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Home My WebLink About6801 Panama Lane - Soils Report - Winco Panama Ashe (2)Geotechnical Engineering Report Proposed WinCo Foods Store - Bakersfield Bakersfield, California November 7, 2012 Terracon Project No. 60125053 Prepared for: WinCo Foods Boise, Idaho Prepared by: Terracon Consultants, Inc. Irvine, California Responsive ■ Resourceful ■ Reliable TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................... i 1.0 INTRODUCTION ............................................................................................................... 1 2.0 PROJECT INFORMATION ............................................................................................... 1 2.1 Project Description ................................................................................................ 1 2.2 Site Location and Description ................................................................................ 2 3.0 SUBSURFACE CONDITIONS .......................................................................................... 2 3.1 Site Geology .......................................................................................................... 2 3.2 Typical Subsurface Profile ..................................................................................... 2 3.3 Groundwater .......................................................................................................... 3 3.4 Faulting and Estimated Ground Motions ............................................................... 3 3.5 Liquefaction Potential ............................................................................................ 4 3.6 Infiltration Test Results .......................................................................................... 5 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ....................................... 6 4.1 Geotechnical Considerations................................................................................. 6 4.2 Earthwork .............................................................................................................. 6 4.2.1 Site Preparation ......................................................................................... 7 4.2.2 Subgrade Preparation ................................................................................ 7 4.2.3 Fill Materials and Placement ...................................................................... 8 4.2.4 Compaction Requirements ........................................................................ 8 4.2.5 Grading and Drainage ............................................................................... 9 4.2.6 Exterior Slab Design and Construction ...................................................... 9 4.2.7 Corrosion Potential .................................................................................... 9 4.2.8 Construction Considerations .................................................................... 10 4.3 Foundations ......................................................................................................... 10 4.4 Floor Slab ............................................................................................................ 11 4.5 Seismic Considerations ....................................................................................... 12 4.6 Lateral Earth Pressures ....................................................................................... 12 4.7 Pavements .......................................................................................................... 14 4.7.1 Design Recommendations ....................................................................... 14 4.7.2 Construction Considerations .................................................................... 15 5.0 GENERAL COMMENTS ................................................................................................. 15 Responsive ■ Resourceful ■ Reliable TABLE OF CONTENTS (continued) APPENDIX A – FIELD EXPLORATION Exhibit A-1 Site Location Plan Exhibit A-2 Boring Location Plan Exhibit A-3 Field Exploration Description Exhibits A-4 thru A-23 Boring Logs APPENDIX B – LABORATORY TESTING Exhibit B-1 Laboratory Test Description Exhibit B-2 thru B-6 Consolidation Test Results Exhibit B-7 Direct Shear Test Results Exhibit B-8 Atterberg Limits Results Exhibit B-9 Grain Size Distribution Exhibit B-10 & B-11 Summary of Laboratory Testing APPENDIX C – SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification APPENDIX D – Liquefaction Analysis Exhibit D-1 Liquefaction Analysis Chart Exhibit D-2 Liquefaction Analysis Summary Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable EXECUTIVE SUMMARY A geotechnical exploration has been performed for the proposed WinCo Foods store to be located at the southwest corner of Panama Lane and Ashe Road in Bakersfield, California. Terracon’s geotechnical scope of work included the advancement of twenty test borings to approximate depths of 6½ to 51½ feet below existing ground surface (bgs), and performing two in-situ infiltration tests. Based on the information obtained from our subsurface exploration, the site is considered suitable for development of the proposed project, provided the recommendations contained in our report are incorporated into the design and construction of the proposed project. The following geotechnical considerations were identified:  The upper soils encountered in the test borings generally consisted of sands with various amounts of silt and clay overlying silty/lean clay and silt with various amounts of sands. Groundwater was encountered in one test boring at an approximate depth of 50 feet bgs at the time of drilling. The on-site soils are considered suitable for use as engineered fill on the project.  Based on the geotechnical engineering analyses, subsurface exploration, and laboratory test results, we recommend that the proposed structure be supported on a spread footing foundation system.  Due to the low bearing capacity of the near surface soils, the proposed foundation system should bear on a minimum of 24 inches of engineered fill.  Compacted on-site surface and near surface materials are expected to exhibit low expansion potential when subjected to light loading conditions such as those imposed by floor slabs. Construction of floor slabs directly on 6 inches of aggregate base underlain by prepared on-site soils or approved import materials is considered acceptable for the project.  Recommended Pavements: Light Duty Pavement – 3” AC over 6” to 7” AB, or 7” PCC over 4” AB over 10” of compacted native soils; Heavy Duty Pavement – 3” AC over 7” to 8” AB or 8” PCC over 4” AB over 10” of compacted native soils.  The 2010 California Building Code (CBC) seismic site classification for this site is D.  Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during construction. This geotechnical executive summary should be used in conjunction with the entire report for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled General Comments should be read for an understanding of the report limitations. Responsive ■ Resourceful ■ Reliable 1 GEOTECHNICAL ENGINEERING REPORT PROPOSED WINCO FOODS STORE - BAKERSFIELD SOUTHWEST CORNER OF PANAMA LANE AND ASHE ROAD BAKERSFIELD, CALIFORNIA Terracon Project No. 60125053 November 7, 2012 1.0 INTRODUCTION This report presents the results of our geotechnical engineering services performed for the proposed WinCo Foods store to be located at the southwest corner of Panama Lane and Ashe Road in Bakersfield, California. The Site Location Plan (Exhibit A-1) showing the general location of the project is included in Appendix A of this report. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:  subsurface soil conditions  groundwater conditions  earthwork  foundation design and construction  seismic considerations  floor slab design and construction  pavement design and construction Our geotechnical engineering scope of work for this project included the advancement of eighteen test borings to approximate depths of 6½ to 51½ feet below existing site grades. In addition, two borings were drilled to an approximate depth of 10 feet bgs within the proposed retention basin and were used for infiltration testing. Logs of the borings along with a Boring Location Plan (Exhibit A-2) are included in Appendix A of this report. