The URL can be used to link to this page

Home My WebLink AboutAppendix F - Geotechnical InvestigationGEOTECHNICAL INVESTIGATION Proposed Warehouse Building Development North of Slover Avenue at Business Drive Fontana, California Alere Property Group, LLC 100 Bayview Circle, Suite 310 Newport Beach, California 92660 Project Number 22373-21 March 3, 2021 N orCal Engineering NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10641 HUMBOL T STREET LOS ALAMITOS, CA 90720 (562)799-9469 FAX (562)799-9459 March 3, 2021 Alere Property Group, LLC 100 Bayview Circle, Suite 310 Newport Beach, California 92660 Attn: Clark Neuhoff Project Number 22373-21 RE: GEOTECHNICAL INVESTIGATION -Proposed Warehouse Building Development -Located North of Slover Avenue at Business Drive, in the City of Fontana, California Dear Mr. Neuhoff: Pursuant to your request, this firm has performed this Geotechnical Investigation for the above referenced project. The purpose of this investigation is to evaluate the geotechnical conditions of subject property and to provide recommendations for the proposed development. This geotechnical engineering report presents the findings of our study along with conclusions and recommendations for development. 1.0 STRUCTURAL CONSIDERATIONS 1 . 1 Proposed Development It is currently proposed to construct two new warehouse buildings totaling 362,8700 square feet on the 18.6 acres of land. Asphaltic and concrete pavement areas and landscaping will also be installed. Grading for the development is expected to include minor cut and fill procedures. 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. March 3, 2021 Page2 2.0 SITE DESCRIPTION Project Number 22373-21 2.1 Location: The property is located north of the intersection of Slover Avenue and Business Drive, in the City of Fontana, as shown on the Vicinity Map, Figure 1. A railroad easement borders along the north. 2.2 Existing Improvements: The site is occupied by metal industrial buildings and small office buildings located on the eastern portion of the site. The remainder of the site contains stored equipment and vehicles. Several steel columns with foundations extend to the west of the large metal building at the northeast corner of the site. Scattered columns with concrete foundations were noted throughout the site. The remainder of the site is covered with asphaltic and concrete pavement along with unpaved areas. 2.3 Drainage: The site topography is generally flat and drainage appears to be via sheetflow toward the south. 3.0 SEISMICITY EVALUATION The proposed development lies outside of any Alquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered unlikely. The following seismic design parameters are provided and are in accordance with the 2019 California Building Code (CBC) as determined using the ASCE 7 Hazard Tool (https:{/asce7hazardtool.online/) for the referenced project. Design map report from the website is included in Appendix A NorCal Engineering March 3, 2021 Page 3 Project Number 22373-21 Seismic Design Parameters Site Location Site Class Risk Category Maximum Spectral Response Acceleration Adjusted Maximum Acceleration Latitude 34.063778° Longitude -117.4511159830° D II Design Spectral Response Acceleration Parameters 1.724g 0.639g 1.724g 1.149g Use of these values is dependent on requirements of ASCE 7-16, 11-4.8, Exception 2 that requires the value of the seismic response coefficient Cs be determined by Equation 12.8.2 for values of T~ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either 12.8-3 for TL~T~1.5Ts or Equation 12.8-4 for T>TL. Computations and verification of these conditions is referred to the structural engineer. The Cucamonga Fault zone is located approximately 13 kilometers from the site and is capable of producing a Magnitude 7 earthquake and PGAM of 0.804g. 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. 4.0 LIQUEFACTION EVALUATION Based upon review of the San Bernardino County -Land Use Services, Geologic Hazard Maps website (http://cms.sbcounty.gov/lus/Planning/ZoningOverlayMaps/GeologicHazard Maps.aspx), Map FH29C, the site is not located in an area subject to liquefaction during a seismic event. In addition, due to the deep groundwater in the vicinity, liquefaction potential is considered very low. NorCal Engineering March 3, 2021 Page4 5.0 FIELD INVESTIGATION 5.1 Site Exploration Project Number 22373-21 The investigation consisted of the placement of twenty (20) subsurface exploratory borings by hollow-stem auger drill rig. Explorations extended to a maximum depth of 21 feet below current ground elevations and were placed at accessible locations throughout the site. Existing improvements and operations limited the placement of our borings. The explorations were visually classified and logged by a field engineer with locations of the borings shown on the attached Figure 2. Detailed descriptions of the subsurface conditions are listed on the logs in Appendix B. It should be noted that the transition from one soil type to another as shown on the boring logs is approximate and may in fact be a gradual transition. The soils encountered are described as follows: Fill Soils-Fill soils classifying as silty SAND with some gravel, small cobbles, asphalt and concrete pieces were encountered in the explorations to depths ranging from 1 to 4.5 feet. These soils were noted to be medium dense and damp. Native Soils -Native soils classifying as silty SAND with some gravel and occasional small cobbles were encountered beneath the upper fill soils. These soils were noted to be generally medium dense and damp. 5.2 Groundwater Groundwater was not encountered in any of our test excavations. Historic high groundwater in the vicinity has been recorded greater than 100 feet below grade at nearby wells, as given on the California Department of Water Resources database http://www.water.ca.gov/waterdatalibrary/. NorCal Engineering March 3, 2021 Page 5 6.0 LABORATORY TESTS Project Number 22373-21 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 relatively undisturbed ring samples were obtained by driving a thin-walled steel sampler lined with one-inch-long brass rings with an inside diameter of 2.42 inches into the undisturbed soils. Bulk bag samples were obtained in the upper soils for expansion index tests, corrosion tests, resistance value and maximum density tests. Wall loadings on the order of 4,000 lbs./lin.ft. and maximum compression loads on the order of 100 kips were utilized for testing and design purposes. All test results are included in Appendix C, unless otherwise noted. 6.1 Field moisture content (ASTM:D 2216-10) and the dry density of the ring samples were determined in the laboratory. This data is listed on the logs of explorations. 6.2 Maximum density tests (ASTM: D-1557-12) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. 6.3 Expansion index tests (ASTM: D-4829-11) 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 are discussed later in this report. 6.4 Direct shear tests (ASTM: D-3080-11) were performed on undisturbed and remolded samples of the subsurface soils. These tests were performed to determine parameters for the calculation of the allowable soil bearing capacity. The test is performed under saturated conditions at loads of 1,000 lbs./sq.ft., 2,000 lbs./sq.ft., and 3,000 lbs./sq.ft. with results shown on Plates A-C. NorCal Engineering March 3, 2021 Page 6 Project Number 22373-21 6.5 Consolidation tests (ASTM: D-2435-11) were performed on remolded 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 Plates D-F. 6.6 Soluble sulfate, pH, Resistivity and Chloride tests to determine potential corrosive effects of soils on concrete and metal structures were performed in the laboratory. Test results are given in Tables Ill -VI and are discussed later in this report. 6.7 Resistance 'R' Value tests (CA 301) were conducted on a representative soil sample to determine preliminary pavement section design for the proposed pavement areas. Test results are provided in Table VII and recommended pavement sections are provided later within the text of this report. 