT r,o" SMO YAY AAyy 0 OrMpl wp CMAM04 •, two Lo"TIOM NIrM rMm ftsual or rows. rMo OArA "414.160 If A ]IYKI�I(:A TION OF ACOµ coftoInOM1 (MCOuMT(em0. FILL SOILS SAND, fine grained, silty, light brown, loo 10.5 114.2 R dr 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, damp 3.0 120.7 R 10 15 0 25 K01 ' 35 SAMPLE TYPES C Rock Coro O8 Bulk Sample 5 Standard SplIt Spoon JO Jar Sample R Ring Sample NorCal Engineering SOLS AND GEOTECHNICAL CONSULTANTS DATE DRILLED: 5/28/97 EQUIPMENT USED: Backhoe GROUNDWATER LEVEL: Not Encountered LOG OF Thi #9 Project Number 6738-97 Appendix B NorCal Engineering June 6, 1997 Project Number 6738-97 TABLE MAXIMUM DENSITY TESTS (ASTM: D-1557-78) Optimum Maximum Dry ,SamRl Classification Moisture Density (bs./cu.ft.) T2 @ 2' SAND, fine grained 10.0 122.0 silty T5 @ 3' SAND, fine to medium 9.5 125.0 grained, silty Expansion Soil Tvoe Classification Ind= T2 @ 2' SAND, fine grained, silty 9 T5 @ 3' SAND, fine to medium grained, silty 4 Sample Sulfate (ppm) T2 @ 2' 25 T5 @ 3' 36 ppm: mg/kg NorCal Engineering zsDo 2000 ur " 71 JO 0 500 1000 1500 cucaw aw .... NOWAL STRESS (PSF) S.BORINfi BRING NUMBER(PCF) DEPTH (FEET) DE6REE5 (PSF) DR/ DENSITY MISTNIE CONTEXT (_) x 1 3 31 275 116.1 5.9 O 3 2.5 33 125 112.4 8.0 A 5 2.0 28 225 110.1 7.2 0 8 2.5 35 150 114.3 8.3 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 6738-97 1 DATE DIRECT SHEAR TEST RESULTS PLATE A -2 4 1( 0 ROTE: PATER ADDED AT NORMAL PRESSURE AT 1.0 KSF "N IT 0.1 0.5 1.0 5 10 20 4( NORMAL PRESSURE (KSF) SYe• BORING NIRdER �� (FEET) DRY D(EIPISCFTY MOISTURE CONTENT LIQUID PLASTICITY LIMIT INDEX X 2 10 112.0 6.9 0 3 7.5 --Tl 62 6.7 G 5 5 111.3 10.2 ❑ 6 15 122.6 1.9 COMPRESSION (FN) FIELD I DISIINR - NU W%ILK Au+Lu —�— REBOUND (R) SAMPLE REMOLDED AT 901 OF PRXIMIM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 6738-97 1 DATE CONSOLIDATION TEST RESULTS PTATE B