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included in Appendix B of this report. Descriptions of the field exploration and laboratory testing are included in their respective appendices. 2.0 PROJECT INFORMATION 2.1 Project Description ITEM DESCRIPTION Site layout Refer to the Boring Location Plan (Exhibit A-2 in Appendix A). Structures The project will include a single-story retail building with an approximate footprint area of 89,000 square feet. Construction We assume the building will have reinforced concrete footings and CMU walls supporting a steel framed structure. Finished floor elevation Within one foot of existing grade (assumed). Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 2 ITEM DESCRIPTION Maximum loads (provided) Interior columns: 65 kips Dead Load, 55 kips Live Load. Perimeter columns: 20 kips Dead Load, 10 kips Live Load. Perimeter walls: 2.7 klf Dead Load, 0.4 klf Live Load. Grading Grading will include over-excavations under the proposed foundations and backfill to bring the site to finish grades. Traffic loading The project includes asphalt and concrete paved parking areas and drives. Traffic loading according to WinCo requirements: Light duty pavements (10 years): 50,000 ESAL’s Light duty pavements (20 years): 90,000 ESAL’s Heavy duty pavements (10 years): 90,000 ESAL’s Heavy duty pavements (20 years): 180,000 ESAL’s 2.2 Site Location and Description Item Description Location Southwest corner of Panama Lane and Ashe Road in Bakersfield, California Existing site features Vacant land Surrounding developments North: Panama Lane East: Ashe Road West & South: Undeveloped agricultural land Current ground cover Soils with sparse weeds and shrubs Existing topography Relatively flat. 3.0 SUBSURFACE CONDITIONS 3.1 Site Geology The site is situated within the southern Great Valley Geomorphic Province in Central California. This province is characterized by an alluvial plain approximately 50 miles wide and 400 miles long in the central portion of California. It is bounded by the Sierra Nevada Mountains to the east and the Coast Ranges to the west.1, 2 Surficial geologic units mapped at the site consist mainly of fan deposits of recent Quaternary age3. 3.2 Typical Subsurface Profile Specific conditions encountered at the boring locations are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Details for the borings can be 1 Harden, D. R., “California Geology, Second Edition,” Pearson Prentice Hall, 2004. 2 Norris, R. M. and Webb, R. W., “Geology of California, Second Edition,” John Wiley & Sons, Inc., 1990. 3 Geologic Map of California – Olaf P. Jenkins Edition – Bakersfield Sheet, Compilation by Arthur R. Smith 1964. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 3 found on the boring logs included in Appendix A. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows: Description Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Stratum 1* 2½ to 21½ feet Sand with various amounts of silt and clay Very loose to medium dense Stratum 2** 7½ to 21½ feet Sandy lean clay/silt/silty clay Soft to hard Stratum 3 45 feet Poorly Graded Sand with Silt Medium dense Stratum 4 50 feet Sandy Silt Very stiff Stratum 5 51½ feet - Maximum depth of exploration Poorly Graded Sand with Silt Medium dense * Sandy silty clay was encountered in B-4 in the upper 2½ feet overlying the silty clayey sand layer. ** Encountered in borings B-1, B-2, B-3, B-5, B-7, P-5, P-8, & P-9. Laboratory tests were conducted on selected soil samples and the test results are presented in Appendix B. Sulfate contents in the soils were found to be low. Laboratory test results indicate that the upper soils exhibit a low collapse potential and expansion potential when saturated. A direct shear test was performed on poorly graded sand with silt soils encountered in boring B-8 at 2½ feet and indicated a friction angle of 32o with a corresponding cohesion of 142 psf. R-value testing was performed on two soil samples. The first sample consisted of silty sand and comprised the upper 3 feet of soils from borings B-1 & B-2 combined. The second sample also consisted of silty sand and comprised the upper 3 feet of soils from borings B-9 & B-10 combined. Test results indicated that the samples had R-values of 53 and 48 respectively. 3.3 Groundwater Groundwater was observed in one test boring at an approximate depth of 50 feet at the time of field exploration. These observations represent groundwater conditions at the time of the field exploration and may not be indicative of other times, or at other locations. Groundwater may fluctuate due to variation in the amount of irrigation, rainfall, run-off, or other factors not evident at the time of drilling. Evaluation of these factors is beyond the scope of the report. State Department of Water Resources identifies the groundwater depth in multiple wells in the vicinity of project site. Groundwater was found to be deeper than 100 feet below ground surface in the last 40 years.4 3.4 Faulting and Estimated Ground Motions The site is located in Southern California, which is a seismically active area. The type and magnitude of seismic hazards affecting the site are dependent on the distance to causative 4 Wells Nos. 30S27E28A002M & 30S27E28J001M located within ½ mile radius of the project site (http://www.water.ca.gov/waterdatalibrary/) Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 4 faults, the intensity, and the magnitude of the seismic event. The table below indicates the distance of the fault zones and the associated maximum credible earthquake that can be produced by nearby seismic events, as calculated using the USGS Earthquake Hazard Program 2002 interactive deaggregations. The White Wolf fault, which is located approximately 13.4 miles from the site, is considered to have the most significant effect at the site from a design standpoint. Characteristics and Estimated Earthquakes for Regional Faults Fault Name Approximate Distance to Site (miles) Maximum Credible Earthquake (MCE) Magnitude White Wolf 13.4 7.3 White Wolf GR M-distrib 14.0 6.9 Pleito Thrust Char Ch_M 20.1 6.9 SAF - 1857 Amod2 48.9 7.8 Based on these sources the peak ground acceleration at the subject site for a 10% Probability of Exceedance in 50 years (Return Period of 475 years) is expected to be about 0.29g. The site is not located within an Alquist-Priolo Earthquake Fault Zone based on our review of the State Fault Hazard Maps.5 3.5 Liquefaction Potential Liquefaction is a mode of ground failure that results from the generation of high pore water pressures during earthquake ground shaking, causing loss of shear strength. Liquefaction is typically a hazard where loose sandy soils exist below groundwater. The California Geologic Survey (CGS) has designated certain areas within southern California as potential liquefaction hazard zones. These are areas considered at risk of liquefaction-related ground failure during a seismic event, based upon mapped surficial deposits and the presence of a relatively shallow water table. The project site is not mapped for liquefaction hazard by the CGS. Liquefaction analysis for the site was performed in accordance with the DMG Special Publication 117 and the summary of the results is presented in Appendix D. The liquefaction study utilized the software “LiquefyPro” by CivilTech Software and calculated liquefaction assuming a depth to groundwater of 50 feet bgs. This analysis was based on the soils data from the soil borings and laboratory results. Maximum acceleration and Mean Earthquake Magnitude were calculated using the USGS Earthquake Hazard Program 2002 interactive deaggregations. Liquefaction potential was calculated from a depth of 0 to 50 feet below the ground surface. The factor of safety was greater than 1.3 for the entire depth of the analysis. 5 California Department of Conservation Division of Mines and Geology (CDMG), “Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, Southern Region”, CDMG Compact Disc 2000-003, 2000. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 5 Based on calculation results, seismically-induced total and differential settlement is estimated to be less than ½ inch. 3.6 Infiltration Test Results Two in-situ infiltration tests (falling head borehole permeability) were performed within the proposed retention basin to a depth of approximately 10 feet bgs. A 2-inch thick layer of gravel was placed in the bottom of each boring after the borings were drilled to evaluate the soil profile. A three inch diameter perforated pipe was installed on top of the gravel layer in each boring. Gravel was used to backfill between the perforated pipes and the boring sidewall. The borings were then filled with water for a pre-soak period. Testing began after one day of presoak period. At the beginning of each test, the pipes were refilled with water and readings were taken at periodic time intervals as the water level dropped. The infiltration testing was performed under a water head varying from 2 to 9 feet. Infiltration rates are provided in the following table. INFILTRATION TEST RESULTS Test Location Depth Soil Classification Slowest Measured Infiltration Rate, in/hr Perc-1 10 feet Silty Clay with Sand 5 Perc-2 10 feet Silty Sand over Silty Clay 12 The percolation test zone extended across soil layers with silty sand overlying silty clay. Water generally percolates into the sand soils more rapidly than it percolates into silty clay soils. The field test results are not intended to be design rates. They represent the result of our tests, at the depths and locations indicated, as described above. The design rate should be determined by the designer by applying an appropriate factor of safety. With time, the bottoms of infiltration systems tend to plug with organics, sediments, and other debris. Long term maintenance will likely be required to remove these deleterious materials to help reduce decreases in actual percolation rates. In addition, the infiltration rate may be affected by the following factors, which should be considered when selecting the factor of safety: Test Procedures: Percolation during the test likely included seepage out of the boring both vertically and laterally, whereas seepage from storm water infiltration systems may primarily flow vertically downward, depending on the geometry and details of the systems. Water Quality: The percolation test was performed with clear water, whereas the storm water will likely not be clear, but may contain organics, fines, and grease/oil. The presence of these deleterious materials will tend to decrease the rate that water percolates from the infiltration systems. Design of the storm water infiltration systems should account for the presence of these materials and should incorporate structures/devices to remove these deleterious materials. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 6 Soil Variability: Based on the soils encountered in our borings, we expect the percolation rates of the soils could be different than measured in the field due to variations in fines content. The design elevation and size of the proposed infiltration system should account for this expected variability in infiltration rates. Infiltration testing should be performed after construction of the infiltration system to verify the design infiltration rates. It should be noted that siltation and vegetation growth along with other factors may affect the infiltration rates of the infiltration areas. The actual infiltration rate may vary from the values reported here. Infiltration systems should be located at least 10 feet from any existing or proposed foundation system. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations The site appears suitable for the proposed construction based upon geotechnical conditions encountered in the test borings, provided the geotechnical engineering recommendations contained in this report are implemented in the design and construction of the project. Based on the geotechnical engineering analyses, subsurface exploration, and laboratory test results, we recommend that the proposed building be supported on a spread footing foundation system. Due to the low bearing capacity of the near surface soils, the foundation system should bear on a minimum of 24 inches of engineered fill. Slab on grade may be utilized for the interior floor, provided that care is taken in the placement and compaction of the subgrade soil. On-site soils should be suitable for use as engineered fill for this project. Geotechnical engineering recommendations for foundation systems and other earth connected phases of the project are outlined below. The recommendations contained in this report are based upon the results of field and laboratory testing (which are presented in Appendices A and B), engineering analyses, and our current understanding of the proposed project. 4.2 Earthwork The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. The recommendations presented for the design and construction of earth supported elements including, foundations, slabs, and pavements, are contingent upon following the recommendations outlined in this section. All grading for each structure should incorporate the limits of the proposed structure plus a lateral distance beyond the edges as outlined in section 4.3. Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 7 foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. 4.2.1 Site Preparation Strip and remove existing vegetation, top soil, organic materials, root systems, and other deleterious materials from proposed building and pavement areas. We recommend stripping topsoil to depths that expose soils with less than 3 percent organics and no roots having a diameter greater than 1/8 inch. While the depth of the unsuitable soils should be expected to vary, the thickness of the top soil layer may be estimated to range between 6 and 12 inches for construction budgeting purposes. The thickness of the top soil layer was not determined during our field exploration. Therefore, the actual depth of stripping should be verified by engineering observations made during the grading operations at the project. Exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. Stripped materials consisting of vegetation and organic materials should be wasted from the site, or used to revegetate landscaped areas or exposed slopes after completion of grading operations. If it is necessary to dispose of organic materials on site, they should be placed in non-structural areas, and in fill sections not exceeding 5 feet in height The site should be initially graded to create a relatively level surface to receive fill, and provide for a relatively uniform thickness of fill beneath proposed building structures. Although evidence of fill or underground facilities such as septic tanks, cesspools, basements, and utilities was not observed during the site reconnaissance, such features could be encountered during construction. If fill materials or underground facilities are encountered, such materials and features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. 4.2.2 Subgrade Preparation Due to the presence of loose materials having low bearing capacity in the upper soils, foundations should bear on a minimum of 24 inches of engineered fill. Subgrade soils beneath interior slabs, exterior slabs, and pavements should be scarified, moisture conditioned, and compacted to a minimum depth of 10 inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. Exposed areas which will receive fill, once properly cleared and benched where necessary, should be scarified to a minimum depth of 10 inches, moisture conditioned, and compacted per the compaction requirements in Section 4.2.5. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 8 4.2.3 Fill Materials and Placement All fill materials should be inorganic soils free of vegetation, debris, and fragments larger than three inches in size. Pea gravel or other similar non-cementitious, poorly-graded materials should not be used as fill or backfill without the prior approval of the geotechnical engineer. The on-site soils are considered suitable for use as engineered fill on the project. Approved on- site and imported materials may be used as fill material for the following:  general site grading  foundation backfill  foundation areas  pavement areas  interior floor slab areas  exterior slab areas Imported soils for use as fill material within proposed building and structure areas (if required) should conform to low volume change materials and should conform to the following requirements: Percent Finer by Weight Gradation (ASTM C 136) 3” ........................................................................................................... 