7.0 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 and grading will be safe from excessive settlements under the anticipated design loadings and conditions. The proposed grading and development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent land or structures. The following recommendations are based upon soil conditions encountered in our field investigation; these near-surface soil conditions could vary across the site. Variations in the soil conditions may not become evident until the commencement of grading operations for the proposed development and revised recommendations from the soils engineer may be necessary based upon the conditions encountered. NorCal Engineering March 3, 2021 Page 7 Project Number 22373-21 7.1 Site Grading Recommendations 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. Any vegetation and organic-laden soils shall be removed and hauled from proposed grading areas prior to and during the grading operations if encountered. Existing vegetation shall not be mixed or disced into the soils. Any removed soils may be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. Grading operations shall be performed in accordance with the attached Specifications for Placement of Compacted Fill. 7. 1.1 Removal and Recompaction Recommendations The upper existing fill soils (1 to 4.5 feet) shall be removed to competent native materials, the exposed surface scarified to a depth of 8 inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM: D-1557-12) prior to placement of any additional compacted fill soils, concrete slabs and pavement. The upper 12 inches of soils beneath building pad and concrete paving shall be compacted to a minimum of 95%. Grading shall extend a minimum of 5 horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater. 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. Adequate drainage away from the structures, pavement and slopes should be provided at all times. NorCal Engineering March 3, 2021 Page 8 Project Number 22373-21 It is likely that isolated areas of undiscovered fill not described in this report or materials disturbed during demolition operations will be encountered on site; if found, these areas should be treated as discussed earlier. A diligent search shall also be conducted during grading operations in an effort to uncover any underground structures, cesspools, septic tanks, irrigation or utility lines. If encountered, these structures and lines shall be either removed or properly abandoned prior to the proposed construction. Abandonment procedures will be provided once underground structures are encountered. If placement of slabs-on-grade and pavement is not performed immediately upon completion of grading operations, additional testing and grading of the areas may be necessary prior to continuation of construction operations. Likewise, if adverse weather conditions occur which may damage the subgrade soils, additional assessment by the soils engineer as to the suitability of the supporting soils may be needed. 7.1.2 Fill Blanket Recommendations Due to the potential for differential settlement of structures supported on both compacted fill and medium dense native soils, it is recommended that all foundations be underlain by a uniform compacted fill blanket at least 3 feet in thickness. The fill blanket shall extend a minimum of 5 horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater. Building floor slabs should be underlain by a minimum of 2 feet of compacted fill soils. NorCal Engineering March 3, 2021 Page 9 7.1.3 Shrinkage and Subsidence Project Number 22373-21 Results of our in-place density tests reveal that the soil shrinkage will be on the order of 6 to 8% due to excavation and recompaction, based upon the assumption that the fill is compacted to 92% of the maximum dry density per ASTM standards. Subsidence should be up to 0.08 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. Although these values are only approximate, they represent our best estimate of shrinkage values 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. 7.2 Temporary Excavations and Shoring Design Temporary unsurcharged excavations less than 4 feet in height may be excavated at vertical inclinations. Excavations over 4 feet in height in the existing site materials may be trimmed at a 1 to 1 (horizontal to vertical) gradient for the entire height of the cut. 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 the soils engineer, CAL-OSHA and other public agencies having jurisdiction. NorCal Engineering March 3, 2021 Page 10 Project Number 22373-21 Temporary shoring design may utilize an active earth pressure of 25 pcf without any surcharge due to adjacent traffic, equipment or structures. The passive fluid pressures of 250 pcf may be doubled to 500 pcf for temporary design. 7.3 Foundation Design All foundations may be designed utilizing the following allowable soil bearing capacities for an embedded depth of 18 inches into approved compacted fill materials with the corresponding widths. Footings shall not traverse from compacted fill to native soils due to the potential for differential settlement of structures. Width (ft) 1.5 2.0 4.0 6.0 Allowable Soil Bearing Capacity (psf) Continuous Foundation 2200 2300 2700 3100 Isolated Foundation 2700 2800 3200 3600 Property line screen wall foundations where proper overexcavation and recompaction is not possible due to property line restrictions may be designed using a reduced allowable soil bearing capacity of 1,700 psf for foundation~ a minimum of 18 inches in depth and at least 8 inches into the underlying medium dense native soils. A one-third increase may be used when considering short-term loading from wind and seismic forces. Steel reinforcement may be necessary due to soil expansion or proposed loadings and shall be further evaluated by the project engineers and/or architect. A representative of this firm shall observe foundation excavations prior placement of steel reinforcement and concrete. NorCal Engineering March 3, 2021 Page 11 7.4 Settlement Analysis Project Number 22373-21 Resultant pressure curves for the consolidation tests are shown on Plates D-F. Computations utilizing these curves and the recommended allowable soil bearing capacities reveal that the foundations will experience normal settlements on the order of ¾ inch and differential settlements of less than ¼inch. 7.5 Lateral Resistance The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the California 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 lbs./cu.ft. Maximum Passive Pressure= 2,500 lbs./cu.ft. The passive pressure recommendations are valid only for approved compacted fill soils or competent native ground. 7.6 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 backfill material placed behind the walls at various ground slopes above the walls. Surface Slope of Retained Materials (Horizontal to Vertical) Level 5 to 1 4 to 1 3 to 1 2 to 1 Equivalent Fluid Density (lb./cu.ft.) 30 35 38 40 45 NorCal Engineering March 3, 2021 Page 12 Project Number 22373-21 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. During a local Magnitude 7 earthquake along the Cucamonga fault zone, additional lateral pressures will occur along the back of retaining walls. The seismic-induced lateral soil pressure may be computed using a triangular pressure distribution with the maximum value at the top of the wall. The maximum lateral pressure of (20 pcf) H where H is the height of the retained soils above the wall footing should be used in final design of retaining walls. Sliding resistance values and passive fluid pressure values given in our previous report may be increased by 1/3 during short-term wind and seismic loading conditions. 7.7 Floor Slab Design Concrete floor slabs-on-grade shall be a minimum of 4 and 6 inches in thickness in office and warehouse areas, respectively, and may be placed upon fill soils compacted to a minimum of 95% relative compaction. Additional reinforcement requirements and an increase in thickness of the slabs-on-grade may be necessary based upon soils expansion potential and proposed loading conditions in the _structures and should be evaluated further by the project engineers and/or architect. NorCal Engineering March 3, 2021 Page 13 Project Number 22373-21 A vapor retarder should be utilized in areas which would be sensitive to the infiltration of moisture. This retarder shall meet requirements of ASTM E 96, Water Vapor Transmission of Materials and ASTM E 1745, Standard Specification for Water Vapor Retarders used in Contact with Soil or Granular Fill Under Concrete Slabs. The vapor retarder shall be installed in accordance with procedures stated in ASTM E 1643, Standard practice for Installation of Water Vapor Retarders used in Contact with Earth or Granular Fill Under Concrete Slabs. The moisture retarder may be placed directly upon compacted subgrade, although 1 to 2 inches of sand beneath the membrane is desirable. The subgrade upon which the retarder is placed shall be smooth and free of rocks, gravel or other protrusions which may damage the retarder. Use of sand above the retarder is under the purview of the structural engineer; if sand is used over the retarder, it should be placed in a dry condition. All concrete slab areas to receive floor coverings should be moisture tested to meet all manufacturer requirements prior to placement. 7.8 Expansive Soil The upper soils at the site are very low (Expansion Index = 0-20) in expansion potential. Sites with expansive soils (Expansion Index >20) require special attention during project design and maintenance. The attached Expansive Soil Guidelines should be reviewed by the engineers, architects, owner, maintenance personnel and other interested parties and considered during the design of the project and future property maintenance. NorCal Engineering March 3, 2021 Page 14 7.9 Utility Trench and Excavation Backfill Project Number 22373-21 Trenches from installation of utility lines and other excavations may be backfilled with on-site soils or approved imported soils compacted to a minimum of 90% relative compaction. All utility lines shall be properly bedded and shaded with clean sand having a sand equivalency rating of 30 or more. This material shall be thoroughly water jetted around the pipe structure prior to placement of compacted backfill soils. 7.10 Corrosion Design Criteria Representative samples of the surficial soils revealed negligible sulfate concentrations and no special concrete design recommendations are deemed necessary at this time. It is recommended that additional sulfate tests be performed at the completion of rough grading to assure that the as graded conditions are consistent with the recommendations stated in this design. Sulfate test results may be found on the attached Table Ill. Tests were also conducted on a random representative sample of soils to determine the potential corrosive effects on buried metallic structures. Tests for pH, resistivity and chloride are included on Tables IV -VI. Soil pH indicates a slightly acidic condition. Resistivity is representative of slightly corrosive soils and metallic structures should be protected as necessary. Chloride content measured 171 ppm. A corrosion engineer may be consulted regarding protection of buried metallic piping. NorCal Engineering March 3, 2021 Page 15 7.11 Preliminary Pavement Design Project Number 22373-21 The table below provides a preliminary pavement design based upon a design R-Value of 50 for the proposed pavement areas. Final pavement design should be based on R-Value testing of the subgrade soils near the conclusion of rough grading to assure that the as-graded conditions are consistent with those used in this preliminary design. On-Site Flexible (Asphaltic) Pavement Section Design Type of Traffic Auto Parking/Circulation Truck Traffic Index 5.0 7.0 Inches Asphalt 3.0 3.5 Inches Base 3.0 6.0 Subgrade soils to receive base material shall be compacted to a minimum of 90% relative compaction; base material shall be compacted to at least 95%. Any concrete slab-on-grade in pavement areas shall be a minimum of 6 inches in thickness and may be placed on subgrade soils compacted to at least 95% relative compaction. An increase in slab thickness and placement of steel reinforcement due to loading conditions and soil expansion may be necessary and should be reviewed by the structural engineer. The above recommendations are based upon estimated traffic loadings. Client should submit anticipated traffic loadings for the pavement areas to the soils engineer, when available, so that pavement sections may be reviewed to determine adequacy to support the proposed loadings. NorCal Engineering March 3, 2021 Page16 8.0 INFILTRATION TESTING Project Number 22373-21 A truck mounted hollow stem auger was used to excavate the exploratory borings B-1 to B-4 for testing in order to establish general infiltration rates for the proposed stormwater retention/infiltration system. The borings consisted of 8-inch diameter test holes. A 3-inch diameter perforated PVC casing with solid end cap was installed in the borings and then surrounded with gravel materials to prevent caving. The infiltration holes were carefully filled with clean water and refilled after two initial readings. Based upon the initial rapid rates of infiltration at each location, test measurements were measured at 10-minute maximum intervals immediately thereafter. Measurements were obtained by using an electronic tape measure with 1/16-inch divisions and timed with a stopwatch. 8.1 Discussion of Results Based upon the results of our testing, the underlying soils exhibit favorable infiltration rates at depths of 6 to 10 feet. The infiltration field data and test calculations are attached in Appendix D. The following table provides our test results for each test: Test No. Depth (feet bgs) Soil Type Infiltration Rate B-1 11 silty SAND 14.6 in/hr B-2 13 silty SAND 13.4 in/hr B-3 15 silty SAND 9.5 in/hr B-4 13 silty SAND 17.0 in/hr The test holes did not encounter any adverse condition such as severe caving or siltation. NorCal Engineering March 3, 2021 Page 17 Project Number 22373-21 Based upon our field test results, the final design rates may be computed using a safety factor of 2.0 for the proposed infiltration system at the test depth in each location. The system should be located a minimum of 10 feet away from structures. The test results are representative of the soils encountered in our exploratory borings. Groundwater deeper than 50 feet will not adversely affect the function of the system. The use of an on-site disposal system appears to be geotechnically feasible for future development provided the low infiltration rates as give are used in the design. All systems must meet the California Regional Water Quality Control Board (CRWQCB) requirements. The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations. 9.0 CLOSURE 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 (72 hours for review required) 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. NorCal Engineering March 3, 2021 Page 18 Project Number 22373-21 A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and soil 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. This 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 NORCAL ENGINEE Keith D. Tucker Project Engineer R.G.E. 841 NorCal Engineering Mark A. Burkholder Project Manager March 3, 2021 Page 19 Project Number 22373-21 SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Excavation 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-1557-12). In any area where a transition between fill and native soil or between bedrock and soil are encountered, additional excavation beneath foundations and slabs will be necessary in order to provide uniform support and avoid differential settlement of the structure. Verification of elevations during grading operations will be the responsibility of the owner or his designated representative. 