100 No. 4 Sieve ....................................................................................... 50-100 No. 200 Sieve ..................................................................................... 20-50  Liquid Limit......................................................................... 30 (max)  Plasticity Index ................................................................... 15 (max)  Maximum expansive index* ............................................... 20 (max) *ASTM D 4829 Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Fill lifts should not exceed eight inches loose thickness. 4.2.4 Compaction Requirements Recommended compaction and moisture content criteria for engineered fill materials and for preparation of native subgrade soils are as follows: Material Type and Location Per the Modified Proctor Test (ASTM D 1557) Minimum Compaction Requirement (%) Range of Moisture Contents for Compaction above Optimum Minimum Maximum On-site soils or approved imported fill: Beneath foundations: 95 -1% +3% Beneath slabs: 95 -1% +3% Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 9 Material Type and Location Per the Modified Proctor Test (ASTM D 1557) Minimum Compaction Requirement (%) Range of Moisture Contents for Compaction above Optimum Minimum Maximum Miscellaneous backfill:90 -1% +3% Beneath pavements: 95 -1% +3% Bottom of excavation receiving fill 90 -1% +3% Aggregate base (beneath pavements):95 -1% +3% 4.2.5 Grading and Drainage Positive drainage should be provided during construction and maintained throughout the life of the development. Infiltration of water into utility trenches or foundation excavations should be prevented during construction. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. We recommend a minimum horizontal setback distance of 10 feet between the perimeter of any building and the high-water elevation of the nearest storm- water retention basin. Roof drainage should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving. Sprinkler systems and landscaped irrigation should not be installed within 5 feet of foundation walls. Special care should be taken in design of plumbing and floor drainage to prevent leakage into underlying soils. 4.2.6 Exterior Slab Design and Construction Exterior slabs-on-grade, exterior architectural features, and utilities founded on, or in backfill may experience some movement due to the volume change of the backfill. To reduce the potential for damage caused by movement, we recommend:  minimizing moisture increases in the backfill;  controlling moisture-density during placement of backfill;  using designs which allow vertical movement between the exterior features and adjoining structural elements;  placing effective control joints on relatively close centers. 4.2.7 Corrosion Potential Results of soluble sulfate testing indicate that ASTM Type I/II Portland cement may be used for concrete on and below grade. Foundation concrete should be designed for low sulfate exposure in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 10 Laboratory test results indicate the on-site soils have a pH of 7.7 a minimum resistivity of 7,800 ohm-centimeters, and a chloride content of 46 ppm, as shown on the attached Summary of Laboratory Results sheet. These values should be used to evaluate corrosive potential of the on-site soils to underground ferrous metals. Refer to the Summary of Laboratory Results in Appendix B for the complete results of the corrosivity testing conducted in conjunction with this geotechnical exploration. 4.2.8 Construction Considerations It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. On-site silt and clay soils may rut, pump, or become unworkable at high water contents. Workability may be improved by scarifying and drying if weather conditions permit. Over-excavation of wet zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping The individual contractor(s) is responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. Excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards. 4.3 Foundations The new building should be supported by a shallow, spread footing foundation system bearing on a minimum of 24 inches of engineered fill. Design recommendations for foundations of the proposed building and related structural elements are presented in the following paragraphs: DESCRIPTION RECOMENDATION Foundation Type Conventional Shallow Spread Footings Bearing Material A minimum of 24 inches of engineered fill. Allowable Bearing Pressure 1,600 psf for spread footings Minimum Dimensions Walls: 18 inches; Columns: 24 inches Minimum Embedment Depth Below Finished Grade 18 inches Total Estimated Settlement 1 inch Estimated Differential Settlement ½ inch in 50 feet Finished grade is defined as the lowest adjacent grade within five feet of the foundation for perimeter (or exterior) footings, or finish floor elevation for interior footings. The allowable foundation bearing pressures apply to dead loads plus design live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. The weight of the foundation concrete below grade may be neglected in dead load computations. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 11 Foundations and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry walls is recommended. Over-excavation for compacted backfill placement below footings should extend laterally beyond edges of the footings at least 8 inches per foot of over-excavation depth below footing base elevation. The over-excavation should then be backfilled up to the footing base elevation with engineered fill placed in lifts of 8 inches or less in loose thickness and per section 4.2.4 of this report. The limits of required over-excavation and backfill is shown in the following figure. Care should be taken to prevent wetting or drying of the bearing materials during construction. Wet, dry, or loose/disturbed material in the bottom of the footing excavations should be removed before foundation concrete is placed. Place a lean concrete mud-mat over the bearing soils if the excavations must remain open for an extended period of time. The geotechnical engineer should observe foundation excavations. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required 4.4 Floor Slab DESCRIPTION RECOMMENDATIONS Interior floor system Slab-on-grade concrete. Floor slab support 10 inches of scarified, moisture conditioned, and compacted per section 4.2.4. Subbase 6-inches Aggregate Base materials Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 12 DESCRIPTION RECOMMENDATIONS Modulus of subgrade reaction 150 pounds per square inch per inch (psi/in) (The modulus was obtained based on 6 inches of aggregate base and prepared subgrade beneath floor slabs, and estimates obtained from NAVFAC 7.1 design charts). This value is for a small loaded area (1 Sq. ft or less) such as for forklift wheel loads or point loads and should be adjusted for larger loaded areas. In areas of exposed concrete, control joints should be saw cut into the slab after concrete placement in accordance with the ACI Design Manual, Section 302.1R-37 8.3.12 (tooled control joints are not recommended). Additionally, dowels should be placed at the location of proposed construction joints. To control the width of cracking (should it occur) continuous slab reinforcement should be considered in exposed concrete slabs. The use of a vapor retarder or barrier should be considered beneath concrete slabs on grade that will be covered with moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. A ten mil PVC or polyethylene membrane may be provided beneath such interior slabs to prevent moisture migration. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. 4.5 Seismic Considerations DESCRIPTION VALUE 2010 California Building Code Site Classification (CBC) 1 D Site Latitude N 35.29522° Site Longitude W 119.07816° Ss Spectral Acceleration for a Short Period - (for Site Class B) 1.22g S1 Spectral Acceleration for a 1-Second Period - (for Site Class B) 0.46g Fa Site Coefficient for a Short Period 1.01 Fv Site Coefficient for a 1-Second Period 1.54 1 Note: The 2010 California Building Code (CBC) requires a site soil profile determination extending to a depth of 100 feet for seismic site classification. The current scope does not include the required 100 foot soil profile determination. Borings extended to a maximum depth of 51½ feet, and this seismic site class definition considers that similar soils continues below the maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. 