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 72 hours prior to importation of site. Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not excess of six inches in thickness. Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall be brought to within 2% 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-1557-12) 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 to a minimum of one test for every 500 cubic yards placed and/or for every 2 feet of compacted fill placed. • 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 areas. 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. NorCal Engineering March 3, 2021 Page 20 Grading Observations Project Number 22373-21 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; approve 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 perform 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 March 3, 2021 Page 21 Project Number 22373-21 EXPANSIVE SOIL GUIDELINES The following expansive soil guidelines are provided for your project. The intent of these guidelines is to inform you, the client, of the importance of proper design and maintenance of projects supported on expansive soils. You, as the owner or other interested party, should be warned that you have a duty to provide the information contained in the soil report including these guidelines to your design engineers, architects, landscapers and other design parties in order to enable them to provide a design that takes into consideration expansive soils. In addition, you should provide the soil report with these guidelines to any property manager, lessee, property purchaser or other interested party that will have or assume the responsibility of maintaining the development in the future. Expansive soils are fine-grained silts and clays which are subject to swelling and contracting. The amount of this swelling and contracting is subject to the amount of fine-grained clay materials present in the soils and the amount of moisture either introduced or extracted from the soils. Expansive soils are divided into five categories ranging from "very low" to "very high". Expansion indices are assigned to each classification and are included in the laboratory testing section of this report. If the expansion index of the soils on your site, as stated in this report, is 21 or higher, you have expansive soils. The classifications of expansive soils are as follows: Classification of Expansive Soil* Expansion Index Potential Expansion 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Above 130 Very High *From Table 18A-I-B of California Building Code (1988) When expansive soils are compacted during site grading operations, care is taken to place the materials at or slightly above optimum moisture levels and perform proper compaction operations. Any subsequent excessive wetting and/or drying of expansive soils will cause the soil materials to expand and/or contract. These actions are likely to cause distress of foundations, structures, slabs-on-grade, sidewalks and pavement over the life of the structure. It is therefore imperative that even after construction of improvements, the moisture contents are maintained at relatively constant levels, allowing neither excessive wetting or drying of soils. NorCal Engineering March 3, 2021 Page 22 Project Number 22373-21 Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both interior and exterior. Slabs may lift at construction joints producing a trip hazard or may crack from the pressure of soil expansion. Wet clays in foundation areas may result in lifting of the structure causing difficulty in the opening and closing of doors and windows, as well as cracking in exterior and interior wall surfaces. In extreme wetting of soils to depth, settlement of the structure may eventually result. Excessive wetting of soils in landscape areas adjacent to concrete or asphaltic pavement areas may also result in expansion of soils beneath pavement and resultant distress to the pavement surface. Excessive drying of expansive soils is initially evidenced by cracking in the surface of the soils due to contraction. Settlement of structures and on-grade slabs may also eventually result along with problems in the operation of doors and windows. Projects located in areas of expansive clay soils will be subject to more movement and "hairline" cracking of walls and slabs than similar projects situated on non-expansive sandy soils. There are, however, measures that developers and property owners may take to reduce the amount of movement over the life the development. The following guidelines are provided to assist you in both design and maintenance of projects on expansive soils: • Drainage away from structures and pavement is essential to prevent excessive wetting of expansive soils. Grades of at least 3% should be designed and maintained to allow flow of irrigation and rain water to approved drainage devices or to the street. Any "ponding" of water adjacent to buildings, slabs and pavement after rains is evidence of poor drainage; the installation of drainage devices or regrading of the area may be required to assure proper drainage. Installation of rain gutters is also recommended to control the introduction of moisture next to buildings. Gutters should discharge into a drainage device or onto pavement which drains to roadways. • Irrigation should be strictly controlled around building foundations, slabs and pavement and may need to be adjusted depending upon season. This control is essential to maintain a relatively uniform moisture content in the expansive soils and to prevent swelling and contracting. Over-watering adjacent to improvements may result in damage to those improvements. NorCal Engineering makes no specific recommendations regarding landscape irrigation schedules. NorCal Engineering March 3, 2021 Page 23 Project Number 22373-21 • Planting schemes for landscaping around structures and pavement should be analyzed carefully. Plants (including sod) requiring high amounts of water may result in excessive wetting of soils. Trees and large shrubs may actually extract moisture from the expansive soils, thus causing contraction of the fine-grained soils. • Thickened edges on exterior slabs will assist in keeping excessive moisture from entering directly beneath the concrete. A six-inch thick or greater deepened edge on slabs may be considered. Underlying interior and exterior slabs with 6 to 12 inches or more of non-expansive soils and providing presaturation of the underlying clayey soils as recommended in the soil report will improve the overall performance of on-grade slabs. • Increase the amount of steel reinforcing in concrete slabs, foundations and other structures to resist the forces of expansive soils. The precise amount of reinforcing should be determined by the appropriate design engineers and/or architects. • Recommendations of the soil report should always be followed in the development of the project. Any recommendations regarding presaturation of the upper subgrade soils in slab areas should be performed in the field and verified by the Soil Engineer. NorCal Engineering NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS VICINITY MAP P&C.JECT 22373-21 I DATE 3/2021 FIGURE 1 CAUTION: IF THIS SHEET IS NOT 3O"X42", IT IS A REDUCED PRIN1 I : $- 1 I -2 I I I 0 100' SCALE Conceptual Site Plan I • I • I i NorCal Engineering SOILS AND GEOTECHNICAL CONSULT ANTS PROJECT 22373-21 DATE 3/2021 I I I I I I I GEOTECJ:INICAL MAP FIGURE 2 March 3, 2021 Project Number 22373-21 APPENDICES (In order of appearance) Appendix A-Seismic Design Appendix B -Logs of Test Explorations *Log of Test Borings B-1 to B-20 Appendix C -Laboratory Analysis *Table I -Maximum Dry Density Tests *Table II -Expansion Index Tests *Table Ill -Sulfate Tests *Table IV -pH Tests *Table V -Resistivity Tests *Table VI -Chloride Tests *Table VII -Resistance 'R' Value Tests *Plates A-C -Direct Shear Tests *Plates D-F -Consolidation Tests Appendix D -Infiltration Test Data NorCal Engineering March 3, 2021 Project Number 22373-21 APPENDIX A NorCal Engineering ASCE. AMEHIC'.AN SOCIBY OF CIVIL ENGINEE!IS Address: No Address at This Location https://asce 7hazardlool.onllnel ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Stiff Soil 1.mon,l Page 1 of 3 Elevation: 994.54 ft (NAVO 88) Latitude: 34.063778 Longitude: -117.511159 --onf.ano- .. -J i • .r Mon Mar 01 2021 . ,.,_ ASCE. AMEii i CAN SOCIETY Of CML ENGINE81S Seismic Site Soil Class: Results: Ss : S1 Fa : Fv : SMs SM1 D -Stiff Soil 1.724 0.639 1 N/A 1.724 N/A So1 N/A TL : 12 PGA: 0.731 PGAM: 0.804 FPGA 1.1 le 1 Sos 1.149 Cv: 1.445 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Mar 01 2021 Date Source: USGS Seismic Design Maps https:/lasce7hazardtool.online/ Page 2 of 3 Mon Mar 01 2021 ASCE. AMERICAN SOCIETY OF al/IL ENGINE81S The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.onllne/ Page 3 of 3 Mon Mar 01 2021 March 3, 2021 Project Number 22373-21 APPENDIX B NorCal Engineering MAJOR DIVISION GRAPHIC LETTER TYPICAL DESCRIPTIONS RVMRnl i:lYfJIROI C Cr WELL-GRADED GRAVELS, GRAVEL. oOo GW CLEAN GRAVELS SAND MIXTURES, LITTLE OR NO FINES GRAVEL ~c AND (LITTLE OR NO • GRAVELLY FINES) • POORLY-GRADED GRAVELS, SOILS ·•· GP GRAVEL-SAND MIXTURES, LITTLE COARSE .... ORNO FINES GRAINED III SOILS MORE THAN • SIL1Y GRAVELS, GRAVEL-SAND-GRAVELS • GM 50%OF WITH FINES • SILT MIXTURES COARSE FRACTION (APPRECIABLE i~ ~ BEIAlb!E;O ON AMOUNT OF GC CLAYEY GRAVELS, GRAVEL-SAND- NO. 4S1EVE FINESI ~ CLAY MIXTURES ~~---~,-:., •rl'•J-•rl' WELL-GRADED SANDS, GRAVELLY ~· ....... SW SANDS, LITTLE OR NO FINES SAND CLEAN SAND •rl'•J-•rl' ~·--~--~':.' ANO (LITTLE OR NO •:: ..... •: .· SANDY FINES) }::/:::}\:: POORLY-GRADED SANDS, GRAVEL• MORE THAN SOILS SP LY SANDS, LITTLE OR NO FINES 50%OF MATERIAL ISLAB~fiB • t, ... THAN NO. MORE THAN . .. SIL TY SANDS, SAND-Sil T . . . SM 200 SIEVE 50%OF SANDS WITH . . . MIXTURES SIZE COARSE FINE . . . . FRACTION (APPRECIABLE ~ .. _;, EASSltllt2 ON AMOUNT OF 0. .. CLAYEY SANOS, SAND-CLAY NO.4 SIEVE FINES) • .. %. SC MIXTURES INORGANIC SIL TS AND VERY FINE ML SANDS, ROCK FLOUR, SIL TY OR CLAYEY FINE SANDS OR CLAYEY Sil TS WITH SLIGHT PLASTICITY ~~~ INORGANIC CLAYS OF LOW TO FINE SILTS LIQUID LIMIT ~ CL MEDIUM PLASTICITY, GRAVELLY GRAINED AND I i:~~THAl\lnn CLAYS, SANDY CLAYS, SILTY SOILS CLAYS CLAYS. LEAN CLAYS ~ --. ---ORGANIC Sil TS AN_D ORGANIC """""" --.. Ol SILTY CLAYS OF LOW PLASTICITY ---i,.. --• --- MH INORGANIC SIL TS, MICACEOUS OR DIATOMACEOUS FINE SAND OR MORE THAN SILTY SOILS 50%OF ~ MATERIAL SILTS LIQUID LIMIT CH INORGANIC CLAYS OF HIGH IS §M8LLEB AND !:2BEAifiB THAN PLASTICITY, FAT CLAYS THAN NO. CIJ.YS 50 200SIEVE v,.·.,..,.·.,..,·. SIZE ;,,., ,., ,.,. ORGANIC CLAYS OF MEDIUM TO "ol"'/ol"'//,' OH ~"'1"'1-" HIGH PLASTICITY, ORGANIC SIL TS ~-~'- ..r.~----·~ ...... PEAT, HUMUS, SWAMP SOILS WITH HIGHLY ORGANIC SOILS ~ PT HIGH ORGANIC CONTENTS ~ NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS UNIFIED SOIL CLASSIFICATION SYSTEM NorCal Engineering KEY: ■ Indicates 2.5-inch Inside Diameter. Ring Sample. [81 Indicates 2-inch OD Split Spoon Sample (SPT). fSI Indicates Shelby Tube Sample. [I] Indicates No Recovery. I] Indicates SPT with 140# Hammer 30 in. Drop. EI Indicates Bulk Sample. ~ Indicates Small Bag Sample. [I Indicates Non-Standard III Indicates Core Run. COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 in Cobbles 3 in to 12 in Gravel 3 in to No 4 (4.5mm ) Coarse gravel 3 in to 3/4 in Fine gravel 3f4 In to No 4 ( 4,5mm ) Sand No. 4 ( 4.5mm ) to No. 200 ( 0.074mm ) Coarse sand No. 4 ( 4.5 mm ) to No. 10 ( 2.0 mm) Medium sand No. 10 ( 2.0 mm) lo No. 40 ( 0.42 mm) Fine sand No. 40 ( 0.42 mm ) to No. 200 ( 0.074 mm) Silt and Clav Smaller than No. 200 ( 0.074 mm) COMPONENT PROPORTIONS DESCRIPTIVE TERMS RANGE OF PROPORTION Trace 1 • 5% Few 5 -10% Little 10-20% Some 20-35% And 35 • 50% MOISTURE CONTENT DRY DAMP MOIST WET Absence of moisture, dusty, dry lo !he touch. Some perceptible moisture; below optimum No visible waler; near optimum moisture .content Visible free water, usually soil is below water table. RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE COHESIONLESS SOILS COHESIVE SOILS Density N ( blows/ft ) Consistency N (blows/ft ) Approximate Undrained Shear strength (psf) Very Loose 0 lo4 Very Soft 0 lo2 <250 Loose 4 to 10 Soft 2to4 250-500 Medium Dense 10 to 30 Medium Sllff 4108 500-1000 Dense 30 to50 Stiff 8 to 15 1000 • 2000 Very Dense over SO Very Stiff 15to30 2000-4000 Hard over30 >4000 NorCal Engineering E 0 " .c IJ ~ ·;: i Alere, LLC -Fontana Log of Boring B-1 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description 3-!l f! ~ Cl) ::, ~iii ., C. 0 C: -.. >--:::i II) cc: C mo ~ u:: ... Cl) ,-0 0 C '-5" Asphalt ------. ---"0 FILL SOILS ~ . e . "' t ~ Silty SAND with occasional gravel, small cobbles -. .. I . -. Brown, medium dense, damp -. .. . .. g NATURAL SOILS . . -. -5 ... ~ Silty SAND with gravel and occasional small cobbles . . . Brown, medium dense, damp -. ... . . . ,--.. -., ,-. . . . . ,-. - ,......10 . . --.. . . . . ,-: Boring completed at depth of 11' E1 2.7 ,- ,- ,- -15 - - - - -20 ,- ,- ,- ,- ---25 ,- ,- ,- - ---30 ,- - - - -35 NorCal Engineering 1 ;;e ~ .!! C 0 0 :! ::J € I 1/) ! ·;: i3 "' 0 ;:! ., CL :, 1/) Alere, LLC -Fontana Log of Boring B-2 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description ~ J!l ~ .?-~ 0 a, ::::, ~iii ., -a. 0 C -a, C >--:I Ill cc C a, I-mo ~ a, ii: ~ -0 (J 0 (.) -6" Asphalt --. -l FILL SOILS . . . -c !\Silty SAND with occasional gravel, small cobbles I .. 8 . Brown, medium dense, damp -. . C: ., . ... 0 NATURAL SOILS . -. "' -. . . ~ Silty SAND with gravel and occasional small cobbles -5 .. . . . Brown, medium dense, damp . -.. . . . . -.. . . . -. -.. . -. . . -10 .. . -. .. . . . -.. . . -~ Boring completed at depth of 13' 3.4 - -15 - - - - -20 -- r r ,-25 I- - ..... ..... ,_30 ..... ,-- r- -35 NorCal Engineering 2 .... I j .. C ~ ::, i! i VI ~ u !: ·;: u t,) 0 i a. ::, VI Alere, LLC -Fontana Log of Boring B-3 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description ~J!l ~ ~ ~ 0 Cl) :, i!'iii Ill..,. Q. 0 C: -a, C >, -:, u, cc: -= I I-mo ~ Cl) IL 0 >---0 (.J C 0 . 5.5" Asphalt ~ -. . . . . 'O FILL SOILS . e . s ,_ --.. C Silty SAND with occasional gravel, small cobbles . . -. § ~Brown, medium dense, damp / ,_ . . C ., . . 0 ,_ r .. . .. C NATURAL SOILS . .. ~ . . -. Silty SAND with gravel and occasional small cobbles >---5 C) . .. Brown, medium dense, damp . . ,-. --... .... . . . . . . . -. . -. ' -.. . . -10 ~-. . . . . --... -. . . . . . -. . -. . . . .... . . . . . . >-15 . Boring completed at depth of 15' B 8.2 .... - - ,_ ---20 ,_ ,_ .... ,_ -25 - - - - -30 ,_ ,_ ,_ .... ,_35 NorCal Engineering 3 Alere, LLC -Fontana Log of Boring B-4 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory {feet) ology Material Description ~J!! ~ ~ ';;'!. Cl> ::I ~in ., .... Q, 0 r: -GI C >, -::I 1/1 or: .E ~ t-111 0 ~ Cl> IL 0 ,-0 <) C 0 . -. , 3" Asphalt / .... --FILL SOILS -I -- ~ Silty SAND with occasional gravel, small cobbles . . .. I I -. Brown, medium dense, damp -., . . .. 0 NATURAL SOILS C: -. . ~ Silty SAND with gravel and occasional small cobbles -5 . -. (!) . Brown, medium dense, damp to moist -' ---. -. --. --. . . -. -. . .... . -. -. .... . -. . -. >--10 . . -. . . . . .... ----. . . .... . . . . .... El Boring completed at depth of 13' 11.1 .... --15 - .... .... - -20 - - - - >--25 .... .... \ .... .... >--30 - - .... - ,_35 NorCal Engineering 4 E 0 " .c ~ 1 ~ ::, I -!l ~ ·; 0 .,, 0 ,:! .. ... ::, U) Alere, LLC -Fontana Log of Boring B-5 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description ~ Jg ~ ~ ~ . Q) :::s ~iii ., .. C. 0 C ... GI C Ill C GI >, -:J cc ii: i ... mo ~ G) -0 (.) C 0 .. I'-..... 2" Asphalt / ... --. . " FILL SOILS . e -. -. t ... . - !\Silty SAND with occasional gravel, small cobbles . . . : :, / .. . -Brown, medium dense, damp ... . . . " . -.. 