4.6 Lateral Earth Pressures The lateral earth pressure recommendations herein are applicable to the design of rigid retaining walls subject to slight rotation, such as cantilever, or gravity type concrete walls. These recommendations are not applicable to the design of geogrid-reinforced-backfill walls. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 13 Recommendations covering these types of wall systems are beyond the scope of services for this assignment; however, we would be available to develop recommendations for the design of such wall systems upon request. Based on the proposed building elevations, It is our understanding that retaining walls will be constructed for a planned loading dock. For on-site soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: ITEM VALUE1,2 Active Case 37 psf/ft Passive Case 390 psf/ft At-Rest Case 56 psf/ft Surcharge Pressure 0.31*(Surcharge) Dynamic Lateral Earth Pressure Increment 26H Coefficient of friction 0.35 1 The values are based on the on-site engineered fill materials used as backfill. 2 Earth pressures should be increased by 35 percent for a slope of 2H:1V behind wall. Earth pressures increase exponentially for back slopes steeper than 2H:1V. The lateral earth pressures herein do not include any factor of safety and are not applicable for submerged soils/hydrostatic loading. Additional recommendations may be necessary if such conditions are to be included in the design. Total lateral earth pressures acting on the wall during a seismic event will likely include the static force and the dynamic increment. This dynamic increment should be applied to the wall as an inverted triangular pressure over the entire wall height and is added to the static earth pressures. The dynamic lateral earth pressure increment at the top of the wall (for a 0.29g peak ground acceleration) is 26H (in units of pounds per square foot (psf), where H (in units of feet) is the height of the soil behind the wall. Surcharge pressure for uniform pressure acting at the back of the wall should be applied to the wall as a uniform pressure over the entire wall height and is added to the static earth pressures. Other surcharge loads should be considered where they are located within a horizontal distance behind the wall equal to 1.5 times the height of the wall. Surcharge stresses due to point loads, line loads, and those of limited extent, such as compaction equipment, should be evaluated using elastic theory. Fill against foundation and retaining walls should be compacted to densities specified in the Earthwork section of this report. Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 14 Adequate drainage should be provided behind the below-grade walls to collect water from irrigation, landscaping, surface runoff, or other sources, to achieve a free-draining backfill condition. The wall back drain should consist of Class 2 permeable materials that are placed behind the entire wall height to within 18 inches of ground surface at the top of the wall. As a minimum, the width of Class 2 permeable materials behind the wall should be two feet. Water collected by the back drain should be directed to an appropriate outlet, such as weep holes or perforated pipes, for disposal. 4.7 Pavements 4.7.1 Design Recommendations Based on laboratory testing, a design R-Value of 48 was used to calculate the asphalt concrete pavement and portland cement concrete thickness sections. The equivalent single axial load (ESAL) data provided by WinCo were converted to traffic indices for design purposes. The equation for determining the Traffic Index (TI) as a function of equivalent single axial loads (ESALs) is: TI = 9 (ESALs/106)0.119 Assuming the pavement subgrade will be prepared as recommended within this report, the following pavement sections should be considered minimums for this project for the traffic indices (TI) assumed in the table below. Recommended Asphalt Pavement Section Thickness (inches)* Light traffic pavement Heavy traffic pavement ESALs = 50,000 ESALs = 90,000 ESALs = 90,000 ESALs = 180,000 TI = 6.3 TI = 6.8 TI = 6.8 TI = 7.3 3” Asphaltic Concrete over 6” Class II Aggregate Base 3” Asphaltic Concrete over 7” Class II Aggregate Base 3” Asphaltic Concrete over 7” Class II Aggregate Base 3” Asphaltic Concrete over 8” Class II Aggregate Base * All materials should meet the CALTRANS Standard Specifications for Highway Construction. All recommended pavement sections should be supported on 10” of scarified, moisture conditioned, and re-compacted soils Recommended Concrete Pavement Section Thickness (inches)* Light traffic pavement ESALs = 90,000 Heavy traffic pavement ESALs = 180,000 7.0” Concrete** over 4” Class II Aggregate Base 8.0” Concrete** over 4” Class II Aggregate Base * All materials should meet the CALTRANS Standard Specifications for Highway Construction. ** Jointed reinforced with dowels. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 15 Subgrade soils beneath all pavements should be scarified, moisture conditioned, and compacted to a minimum depth of 10 inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. All concrete for rigid pavements should have a minimum flexural strength of 600 psi, and be placed with a maximum slump of four inches. Proper joint spacing will also be required to reduce excessive slab curling and shrinkage cracking. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. Regular maintenance and good drainage of pavements should be provided and maintained. Preventative maintenance should be planned and provided for through an on-going pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. 4.7.2 Construction Considerations Materials and construction of pavements for the project should be in accordance with the requirements and specifications of the State of California Department of Transportation, or other approved local governing specifications. Base course or pavement materials should not be placed when the underlying surface is wet. Surface drainage should be provided away from the edge of paved areas to minimize lateral moisture transmission into the subgrade. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Responsive ■ Resourceful ■ Reliable 16 The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. APPENDIX A FIELD EXPLORATION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES 2817 McGawAve IRVINE, CALIFORNIA 92606 PH. (949) 261-0051 FAX. (949) 261-6110 A-1 EXHIBITSITE LOCATION PLAN Proposed WinCo Foods Store SWC of Panama Lane and Ashe Road Bakersfield, California Project Manager: Drawn by: Checked by: Approved by: FH AH FH DRC Project No. Scale: File Name: Date: 60125053 AS SHOWN EXHIBIT A-1 10/29/2012 REFERENCE: USGS GOSFORD, CALIFORNIA, 7.5-MINUTE QUADRANGLE (dated 1981) Site DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES. ProjectMngr:FHDesignedBy:AHCheckedBy:FHApprovedBy:DRCFileName:BAKERSFIELD ProjectNo.Scale:Date:DrawnBy:ExhibitNo. BORING LOCATION DIAGRAM Proposed WinCo Foods StoreSWC of Panama Lane and Ashe RoadBakersfield, California2817 McGaw Avenue Irvine, California 92606 949-261-0051 Fax: 949-261-6110 60125053A-2 10/24/2012AH1”≈ 160’ B-1 BORING APPROXIMATE LOCATION (BUILDING FOOTPRINT)LEGEND Road 192 6C P-1 BORING APPROXIMATE LOCATION (PARKING LOT)Perc-1 PERCOLATION TEST APPROXIMATE LOCATIONPerc-1Perc-2 PROPOSED DRAINAGE BASINB-1B-3 B-2B-4B-5B-6B-7B-8 P-1 P-2 P-4 P-3 P-6 P-8 P-5 P-7 P-9 P-10 PROPOSED WinCO STORE Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Exhibit A-3 Field Exploration Description A total of twenty test borings were drilled at the site on October 8 & 9, 2012. Eighteen test borings were drilled to approximate depths of 6½ to 51½ feet bgs, and two borings were drilled to an approximate depth of 10 feet bgs within the proposed retention basin and were used for infiltration testing. The approximate locations are shown on the attached Boring Location Plan, Exhibit A-2. The test borings were advanced with a truck-mounted CME-55 drill rig utilizing 6- inch diameter hollow-stem auger. The borings were located in the field by using the proposed site plan, an aerial photograph of the site, and a GPS handheld device. The accuracy of boring locations should only be assumed to the level implied by the method used. Continuous lithologic logs of the borings were recorded by the field engineer during the drilling operations. At selected intervals, samples of the subsurface materials were taken by driving split-spoon or ring-barrel samplers. Bulk samples of subsurface materials were also obtained. Groundwater conditions were evaluated in the borings at the time of site exploration. Penetration resistance measurements were obtained by driving the split-spoon and ring-barrel samplers into the subsurface materials with a 140-pound automatic hammer falling 30 inches. The number of blows required to advance the sampling spoon from 6 to 18 inches of penetration is called the Standard Penetration Test (SPT) value. The penetration resistance value is a useful index in estimating the consistency or relative density of materials encountered. A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. Please note that a combination of ring-lined barrel samplers and standard penetration testing was used during the field exploration to sample and test the subsurface soils on this project. Both of these sampling procedures result in a distinctive penetration value and the results are reported on the borings logs. The penetration test results and resistance reported for the ring- lined barrel sampler are not equivalent to those results that would be obtained by standard penetration testing according to ASTM and should not be used as such without interpretation by Terracon. Additional discussion regarding the differences in the penetration testing are discussed on the General Notes included in this Appendix. The samples were tagged for identification, sealed to reduce moisture loss, and taken to our laboratory for further examination, testing, and classification. Information provided on the boring logs attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling intervals, and groundwater conditions. The borings were backfilled with auger cuttings prior to the drill crew leaving the site. 2.5 7.5 15.0 21.5 SILTY SAND (SM), dark brown SANDY LEAN CLAY (CL), dark brown, very stiff to hard SILTY SAND (SM), dark brown, medium dense SANDY SILTY CLAY (CL-ML), dark brown, stiff to hard Boring Terminated at 21.5 Feet 5-8-13 12-24-32 5-6-7 N=13 5-5-7 N=12 9-16-28 3-4-7 N=11 105 102 109 24-13-1160 45 19 7 9 Latitude: 35.29544° Longitude: -119.07853° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-1 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-4 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 10.0 20.0 21.5 SILTY SAND (SM), dark brown, loose SANDY SILT (ML), dark brown, medium stiff SILTY SAND (SM), brown to dark brown, medium dense Boring Terminated at 21.5 Feet 3-5-8 4-6-7 3-3-4 N=7 2-3-4 N=7 2-2-3 N=5 6-13-14 98 100 97 NP 9 11 13 Latitude: 35.29541° Longitude: -119.0778° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-2 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-2 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 2.5 21.5 SILTY SAND (SM), dark brown SANDY SILT (ML), dark brown, medium stiff to very stiff Boring Terminated at 21.5 Feet 4-6-8 5-8-12 3-2-5 N=7 5-12-19 3-3-4 N=7 3-6-6 N=12 103 107 106 NP6019 14 12 Latitude: 35.29504° Longitude: -119.07855° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-3 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-3 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 2.5 10.0 15.0 20.0 21.5 SANDY SILTY CLAY (CL-ML), dark brown SILTY CLAYEY SAND (SC-SM), dark brown, loose SILTY SAND (SM), brown, loose POORLY GRADED SAND WITH SILT (SP-SM), brown, loose SILTY CLAYEY SAND (SC-SM), dark brown, loose Boring Terminated at 21.5 Feet 4-6-7 3-5-5 2-4-8 4-7-11 2-3-2 N=5 1-2-5 N=7 94 110 105 24-19-552 17 12 19 Latitude: 35.29503° Longitude: -119.07782° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-4 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-4 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 2.5 16.0 20.0 21.5 SILTY SAND (SM), dark brown POORLY GRADED SAND WITH SILT (SP-SM), gray brown, loose SILTY CLAY WITH SAND (CL-ML), dark brown, soft POORLY GRADED SAND WITH CLAY (SP-SC), dark brown, medium dense Boring Terminated at 21.5 Feet 3-5-6 3-6-8 3-5-7 2-3-5 2-1-1 N=2 3-6-8 N=14 100 95 91 14 5 5 4 Latitude: 35.29464° Longitude: -119.07854° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-5 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-5 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 7.5 21.5 SILTY CLAYEY SAND (SC-SM), dark brown, very loose to loose POORLY GRADED SAND WITH SILT (SP-SM), gray brown to brown, loose to medium dense Boring Terminated at 21.5 Feet 3-3-4 3-7-10 3-4-5 N=9 3-4-6 N=10 2-3-9 N=12 6-8-9 N=17 80 109 22-18-444 15 3 Latitude: 35.29463° Longitude: -119.07781° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-6 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-6 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 7.5 20.0 SILTY SAND (SM), brown, loose to medium dense SANDY SILT (ML), brown to dark brown, stiff POORLY GRADED SAND WITH SILT (SP-SM), gray brown, medium dense 3-4-5 N=9 9-8-10 N=18 5-6-6 N=12 5-6-7 N=13 3-5-6 N=11 7-11-14 N=25 69 11 Latitude: 35.29522° Longitude: -119.07816° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/1250 FEET WHILE DRILLING WATER LEVEL OBSERVATIONS Page 1 of 3 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-7 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-7 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) POORLY GRADED SAND WITH SILT (SP-SM), gray brown, medium dense (continued) 7-14-18 N=32 8-14-15 N=29 10-14-19 N=33 10-7-9 N=16 Latitude: 35.29522° Longitude: -119.07816° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/1250 FEET WHILE DRILLING WATER LEVEL OBSERVATIONS Page 2 of 3 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-7 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-7 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 25 30 35 40 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 45.0 50.0 51.5 POORLY GRADED SAND WITH SILT (SP-SM), gray brown, medium dense (continued) SANDY SILT (ML), olive brown, very stiff POORLY GRADED SAND WITH SILT (SP-SM), gray brown, medium dense Boring Terminated at 51.5 Feet 7-8-11 N=19 14-15-10 N=25 Latitude: 35.29522° Longitude: -119.07816° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/1250 FEET WHILE DRILLING WATER LEVEL OBSERVATIONS Page 3 of 3 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-7 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-7 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 45 50 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 2.5 21.5 SILTY SAND (SM), dark brown POORLY GRADED SAND WITH SILT (SP-SM), gray brown, loose to medium dense Boring Terminated at 21.5 Feet 5-8-9 5-6-8 3-7-10 9-7-8 3-4-5 N=9 2-4-9 N=13 98 90 93 6 7 4 Latitude: 35.29484° Longitude: -119.07815° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. B-8 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-8 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 6.5 SILTY SAND (SM), brown to dark brown, medium dense Boring Terminated at 6.5 Feet 6-14-21 8-10-11 N=21 10613 Latitude: 35.29576° Longitude: -119.07844° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-1 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-9 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 5.0 6.5 SILTY SAND (SM), dark brown to brown, medium dense POORLY GRADED SAND WITH SILT (SP-SM), gray, loose Boring Terminated at 6.5 Feet 4-9-11 2-3-2 N=5 1053 Latitude: 35.29524° Longitude: -119.07899° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-2 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-10 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 5.0 6.5 SILTY SAND (SM), dark brown, loose POORLY GRADED SAND WITH SILT (SP-SM), gray brown, loose Boring Terminated at 6.5 Feet 4-6-9 2-3-3 N=6 101 NP15 6 Latitude: 35.29457° Longitude: -119.07903° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-3 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-11 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 6.5 SILTY SAND (SM), brown, medium