0 NATURAL SOILS --. . . C --~ ,_5 . . -Cl Silty SAND with gravel and occasional small cobbles Brown, medium dense, damp / -Boring completed at depth of 5' - - - -10 - - - - -15 ---- i-20 -- - - -25 - - - - -30 - --- -35 NorCal Engineering 5 E 0 u fJ ~ ·;; 'i ;,; :::, ! i rn ..c: u ~ ·;; 0 C) 0 .! ., c.. :, rn Alere, LLC -Fontana Log of Boring 8-6 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-~amples Laboratory (feet) Material Description ,: $ f ~ ~ ology . Cl) ::I ~iii .. .. C. 0 C -G> C >, -::I Ill cc C f I-mo ~ Cl) ii: 0 -o u C 0 <:: 6.5" Asphalt over 5" Base Material L--.'\_o, l .. -FILL SOILS L-. .. ~ . .... i !\Silty SAND with occasional gravel, small cobbles I . L-. . Brown, medium dense, damp -.. 0 NATURAL SOILS L-. . -C: .... ~ Silty SAND with gravel and occasional small cobbles -5 . Cl I . -Brown, medium dense, damp 6/7 3.2 99.6 L-. .. . . . ,_ . . . L-. . . . .. -~ .. . -10 . . ... I . -7/13 2.8 non ,_ . .. ,• . . ,_ -... . .. -I-. -. . . . I-. ,_ 15 . . . .. Fine grained, Silty SAND with occasional gravel I 10/14 14.4 no5.1 I-. . Brown, dense, moist .. . I-. . -. -.. ..... . . . . . . . : I-. .. . . . -20 Silty SAND with occasional gravel and small cobbles I . . -11/17 10.7 103.3 . -Brown, dense, moist / -Boring completed at depth of 21' - ..... 1-25 L- L- L- I- 1-30 ..... ..... L- - -35 NorCal Engineering 6 E 0 u .c u ~ I Alere, LLC -Fontana Log of Boring B-7 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description 31:.l!l ~ ~ ~ Cl) :l ~iii .. -Q. 0 C: -GI C ~ -:l II) cc .5 ~ mo ·s Cl) u. 0 -0 (J 5 0 0 -5.5" Asphalt -..... . . I FILL SOILS . . . -. . -C \ Silty SAND with occasional gravel, small cobbles I . . ~ . Brown, medium dense, damp -. .. ., I . 0 NATURAL SOILS 9/17 7.2 112.7 C -. ~ . \ Silty SAND with gravel and occasional small cobbles I -5 . . . Cl . . . . Brown, medium dense, damp . . . . . . -Slightly silty SAND with gravel and occasional small cobbles . I: ; I 13/15 12H . Brown, dense, damp 3.5 -. . . . . ..... . . . . . . . . ..... . . . I 14/19 2.9 ~ 12.( .. . . f.--10 Boring completed at depth of 1 0' ..... ..... .... - -15 - - - - i--20 ..... .... ..... ..... '-25 - ..... ..... ..... -30 - - - - -35 NorCal Engineering 7 E 8 .c " ~ 1 Alere, LLC -Fontana Log of Boring B-8 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description 3:: J!l :!! ~ ~ Q) :::s ~iii ., -Q. 0 C: -QI C >, -:::s u, ac: C a, I-mo ~ Cl) ii: § -0 (.J C 0 . .. r---..._ 2" Asphalt over 2" Base Material _./ '" . 1 FILL SOILS . . . . . i -.. Silty SAND with occasional gravel, small cobbles . . . . 8 -. . C ~ Brown, medium dense, damp ---.. . . . . g NATURAL SOILS . -~ I . .. :,: Silty SAND with gravel and occasional small cobbles 8/14 3.5 120.€ -5 . . Cl . Brown, medium dense, damp . . . --. . -. . .. . . . '" . I . . 8/12 4.7 116.1 . -,-. . . . t-10 . . . . . . I ,-. . . 10/22 3.6 H13A . . -•' . . . : ,-. Boring completed at depth of 12' ,- - -15 - - - - >-20 ,-. ,-. ,- ,- 1-25 ,- - - - -30 - - - - -35 NorCal Engineering 8 E 0 u s= ~ ·;;: ·1 i1i ::::, t I UI .J:: u {!!. :; 0 "' 0 ,:! .. a. :, UI Alere, LLC -Fontana Log of Boring 8-9 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-samples Laboratory (feet) ology Material Description 3= ,!! ~ >, ~ Cl) ::, -.. ~iii .. C. 0 C -.. C >, -:::i II) cc C ~ I-mo ~ Cl) ii: 0 ,-... 0 0 C 0 0 ~ 6" Asphalt over 6" Base Material oJ)' -~ . -. FILL SOILS . . -· ., I -. c \ Silty SAND with occasional gravel, small cobbles . I -. ... Brown, medium dense, damp . . GI . . 0 NATURAL SOILS C: -. ~ . . . Silty SAND with gravel and occasional small cobbles -5 Brown. medium dense, damp / -Boring completed at depth of 5' - ,-. - -10 ,- ,- ,- ,- ...... 15 ,- ,- ,- ,- -20 - ,- ,- - -25 - - I- ..... -30 - I- ,-. ,- -35 NorCal Engineering 9 ~ :::, E° I ell ,::; u ~ ·;;: 0 "' 0 .! .. c.. :, U) Alere, LLC -Fontana Log of Boring B-10 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description ;: $ ~ ~ ~ . Cl) :I ~iii ., .... C. 0 C -a, C >--:I Ill cc C Ill I-ID 0 ~ Cl) ii: ~ ,-Q 0 C 0 . .. r---... 4" Asphalt ,./ ... . .,, FILL SOILS . . S! -. .. -,,. i !\Silty SAND with occasional gravel, small cobbles -. ---· ::, I I . . -. 2 Brown, medium dense, damp 10/15 4.4 M 18.~ -. . -., . . -.. g NATURAL SOILS ,-.. . . -. ~ ,_5 -Cl Silty SAND with gravel and occasional small cobbles I -Brown, medium dense to dense, damp I -. -8/12 5.5 M 19.2 ,-.. . . -Increase in silt content with depth -. . . -. Silty SAND with gravel and occasional cobbles -. . -. . Brown, medium dense to dense, damp -.. -. --. ... . . -10 I . . . 11/17 4.7 ~ 17.2 -. . . . ,_ ... . . -. . . -. -. -. . - '• .. . ,__ 15 . . . I . . .. 16/23 6.2 118.1 ,-. . Boring completed at depth of 16' ,-. ,-. ,-. t--20 ,-.. ,-.. ,-.. - -25 f- ,-.. - - -30 - - - ,-.. -35 NorCal Engineering 10 E 0 u .ri. u ~ I i:i ::, i "' .c ~ =; 0 "' 0 ;:! .. "-:, "' Alere, LLC -Fontana Log of Boring B-11 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description := .I!? I!: ~ ~ . G) ::::, ~iii "' .. C. 0 C -G> C U) C G> >, -::::, cc u: g I-Ill o ~ G) -0 0 C u ~~' 6.5" Asphalt over 3" Base Material -.., FILL SOILS e . .. i I -. \ Silty SAND with occasional gravel, small cobbles I . . . 8 6/8 4.5 106.( -. .. C Brown, medium dense, damp . .. --0 NATURAL SOILS -C: -.. ~ \ Silty SAND with gravel and occasional small cobbles I -5 . . . Cl . . ... Brown, medium dense, damp I 7/11 2.7 104.( . t-. Slightly silty SAND with occasional gravel and small cobbles -. . . t-. . Brown, dense, damp . -. . . . t--.. -. -. . t-. . . . . . >--10 . -... I 22/25 3.2 n21.~ t-. . . . t-. . . . . -t-.. . . . . -t-. . . . -15 -. . .. Silty SAND with gravel, occasional cobbles I 8/20 6.0 ho5.c . . -. . Brown, dense, damp . . . -. . -.. --. . -. . . . . . -20 . .. I 11/17 5.9 h1H . . -Boring completed at depth of 21' - - - -25 - - - - -30 - t- t- t- ,__35 NorCal Engineering 11 Alere, LLC -Fontana Log of Boring B-12 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith- (feet) ology Material Description .-o ... ~ 2" Asphalt over 2" Base Material f-. . -i FILL SOILS - f-. .. $ Silty SAND with occasional gravel, small cobbles . . . C :, -... g Brown, medium dense, damp . -• ., -0 NATURAL SOILS -C -. --. ~ Silty SAND with gravel -. -5 . Cl --... Brown, medium dense, damp -. . -. . I--.. . I-. .. . -..... E 0 u .c u ii i ;,; :::, I ~ u ~ ~ 0 "' ~ ., g. ::r U) -10 .... ~ -- i-15 ---- i-20 .... .... .... f- 1--25 .... .... .... f- ,__30 f- .... .... .... ,_35 . . . . . . Boring completed at depth of 1 0' NorCal Engineering Samples Laboratory :=: !! ~ .a-,e . Q) ::i ~iii ., .. 0. 0 C -GI C >, -::i Ill cc C GI t-Ill o ~ Q) ii: g 0 C 0 _,, I I 4/5 5.2 99.6 I 5/7 5.1 102.~ I 10/16 4.7 111.1 12 Alere, LLC -Fontana Log of Boring B-13 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith- (feet) ology Material Description I--0 ~'=~ 1" Asphalt over 7" Base Material .... i FILL SOILS . . . -. . . .!! .... C Silty SAND with occasional gravel, small cobbles, asphalt, brick, concrete .. ~ . . pieces .... . ., .. 0 Brown, medium dense, damp .... -: . . C -~ ,__ 5 . .. Cl NATURAL SOILS . . -Slightly silty SAND with gravel and occasional small cobbles .... . -. -.... . Brown, medium dense, dry to damp Boring completed at depth of 6.5' - . - E 0 " .c " ~ ·;;; 'ij I ~ -10 - - - .... 1--15 .... .... .... .... -20 ---- ::::, .-25 l!? I U> .c " ~ ·;;; 0 "' 0 -.:! a, C. :, U> ---- -30 --- I- ,__35 NorCal Engineering Samples Laboratory 31:.l!l I!: ~ ~ . Q) :::J ~iii "' .. D. 0 C -G> C >, -:::J Ill cc C G> I-III o ~ Q) ii: ~ (J C 0 I 15/19 1.3 117.C ./ 13 Alere, LLC -Fontana Log of Boring B-14 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith- (feet) ology Material Description -o 5.5" Asphalt .... . . . . . i FILL SOILS -.. " !\Silty SAND with occasional gravel, small cobbles -. . E -. . -§ -Brown, medium dense, damp --. .. C ., . . 