dense Boring Terminated at 6.5 Feet 30-26-22 5-6-6 N=12 111 22-19-340 4 Latitude: 35.29548° Longitude: -119.07701° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-4 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-12 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 2.5 6.5 SILTY SAND (SM), dark brown SILTY CLAY WITH SAND (CL-ML), dark brown, medium stiff to stiff Boring Terminated at 6.5 Feet 4-5-10 2-3-3 N=6 11510 Latitude: 35.29503° Longitude: -119.07741° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-5 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-13 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 2.5 6.5 SILTY SAND (SM), brown POORLY GRADED SAND WITH SILT (SP-SM), gray brown, loose Boring Terminated at 6.5 Feet 4-7-8 2-3-5 N=8 100 NP16 2 Latitude: 35.29453° Longitude: -119.07706° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-6 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-14 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 2.5 6.5 SILTY SAND (SM), brown POORLY GRADED SAND WITH SILT (SP-SM), gray, loose Boring Terminated at 6.5 Feet 5-7-9 2-3-5 N=8 94 NP20 2 Latitude: 35.29545° Longitude: -119.07594° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-7 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-15 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 2.5 6.5 SILTY SAND (SM), brown SANDY SILT (ML), gray brown, stiff to very stiff Boring Terminated at 6.5 Feet 15-15-22 6-8-7 N=15 986 Latitude: 35.29501° Longitude: -119.07659° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-8 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-16 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 5.0 6.5 SILTY SAND (SM), dark brown, loose SANDY SILT (ML), dark brown, stiff Boring Terminated at 6.5 Feet 5-8-9 3-4-5 N=9 Latitude: 35.29446° Longitude: -119.07604° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P-9 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-17 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 6.5 SILTY SAND (SM), dark brown, medium dense Boring Terminated at 6.5 Feet 10-12-20 5-8-9 N=17 Latitude: 35.29445° Longitude: -119.07495° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. P- 10 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/8/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-18 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 10.0 SANDY SILTY CLAY (CL-ML), dark brown Boring Terminated at 10 Feet Latitude: 35.29394° Longitude: -119.07936° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with gravel and soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. Perc-1 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/9/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-19 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) 7.0 10.0 SILTY SAND (SM), dark brown SANDY SILTY CLAY (CL-ML), dark brown Boring Terminated at 10 Feet Latitude: 35.2936° Longitude: -119.07935° See Exhibit A-2 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. LOCATION DEPTH GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/2/12No free water observed WATER LEVEL OBSERVATIONS Page 1 of 1 Advancement Method: Hollow Stem Auger Drilling Abandonment Method: Borings backfilled with gravel and soil cuttings upon completion. 2817 McGaw Avenue Irvine, California Notes: Project No.: 60125053 Drill Rig: CME-55 Boring Started: 10/8/2012 BORING LOG NO. Perc-2 WinCo Foods, LLCCLIENT: See Exhibit A-3 for description of field procedures. Driller: Technicon Boring Completed: 10/9/2012 Exhibit: PROJECT: Proposed WinCo Store SITE: See Appendix B for description of laboratory procedures and additional data, (if any). See Appendix C for explanation of symbols and abbreviations. A-20 SW Corner of Panama Ln. and Ashe St. Bakersfield, California FIELD TESTRESULTS SAMPLE TYPEWATER LEVEL OBSERVATIONSDEPTH (ft) 5 10 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Percent FinesWATER CONTENT (%) APPENDIX B LABORATORY TESTING Geotechnical Engineering Report WinCo Foods Store – Bakersfield ■ Bakersfield, California November 7, 2012 ■ Terracon Project No. 60125053 Exhibit B-1 Laboratory Testing Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System (USCS) described in Appendix C. At that time, the field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Laboratory tests were conducted on selected soil samples and the test results are presented in this appendix. The laboratory test results were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations. Laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. Selected soil samples obtained from the site were tested for the following engineering properties:  In-situ Dry Density  In-situ Water Content  Soluble Chlorides  Soluble Sulfates  pH  Direct Shear  Minimum Resistivity  Expansion Index  Sieve Analysis  R-Value  Consolidation/Collapse Potential -10 -8 -6 -4 -2 0 2 4 1001,00010,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: WATER ADDED AT 2,000 PSF. 2817 McGaw Avenue Irvine, California PROJECT NUMBER: 60125053PROJECT: Proposed WinCo Store SITE: SW Corner of Panama Ln. andAshe St. Bakersfield, CaliforniaCLIENT: WinCo Foods, LLC EXHIBIT: B-2 , pcfWC, % ClassificationSpecimen Identification 9982.5 ftB-2SILTY SAND LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-AASHTO BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 -10 -8 -6 -4 -2 0 2 4 1001,00010,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: WATER ADDED AT 2,000 PSF. 2817 McGaw Avenue Irvine, California PROJECT NUMBER: 60125053PROJECT: Proposed WinCo Store SITE: SW Corner of Panama Ln. andAshe St. Bakersfield, CaliforniaCLIENT: WinCo Foods, LLC EXHIBIT: B-3 , pcfWC, % ClassificationSpecimen Identification 28862.5 ftB-4SILTY CLAYEY SAND LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-AASHTO BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 -10 -8 -6 -4 -2 0 2 4 1001,00010,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: WATER ADDED AT 2,000 PSF. 2817 McGaw Avenue Irvine, California PROJECT NUMBER: 60125053PROJECT: Proposed WinCo Store SITE: SW Corner of Panama Ln. andAshe St. Bakersfield, CaliforniaCLIENT: WinCo Foods, LLC EXHIBIT: B-4 , pcfWC, % ClassificationSpecimen Identification 121105.0 ftB-4SILTY CLAYEY SAND LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-AASHTO BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 -10 -8 -6 -4 -2 0 2 4 1001,00010,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: WATER ADDED AT 2,000 PSF. 2817 McGaw Avenue Irvine, California PROJECT NUMBER: 60125053PROJECT: Proposed WinCo Store SITE: SW Corner of Panama Ln. andAshe St. Bakersfield, CaliforniaCLIENT: WinCo Foods, LLC EXHIBIT: B-5 , pcfWC, % ClassificationSpecimen Identification 51002.5 ftB-5POORLY GRADED SAND WITH SILT LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-AASHTO BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 -10 -8 -6 -4 -2 0 2 4 1001,00010,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: WATER ADDED AT 2,000 PSF. 2817 McGaw Avenue Irvine, California PROJECT NUMBER: 60125053PROJECT: Proposed WinCo Store SITE: SW Corner of Panama Ln. andAshe St. Bakersfield, CaliforniaCLIENT: WinCo Foods, LLC EXHIBIT: B-6 , pcfWC, % ClassificationSpecimen Identification 15802.5 ftB-6SILTY CLAYEY SAND LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-AASHTO BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 05001,0001,5002,0002,5003,0003,5004,000 1026 NORMAL PRESSURE, psf SHEAR STRENGTH, psf DIRECT SHEAR TEST ASTM D3080 c, psf 14232 ° 2817 McGaw Avenue Irvine, California PROJECT NUMBER: 60125053PROJECT: Proposed WinCo Store SITE: SW Corner of Panama Ln. and Ashe St. Bakersfield, California CLIENT: WinCo Foods, LLC EXHIBIT: B-7 B-82.5ft WC,%, pcf POORLY GRADED SAND WITH SILT Specimen IdentificationClassification LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_DIRECT_SHEAR BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 0 10 20 30 40 50 60 020406080100 CH or OH CL or OL ML or OL MH or OH PLPI 2.5 10.0 2.5 1.0 1.0 1.0 1.0 1.0 1.0 Boring ID DepthDescription SANDY LEAN CLAY SILTY SAND SANDY SILT SANDY SILTY CLAY SILTY, CLAYEY SAND SILTY SAND SILTY SAND SILTY SAND SILTY SAND CL SM ML CL-ML SC-SM SM SM SM SM Fines P L A S T I C I T Y I N D E X LIQUID LIMIT "U" Lin e"A" Lin e 24 NP NP 24 22 NP 22 NP NP 13 NP NP 19 18 NP 19 NP NP 11 NP NP 5 4 NP 3 