0 NATURAL SOILS -C . ~ . . -Silty SAND with gravel and occasional small cobbles -5 . . C) .. Brown, medium dense, damp to moist . ,-. -... -. . -. ---. -. -.. -· . . . -. -. ~ ::, !! l "' .c:: u ~ "> u "' 0 ..J :;; a. :, "' .. --10 Boring completed at depth of 1 O' ,- ,- ,- - -15 ,- ,-. - - -20 - - - - --25 ,_ ,-. ,- ,_ ,_._ 30 ,- - - - -35 NorCal Engineering Samples Laboratory 3: J!l ~ ~ ';!. Q) :::, ~iii ., ... Q, 0 C ... Cl> C >, -::s Ill cc C Cl> ... ID o ~ Q) LL C (.) C 0 0 - I I 617 8.4 ~09.~ I 10/13 6.4 110.2 14 Alere, LLC -Fontana Log of Boring 8-15 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description ~.!! f ~ ~ . Cl) :, ~iii ., .... Q. 0 C -a, C ,,, C a, ~ -:, cc ii: g mo ~ Cl) -0 (.) C 0 ... -6" Asphalt -,-"0 ~ :FILL SOILS i .. e I -. 1 -. Silty SAND with occasional gravel, small cobbles . 8/11 2.3 ~07 . .11 -. . Brown, medium dense, damp -. C . " . 0 NATURAL SOILS -.. C . . ~ . Silty SAND with gravel and occasional small cobbles -5 . ,..1 : -: C) . . . Brown, medium dense, damp I 7/4 6.9 ~ 13.S . --... . . . . -. . -,-. . ' . -. -. . . -. . -10 -. . -I . . 8/12 2.9 ~03.1 f-. . . . ... . . . . . . . -.. Fine grained, Silty SAND with gravel f-., Brown, dense, damp to moist .. -15 . . . Increase in grain size with depth I . . 11/16 18.1 100.~ -. -. . . . . -. -. . . -. . . . ---. . . E 0 " .c ~ -20 -. -I -. 13/16 15.1 108.i . -. -Boring completed at depth of 21' i -- - -25 - - - - -30 - ,- -- -35 NorCal Engineering 15 Cl) ~ ~ .., i:; N ~ 0 w ~ c.. ;;: Cl) 0 'C ., "' :, !!l (j .!i u: ~ ::, ~ I .c u ~ =; 0 Cl) 0 .! ., "' :, IJ) Alere, LLC -Fontana Log of Boring 8-16 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description :: ,!!! ~ ~ ,e 0 G) :::i ~iii ., .... C. 0 C -.. C: 1/1 C: .. >, -:::i cc ii: 8 I-fJJ 0 ~ G) -0 (.) C 0 . -6" Asphalt ----. -'0 FILL SOILS -i ----. " Silty SAND with occasional gravel, small cobbles :, --.. -, ~ ~Brown, medium dense, damp / --. ., -0 NATURAL SOILS ... C: -. ~ I -'• . -Silty SAND with gravel and occasional small cobbles 5n 2.3 108.f -5 -C) -. Brown, medium dense, damp . . --.. -.... --. ... . .... . I --' . 717 2.7 112.~ -: ·' .... .. -. ·: . ---10 - Boring completed at depth of 1 O' .... .... .... .... ---15 - .... .... - -20 - -- - -25 - - - - -30 - -- ~ ...... 35 NorCal Engineering 16 Alere, LLC -Fontana Log of Boring B-17 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description == .l!J ~ ~ ~ 0 Cl) ::::, ~iii ., ... Q. 0 C: .. a, C >, -::::, lb ac: -= ~ I-mo ~ Cl) IL 0 -0 0 a 0 0 <:: 5" Asphalt over 5" Base Material -.o:°,c 'O e FILL SOILS -.. -. c \ Silty SAND with occasional gravel, small cobbles I . . . .. ~ ,-. -. Brown, medium dense, damp -., ... g ,... . . . . NATURAL SOILS . . ~ Silty SAND with gravel and occasional small cobbles -5 . .. Brown, medium dense, damp / ,-. Boring completed at depth of 5' ,... ,-. ,-. t--10 ,... ,... - - -15 - .... .... - -20 - - - - -25 - .... .... - -30 .... .... .... .... ,-35 NorCal Engineering 17 <( U) ::, ! I U) .<: " ~ :; u "' 0 -t! .. Cl. ::, U) Alere, LLC -Fontana Log of Boring B-18 22373-21 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith-Samples Laboratory (feet) ology Material Description 3: $ I:: ~ ';;'< Q) :::, ~iii :l c 0. 0 C: ... >, -:::, II) cc C I I-ID o ·o Q) u: 0 -0 u 5 C u ( 1" Asphalt over 4" Base Material ..... ----.. -. FILL SOILS . . ) . .. !\Silty SAND with occasional gravel, small cobbles I -. C . . ::, -. 8 Brown, medium dense, damp -. ... C I ., . 0 NATURAL SOILS 5/7 5.4 104.£ . C -... l -5 . . -Silty SAND with gravel and occasional small cobbles . Brown, medium dense, damp . .. --. -. . I . . 6/7 4.3 107.8 . . . ,-. . . , . . -,-. .. . ,--... . .--10 . . . . ,-. . . . . . ,-I . 10/15 3.9 110.~ : ,- Boring completed at depth of 13' ,- -15 - - - - -20 - - - ,- .--25 .... ,- ,- .... -30 ... ... ... - -35 NorCal Engineering 18 "' .E "I .., .... .., "' ~ 0 w .., 0 a: IL :;;: "' 0 'C .. Q. ::, !!l 0 j ii: E 0 " .c ~ ·;: u I < f/l :::, ! I 0 f/l ~ ~ ·;: i:j "' 0 ,:! ., Q. ::, f/l Alere, LLC -Fontana 22373-21 Log of Boring B-19 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith- (feet) ology -o ,-.. -. . -. . . . --: . . -. . . . -5 -. . . -. -. . , . -. . -. .. -. . ,-. . -10 . - - ,- ,- t-15 ,- ,- ,- - -20 - - - - t-25 ,- t- ,- ,- t-30 - - - - -35 't> e .!! C § ., 0 C ~ (!) Material Description 1.5" Asphalt over 9" Base Material FILL SOILS Silty SAND with occasional gravel, small cobbles / • ___ s_r_ow_n,'-m_e_di_u_m_d_e_n_s_e-'-, _d_am.....,_p ________________ ...., NATURAL SOILS Silty SAND with gravel and occasional small cobbles Brown, medium dense to dense, damp Boring completed at depth of 10' NorCal Engineering Samples Laboratory :it Jg ~ ~ ~ Cl) :::, ~iii .. -Q. 0 C -GI C >, -:::, "' cc C GI I-mo ~ Cl) LL 'g (.) C u I 5/7 6.6 119.1 I 22/17 4.0 121 . .11 19 "' ~ ~ 0/ ... ... ... N N ~ u w .., 0 II: II. ,.. "' 0 "C ., Q. :, !!l c:.; .!? u:: E 0 " .c " !! ·;;: 'i < Ul :::, PI "' i 0 Ul .s:: " ., !:: ·;;: u "' 0 ;:! " Q. :, Ul Alere, LLC -Fontana 22373-21 Log of Boring B-20 Boring Location: Slover and Business, Fontana Date of Drilling: 2/15/2021 Groundwater Depth: None Encountered Drilling Method: Hollowstem Auger Hammer Weight: 140 lbs Drop: 30" Surface Elevation: Not Measured Depth Lith- (feet) ology -0 -... - - u I':! J!l C: :, 8 C: 0) Material Description 1.5" Asphalt over 5" Base Material FILL SOILS I'\ Silty SAND with occasional gravel / I \.,._B_r_ow_n"", m_e_di_u_m_d_e_n_s_e~, _da_m~p ________________ ...J -~ • i5 NATURAL SOILS C: - -5 Silty SAND with gravel and occasional small cobbles '--B_r_o_w_n-'-, _m_e_d_iu_m_de_n_s_e-'-,_d_a_m..,_p ________________ ......,/ -Boring completed at depth of 5' - - - -10 ---- -15 ---- -20 - - - - -25 - ,_ ,_ ,_ -30 ,_ ,_ ,_ .... -35 NorCal Engineering Samples Laboratory ~.l!l f ~ ~ a, ::J ~iii Ill .. C. 0 C -GI C >, -::I II) cc C Cll I-mo ~ a, u: ~ 0 C (.J 20 March 3, 2021 Project Number 22373-21 APPENDIX C NorCal Engineering March 3, 2021 Project Number 22373-21 TABLE I MAXIMUM DENSITY TESTS (ASTM: D-1557-12) Sample Classification Optimum Moisture B-15@ 2-4' silty SAND 9.5 TABLE II EXPANSION INDEX TESTS (ASTM: D-4829-11) Sample B-15@ 2-4' Sample B-15@ 1-2' Sample B-15@ 1-2' Classification silty SAND TABLE Ill SOLUBLE SULFATE TESTS (CT 417) TABLE IV pH TESTS NorCal Engineering Maximum Dry Density (lbs./cu.ft.) 122.0 Expansion Index 00 Sulfate Concentration (%) 0.0013 mi 6.8 March 3, 2021 Sample 8-15@1-2' Sample 8-15@ 1-2' Sample 8-1 @ 1-2' Project Number 22373-21 TABLE VI CHLORIDE TESTS (CT 422)) TABLE VI RESISTIVITY TESTS (CT 643) TABLE VII RESISTANCE 'R' VALUE TESTS (CA 301)) NorCal Engineering Concentration (ppm) 171 Resistivity (ohm-cm) 9666 'R' Value 64 Sample No. B6@5' Sample Type: Undisturbed/Saturated 3000 Soil Description: silty Sand 2500 • I 2 3 Normal Stress (psi) 1000 2000 3000 ,i' 2000 Peak Stress (psi) 628 1226 1771 E: -3 ksf ~ ----~ ~ 1500 --Displacement (in.) 0.225 0.225 0.225 V Residual Stress (psi) 628 1213 1759 1 -2 ksl Ul 1000 ,I --Displacement (in.) 0.250 0.250 0.250 Ir ~ In Situ Dry Density (pct) 99.6 99.6 99.6 -1 ksf In Situ Water Content (%) 3.2 3.2 3.2 500 vr Saturated Water Content (%) 25.3 25.3 25.3 I 0 Strain Rate (in/min) 0,020 0.020 0.020 0.0 2.0 40 6.0 8.0 10.0 12.0 Axial Strain(%) 4000 ♦ Peak Stress 3500 • Residual Stress I 3000 - .;::--2500 -11' C. ~ -~ 11' ,:::; 11' ,..,. Cl) 2000 ... ,.v -(/) ,ff' ... ""II" lV A"' Cl) .c: 1500 A (/) ; .,,, ~ ... I ~' 1000 V / .,,.,.. .,.. H' 0 (Degree) C (psf) / 500 .,, .,,v Peak Stress 29 70 ,,, / Residual Stress 29 70 0 -' ' . 