NP NP 60 60 52 44 15 40 16 20 LLUSCS B-1 B-2 B-3 B-4 B-6 P-3 P-4 P-6 P-7 ATTERBERG LIMITS RESULTS ASTM D4318 2817 McGaw Avenue Irvine, California PROJECT NUMBER: 60125053PROJECT: Proposed WinCo Store SITE: SW Corner of Panama Ln. and Ashe St. Bakersfield, California CLIENT: WinCo Foods, LLC EXHIBIT: B-8 LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 CL-ML 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 % FINES% CLAYUSCS B-70.00.888.7 DEPTH 0.323 0.655 2.26 GRAIN SIZE DISTRIBUTION ASTM D422 SP-SM20 - 21.5 GRAIN SIZE POORLY GRADED SAND WITH SILT 16 20 100 90 80 70 60 50 40 30 20 10 0 REMARKS SILT OR CLAYCOBBLES GRAVELSAND medium 10.5 GRAIN SIZE IN MILLIMETERS PERCENT FINER 3/4 1/2 3/8 SIEVE (size) D60 30 403 60 HYDROMETERU.S. SIEVE OPENING IN INCHESU.S. SIEVE NUMBERS 44 10063 2 finecoarse SOIL DESCRIPTION CU 9.29 BORING ID 10 14 506 2001.581 140 coarsefine COEFFICIENTS % COBBLES% GRAVEL% SAND D30 D10 CC PERCENT FINER BY WEIGHT PERCENT COARSER BY WEIGHT % SILT 2817 McGaw Avenue Irvine, California PROJECT NUMBER: 60125053PROJECT: Proposed WinCo Store SITE: Southwest Corner of Panama Lane and Ashe Street Bakersfield, California CLIENT: WinCo Foods, LLC EXHIBIT: B-9 LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS 1 BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 B-12.5CL10519602413111 B-15CL10271, 2 B-17.5CL45 B-115SM10991, 2 B-22.5SM9891, 2 B-25SM100111, 2 B-210SMNPNPNP B-220SM97131, 2 B-32.5ML1031960NPNPNP1 B-35ML107141, 2 B-310ML106121, 2 B-41CL-ML5224195 B-42.5SC-SM94171, 2 B-45SC-SM110121, 2 B-47.5SC-SM105191, 2 B-51SM14 B-52.5SP-SM10051, 2 B-55SP-SM9551, 2 B-57.5SP-SM9141, 2 B-61SC-SM44221841158.51442.0204 B-62.5SC-SM80151, 2 B-65SC-SM10931, 2 B-77.5ML69 B-720SP-SM11 B-81SM7.7780014462 50 pH Resistivity (ohm-cm) Sulfates (ppm) Chlorides (ppm) Dry Density (pcf) Expansion (%) Corrosivity Dry Density (pcf) Atterberg Limits In-Situ Properties Passing #200 Sieve (%) Classification PLPI Water Content (%) Remarks Expansion Testing Surcharge (psf) Water Content (%) Depth (ft.) Borehole No. LL USCS Soil Class.Expansion Index EI REMARKS 1. Dry Density and/or moisture determined from one or more rings of a multi-ring sample. 2. Visual Classification. 3. Submerged to approximate saturation. 4. Expansion Index in accordance with ASTM D4829-95. 5. Air-Dried Sample SUMMARY OF LABORATORY RESULTS 2817 McGaw Avenue Irvine, California PH. 649-261-0051 FAX. 949-261-6110 PROJECT: Proposed WinCo Store PROJECT NUMBER: 60125053 CLIENT: WinCo Foods, LLCSITE: SW Corner of Panama Ln. and Ashe St. Bakersfield, California EXHIBIT: B-10 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SOIL PROPERTIES 2 BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 B-82.5SP-SM9861, 2 B-85SP-SM9071, 2 B-87.5SP-SM9341, 2 P-12.5SM106131, 2 P-22.5SM10531, 2 P-31SM15NPNPNP P-32.5SM10161, 2 P-41SM4022193 P-42.5SM11141, 2 P-52.5CL-ML115101, 2 P-61SM16NPNPNP P-62.5SP-SM10021, 2 P-71SM20NPNPNP P-72.5SP-SM9421, 2 P-82.5ML9861, 2 50 pH Resistivity (ohm-cm) Sulfates (ppm) Chlorides (ppm) Dry Density (pcf) Expansion (%) Corrosivity Dry Density (pcf) Atterberg Limits In-Situ Properties Passing #200 Sieve (%) Classification PLPI Water Content (%) Remarks Expansion Testing Surcharge (psf) Water Content (%) Depth (ft.) Borehole No. LL USCS Soil Class.Expansion Index EI REMARKS 1. Dry Density and/or moisture determined from one or more rings of a multi-ring sample. 2. Visual Classification. 3. Submerged to approximate saturation. 4. Expansion Index in accordance with ASTM D4829-95. 5. Air-Dried Sample SUMMARY OF LABORATORY RESULTS 2817 McGaw Avenue Irvine, California PH. 649-261-0051 FAX. 949-261-6110 PROJECT: Proposed WinCo Store PROJECT NUMBER: 60125053 CLIENT: WinCo Foods, LLCSITE: SW Corner of Panama Ln. and Ashe St. Bakersfield, California EXHIBIT: B-11 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SOIL PROPERTIES 2 BORING LOGS_WINCO.GPJ TERRACON2012.GDT 11/1/12 APPENDIX C SUPPORTING DOCUMENTS Trace With Modifier Water Level After a Specified Period of Time GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL Trace With Modifier Standard Penetration or N-Value Blows/Ft. Descriptive Term (Consistency) Loose Very Stiff Exhibit C-1 Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. Ring Sampler Blows/Ft. Medium Dense Dense Very Dense 0 - 1< 3 4 - 92 - 43 - 4 Medium-Stiff5 - 9 30 - 50 WATER LEVEL AugerShelby TubeSplit Spoon Rock Core 8 - 15 PLASTICITY DESCRIPTION Term < 15 15 - 29 > 30 Descriptive Term(s) of other constituents Water Initially Encountered Water Level After a Specified Period of Time Major Component of Sample Percent of Dry Weight (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Includes gravels, sands and silts. Hard Very Loose0 - 30 - 6Very Soft 7 - 18Soft 10 - 2919 - 58 59 - 98Stiff less than 500 500 to 1,000 1,000 to 2,000 Macro Core 2,000 to 4,000 4,000 to 8,000> 99 LOCATION AND ELEVATION NOTES SAMPLING FIELD TESTS DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Descriptive Term (Density) Non-plastic Low Medium High Boulders Cobbles Gravel Sand Silt or Clay 10 - 18 > 5015 - 3019 - 42 > 30> 42 _ CONSISTENCY OF FINE-GRAINED SOILS Hand Penetrometer Torvane Standard Penetration Test (blows per foot) N value Photo-Ionization Detector Organic Vapor Analyzer (HP) (T) (b/f) N (PID) (OVA) (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance DESCRIPTIVE SOIL CLASSIFICATION > 8,000 Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. Plasticity Index 0 1 - 10 11 - 30 > 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Percent of Dry Weight < 5 5 - 12 > 12 RELATIVE DENSITY OF COARSE-GRAINED SOILS Particle Size Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm) STRENGTH TERMS Unconfined Compressive Strength, Qu, psf 4 - 8 GENERAL NOTES Modified California Ring Sampler Grab Sample Modified Dames & Moore Ring Sampler No Recovery Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. Exhibit C-2 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu t 4 and 1 d Cc d 3 E GW Well-graded gravel F Cu 4 and/or 1 ! Cc ! 3 E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu t 6 and 1 d Cc d 3 E SW Well-graded sand I Cu 6 and/or 1 ! Cc ! 3 E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI ! 7 and plots on or above “A” line J CL Lean clay K,L,M PI 4 or plots below “A” line J ML Silt K,L,M Organic: Liquid limit - oven dried 0.75 OL Organic clay K,L,M,N Liquid limit - not dried Organic silt K,L,M,O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M Organic: Liquid limit - oven dried 0.75 OH Organic clay K,L,M,P Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc = 6010 2 30 DxD )(D F If soil contains t 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains t 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains t 30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains t 30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI t 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. APPENDIX D LIQUEFACTION ANALYSIS Exhibit D‐2 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Input File Name: N:\Projects\2012\60125053\Working Files\Liq\60125053.liq Title: WinCo Foods Store ‐ Bakersfield Subtitle: 60125053 Surface Elev.= Hole No.=B‐7 Depth of Hole= 50.00 ft Water Table during Earthquake= 50.00 ft Water Table during In‐Situ Testing= 50.00 ft Max. Acceleration= 0.29 g Earthquake Magnitude= 6.35 Input Data: Surface Elev.= Hole No.=B‐7 Depth of Hole=50.00 ft Water Table during Earthquake= 50.00 ft Water Table during In‐Situ Testing= 50.00 ft Max. Acceleration=0.29 g Earthquake Magnitude=6.35 No‐Liquefiable Soils: CL, OL are Non‐Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 7. Borehole Diameter, Cb= 1.05 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fs1=1) 10. Use Curve Smoothing: Yes* * Recommended Options In‐Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 2.50 9.00 104.00 14.00 5.00 18.00 100.00 69.00 10.00 13.00 100.00 69.00 15.00 11.00 100.00 69.00 20.00 25.00 120.00 11.00 25.00 32.00 120.00 11.00 30.00 29.00 120.00 11.00 35.00 33.00 120.00 11.00 40.00 16.00 120.00 11.00 45.00 19.00 120.00 60.00 50.00 25.00 120.00 11.00 ____________________________________ Output Results: Settlement of Saturated Sands=0.00 in. Settlement of Unsaturated Sands=0.19 in. Total Settlement of Saturated and Unsaturated Sands=0.19 in. Differential Settlement=0.093 to 0.123 in.