0 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (psf) NorCal Engineering DIRECT SHEAR TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D3080 Alere LLC Plate A PROJECT NUMBER: 22373-21 DATE: 3/1/2021 Sample No. B12@7.5' Sample Type: Undisturbed/Saturated 3000 Soil Description: slightly silty Sand 2500 I 2 3 .,,,----'). ,,_, Normal Stress (psf) 1000 2000 3000 '; 2000 / Peak Stress (psf) 660 1356 2208 .!!, ~ ~ I Displacement (in.) 0.150 0,175 0.150 .!: 1500 _I <ll 2 ksf Residual Stress (psf) 636 1308 2064 ] -_...I Displacement (in.) 0.250 0.250 0.250 "' 1000 '/ In Situ Dry Density (pcf) 111.1 111.1 111.1 1 ksf In Situ Water Content (%) 4.7 4.7 4.7 500 V Saturated Water Content (%) 17.0 17.0 17.0 Strain Rate (in/min) 0,020 0.020 0.020 0 00 2.0 4.0 6.0 80 10,0 12.0 Axial Strain (%) 4000 ♦ Peak Stress 3500 ■ Residual Stress I 3000 / i;::--2500 ..,, ,n / C. ./ -/ ,n ..,, ,n Q) 2000 ,., ... -f/J V ... / ca V Q) ,,. ~ 1500 f/J / / V 1000 V V / ,, Al 0 (Degree) C (psf) 500 -V / V Peak Stress 34 0 .,, V Residual Stress 34 0 0 I/ ' ' ' ' I 0 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (psf) NorCal Engineering DIRECT SHEAR TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D3080 Alere LLC Plate B PROJECTNUMBER: 22373-21 DATE: 3/1/2021 Sample No. B15@2-4' Sample Type: Remolded/Saturated 3000 Soil Description: Silty Sand 2500 1 2 3 Normal Stress (psi) 1000 2000 3000 S°' 2000 3 ksf 1296 .!!, /v--Peak Stress (psi) 696 1944 ~ ~ Displacement (in) 0.125 0.175 0.250 ! 1500 I Residual Stress (psi) 672 1296 1944 1 v--2 ksf Displacement (in.) 0.250 0.250 0,250 111 1000 'I, In Situ Dry Density (pcf) 113.3 113.3 1133 1 ksf In Situ Water Content (%) 9.6 9.6 96 500 1/ Saturated Water Content (%) 17.1 17.1 17 1 Strain Rate (in/min) 0.020 0.020 0,020 a a.a 2.0 4,0 60 80 10.0 12.0 Axial Strain (%) 4000 ♦ Peak Stress 3500 • Residual Stress 3000 - c;:--2500 ,.,, u, _.i,o' C. .,,, -.,,,. in / in (I) 2000 l/1 .. ,., -u, I/ .. i,r n, V (I) ~ 1500 u, / ,, ,,. .,, 1000 -_.I' ;' .A "' i.<11 0 (Degree) C (psf) 500 ., ,, ~ ...,r Peak Stress 31 60 19" .,;; Residual Stress 32 30 0 1/ I I I ' 0 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (psf) NorCal Engineering DIRECT SHEAR TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTMD3080 Alere LLC Plate C PROJECTNUMBER: 22373-21 DATE: 3/1/2021 Vertical Pressure Consolidation Sample No. B6 Depth 10' Date 3/1/2021 (kips/sq.ft.) Sample Height (inches) (percent) 1.02 -- 1.01 ■ In-Situ Moisture Content ----0 Saturated -0.125 1.0000 0.0 --1.00 - 0.25 0.9985 0.2 I 0.5 0.9960 0.4 0,99 I 0.9925 0.8 I 0.9870 1.3 "O 0.98 2 0.9800 2.0 ~ -~ 0.97 4 0.9725 2.8 I. --= --~ 8 0.9620 3.8--; --- 0.25 0.9695 3.1 OO 0.96 0.95 0.94 w 0.93 Q) Date Tested: 2/25/2021 .r: u C: Sample: B6 '=-0.92 :E Depth: 10' Cl ai 0,91 ::c Q) a. E 0.90 I Ill en 0.89 0.88 0.87 0.86 I 0.85 0.84 silty Sand 0.83 Dry Density: 107.6 pcf Initial Moisture Content: 2.8 % 0.82 Saturated Moisture Content: 19.1 % Saturated at 1 kip/sq.ft. 0.81 0.1 1 10 Vertical Pressure (kips/sq.ft.) NorCal Engineering CONSOLIDATION TEST SOILS AND GEOTECHNICAL CONSULT ANTS ASTM D2435 Alere LLC Plate D PROJECTNUMBER: 22373-21 DA TE: 3/1/2021 Vertical Pressure Sample Height (inches) Consolidation Sample No. B11 Depth 15' Date 3/1/2021 (kips/sq.ft.) (percent) 1.02 ' --■ In-Situ Moisture Content -1.01 ---0 Saturated -0.125 1.0000 0.0 --1-00 - 0.25 0.9990 0.1 0.5 0.9980 0.2 0.99 1 0.9955 0.4 - 1 0.9920 0.8 "0 0.98 I -2 0.9880 1.2 ~ .... ~ 0.97 4 0.9830 1.7 J. = 8 0.9750 2.5 .... ~ 0.25 0.9810 1.9 00 0,96 0.95 0,94 U) Q) 0,93 Date Tested: 2/25/2021 .c (.) :$ Sample: 811 0.92 .E Depth: 15' Cl 'iii 0.91 I Q) i5. E 0.90 ro en 0.89 0.88 0.87 0.86 0.85 0.84 silty Sand 0.83 Dry Density: 105.0 pcf Initial Moisture Content: 6.0 % 0.82 Saturated Moisture Content: 21.2 % Saturated at 1 kip/sq.ft. 0.81 0.1 1 10 Vertical Pressure (kips/sq.ft.) NorCal Engineering CONSOLIDATION TEST SOILS AND GEOTECHNICAL CONSULT ANTS ASTM D2435 Alere LLC Plate E PROJECT NUMBER: 22373-21 DATE: 3/1/2021 Vertical Pressure Sample Height (inches) Consolidation Sample No. B18 Depth 12' Date 3/1/2021 (kips/sq.ft.) (percent) 1.02 -- 1.01 ■ In-Situ Moisture Content ----0 Saturated -0.125 1.0000 0.0 --1.00 - 0.25 0.9985 0.2 0.5 0.9960 0.4 0,99 1 0.9925 0.8 1 0.9870 1.3 '0 0,98 2 0.9800 2.0 ~ .... = 0.97 4 0.9725 2.8 I. = ~ 8 0.9620 3.8 ~ -,--- 0.25 0.9666 3.3 OO 0.96 0.95 0.94 -;;, Q) 0.93 Date Tested: 2/25/2021 .c 0 Sample: B18 §, 0,92 .E Depth: 12' Cl ·a3 I 0.91 Q) a. E 0.90 ro en 0,89 0.88 0.87 0.86 0.85 0.84 0.83 silty Sand Dry D~sity: 110.9 pcf Initial Moisture Content: 3.9 % 0.82 Saturated Moisture Content: 18.9 % Saturated at I kip/sq.ft. 0.81 0.1 1 10 Vertical Pressure (kips/sq.ft.) NorCal Engineering CONSOLIDATION TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D2435 AlereLLC Plate F PROJECT NUMBER: 223 73-21 DA TE: 3/1/2021 March 3, 2021 Project Number 22373-21 APPENDIX D NorCal Engineering SC>lLS A.t-.JC> GEC>TEC-:;I-INlC::AL C::C>N'SLIL:C-.A.r•-.rrs Client: Alere Property Group, LLC Project No.: 22373-21 Test Hole: B-1 Depth of Test Hole: 11' Diameter of Test Hole: 8" Date Excavated: 2/15/2021 TRIAL TIME NO. 8:27 1 8:53 8:53 2 9:20 TIME Tl 9:20 10 9:30 9:30 10 9:40 9:40 10 9:50 9:50 10 10:00 10:00 10 10:10 10:10 10 10:20 10:20 10 10:30 10:30 10 10:40 10:40 10 10:50 10:50 10 11:00 Tl -Time Interval (min) H2 -Final Water Level (in) PERCOLATION TEST DATA Tested By: D.L. Date Tested: 2/15/2021 Caving: Notes: Strata Peculiarities: Sandy Soil Criteria Test Tl 26 27 TE 10 20 30 40 50 60 70 80 90 100 Hl 0.0 0.0 __ Soil Criteria Hl 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 86.0 115.0 TE -Total Elapsed Time (min) D -Change in HzO Level (in) H2 D 132.0 132.0 132.0 132.0 H2 D 112.5 112.5 108.0 108.0 100.5 100.5 92.0 92.0 90.5 90.5 89.0 89.0 87.5 87.5 86.0 86.0 115.0 29.0 124.0 9.0 Hl -Initial Water Level s=1r_s Ar-.JI:> GEC>TEC.~I-'l'.NlC::AL c::=r--:rsucr.A~,s Client: Alere Property Group, LLC Project No.: 22373-21 Test Hole: B-2 Depth of Test Hole: 13' Diameter of Test Hole: 8" Date Excavated: 2/15/2021 TRIAL TIME NO. 9:29 1 9:49 9:49 2 10:16 TIME T1 10:16 10 10:26 10:26 10 10:36 10:36 10 10:46 10:46 10 10:56 10:56 10 11:06 11:06 10 11:16 11:16 10 11:26 11:26 10 11:36 11:36 10 11:46 11:46 10 11:56 T1 -Time Interval (min) H2 -Final Water Level (in) PERCOLATION TEST DATA Tested By: D.L. Date Tested: 2/15/2021 Caving: Notes: Strata Peculiarities: Sandy Soil Criteria Test T1 20 27 TE 10 20 30 40 50 60 70 80 90 100 Hl 0.0 0.0 __ Soil Criteria Hl 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 114.0 139.0 TE -Total Elapsed Time (min) D -Change in H20 Level (in) H2 D 156.0 156.0 156.0 156.0 H2 D 134.0 134.0 128.0 128.0 127.0 127.0 124.0 124.0 123.0 123.0 122.0 122.0 119.0 119.0 114.0 114.0 139.0 25.0 147.0 8.0 Hl -Initial Water Level SC>lI-"> A~= GECYTEC:::I-Tt--JlCAL CC>t---lSLII.:rA.r--rrs Client: Alere Property Group, LLC Project No.: 22373-21 Test Hole: B-3 Depth of Test Hole: 15' Diameter of Test Hole: 8" Date Excavated: 2/15/2021 TRIAL TIME NO. 10:58 1 11:24 11:24 2 11:54 TIME T1 11:54 10 12:04 12:04 10 12:14 12:14 10 12:24 12:24 10 12:34 12:34 10 12:44 12:44 10 12:54 12:54 10 1:04 1:04 10 1:14 1:14 10 1:24 1:24 10 1:34 T1 -Time Interval (min) H2 -Final Water Level (in) PERCOLATION TEST DATA Tested By: D.L. Date Tested: 2/15/2021 Caving: Notes: Strata Peculiarities: Sandy Soil Criteria Test T1 26 30 TE 10 20 30 40 50 60 70 80 90 100 Hl 0.0 0.0 __ Soil Criteria Hl 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 96.0 129.0 TE -Total Elapsed Time (min) D -Change in H20 Level (in) H2 D 180.0 180.0 176.0 176.0 H2 D 121.0 121.0 117.0 117.0 110.0 110.0 106.0 106.0 103.0 103.0 99.5 99.5 96.0 96.0 96.0 96.0 129.0 33.0 146.0 17.0 Hl -Initial Water Level s=11_<; A.J:--J= GECYTEC::I-1.t:--JlCAL c=NSUL:rA.l'-ITS Client: Alere Property Group, LLC Project No.: 22373-21 Test Hole: B-4 Depth of Test Hole: 13' Diameter of Test Hole: 8" Date Excavated: 2/15/2021 TRIAL TIME NO. 10:06 1 10:35 10:35 2 11:05 TIME Tl 11:05 10 11:15 11:15 10 11:25 11:25 10 11:35 11:35 10 11:45 11:45 10 11:55 11:55 10 12:05 12:05 10 12:15 12:15 10 12:25 12:25 10 12:35 12:35 10 12:45 Tl -Time Interval (min) H2 -Final Water Level (in) PERCOLATION TEST DATA Tested By: D.L. Date Tested: 2/15/2021 Caving: Notes: Strata Peculiarities: Sandy Soil Criteria Test T1 29 30 TE 10 20 30 40 so 60 70 80 90 100 Hl 0.0 0.0 __ Soil Criteria Hl 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 84.0 124.0 TE -Total Elapsed Time (min) D -Change in H20 Level (in) H2 D 156.0 156.0 151.0 151.0 H2 D 98.0 98.0 96.0 96.0 95.5 95.5 93.0 93.0 91.0 91.0 89.0 89.0 85.0 85.0 84.0 84.0 124.0 40.0 147.0 23.0 Hl -Initial Water Level