geotechnical engineering report costco warehouse # …

GEOTECHNICAL ENGINEERING REPORT

COSTCO WAREHOUSE # 08-0101 717 and 725 CENTER DRIVE SAN MARCOS, CALIFORNIA

Terracon Project No. 60095008

August 20, 2009

Prepared for:

COSTCO WHOLESALE 500 NORTH STATE COLLEGE BOULEVARD, SUITE 1080

ORANGE, CALIFORNIA 92868

Prepared by:

16662 Millikan Avenue Irvine, California 92606 Phone: (949) 660-9718

Fax: (949) 660-9732

TABLE OF CONTENTS Page

INTRODUCTION ....................................................................................................................................2

SITE EXPLORATION PROCEDURES..................................................................................................3 FIELD EXPLORATION .............................................................................................................................3 LABORATORY TESTING ..........................................................................................................................4

SITE CONDITIONS ................................................................................................................................5

GEOLOGIC CONDITIONS.....................................................................................................................6 REGIONAL GEOLOGY.............................................................................................................................6 LOCAL GEOLOGY ..................................................................................................................................6 FAULTING AND ESTIMATED GROUND MOTIONS .......................................................................................6 LIQUEFACTION POTENTIAL.....................................................................................................................7

SUBSURFACE CONDITIONS...............................................................................................................8

GROUNDWATER CONDITIONS...........................................................................................................8

ENGINEERING RECOMMENDATIONS................................................................................................8 GEOTECHNICAL CONSIDERATIONS .........................................................................................................8 SHALLOW FOOTING FOUNDATIONS.........................................................................................................9 FLOOR SLAB SUBGRADE .....................................................................................................................10 EXTERIOR SLAB DESIGN AND CONSTRUCTION ......................................................................................10 RETAINING WALLS ..............................................................................................................................11

Lateral Earth Pressures................................................................................................................11 Retaining Wall Drainage...............................................................................................................12

PAVEMENTS........................................................................................................................................12 EARTHWORK CONSIDERATIONS ...........................................................................................................14

General .........................................................................................................................................14 Excavation and Trench Construction ...........................................................................................16 Geotechnical Observation and Testing during Grading ...............................................................16

SURFACE DRAINAGE ...........................................................................................................................17 UNDERGROUND STORAGE TANKS........................................................................................................17 STORMWATER PERCOLATION...............................................................................................................17 CORROSION CONSIDERATIONS ............................................................................................................17 CALIFORNIA BUILDING CODE SEISMIC COEFFICIENTS............................................................................18

GENERAL COMMENTS......................................................................................................................18 Plate 1- Site Vicinity Map Plate 2- Boring Location Diagram Plate 3- Footing Drain Detail APPENDIX A- Field Exploration APPENDIX B- Laboratory Testing APPENDIX C- ASFE Insert

EXECUTIVE SUMMARY

PROPOSED COSTCO WAREHOUSE CW# 08-0101 SAN MARCOS, CALIFORNIA

This report presents the results of Terracon’s geotechnical engineering study for the planned Costco Warehouse located at 717 and 725 Center Drive in the City of San Marcos, California. Due to the presence of dense, shallow bedrock, excavations may be difficult and percolation of runoff water into the underlying materials at depth is not considered practical. Based on the subsurface conditions observed, the following is a list of design and construction recommendations for the proposed retail center.

DESIGN ITEM RECOMMENDED PARAMETER PAGE NO.

Building Foundations

Allowable Bearing Pressure 2,500 psf for Shallow Footings in Engineered Fill 3,500 psf for Shallow Footings in Bedrock

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Minimum depth of Footings 2 feet 9 Passive Lateral Resistance 300 psf/ft 9 Coefficient of Friction 0.35 9 Floor Slab Subgrade Soil Expansion Potential Low 10 Pavements

Light Parking and Drive Areas Traffic Index = 5.0

5” Concrete 4” Class II Aggregate Base or 3” Asphaltic Concrete 4” Class II Aggregate Base

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Heavy Parking and Drive Areas Traffic Index = 7.0

6 ½” Concrete 6” Class II Aggregate Base or 4” Asphaltic Concrete 4” Class II Aggregate Base

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Seismicity Liquefaction Potential Nil 7 Estimated Seismically Induced Settlement < 1-inch -- Fault Hazard Zone No 6

Code Values 2007 CBC

Site Class: C Ss: 1.07 S1: 0.40 Fa: 1.0 Fv: 1.4 SMS: 1.07 SM1: 0.56 SDS: 0.71 SD1: 0.37

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Costco Warehouse #08-0101 Terracon Project No. 60095008 August 20, 2009

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DESIGN ITEM RECOMMENDED PARAMETER PAGE NO.

Existing Conditions

Existing Fill Approximately upper 5 feet with locally deeper zones 8

Depth to Groundwater Not encountered 8 Existing Underground Structures Utilities 6

Existing Aboveground Structures Costco Warehouse, Biggs Harley Davidson and Parking Lot 6

Corrosion Corrosion of Cement Potential Negligible 16 Corrosion of Ferrous Metals Potential Moderate (Based on minimum resistivity) 16

GEOTECHNICAL ENGINEERING REPORT

COSTCO WAREHOUSE # 08-0101 717 AND 725 CENTER DRIVE SAN MARCOS, CALIFORNIA

Terracon Project No. 60095008

August 20, 2009 INTRODUCTION The subsurface exploration and geotechnical engineering services requested for the construction of Costco Warehouse # 08-0101 to be located at 717 and 725 Center Drive in San Marcos, California (Plate 1) has been completed. Exploration of the subsurface materials at the project site consisted of twenty-four (24) hollow-stem auger borings advanced to depths ranging from approximately 2 to 18 feet below the ground surface (bgs). The logs of these borings and a diagram showing their approximate locations are included in this report. This diagram was based on the Site Plan provided by GreenbergFarrow (Site Plan COS_CA-39e, date April 14, 2009). Previous geotechnical reports for the site were provided by the client to Terracon for review, as summarized below. Foundation Investigation Report, prepared by Geotechnical Professionals Inc for Costco Wholesale dated August 30, 1998 Based on review of this previous report, Geotechnical Professionals Inc. (GPI) performed a geotechnical investigation for a proposed Costco Service Station. The investigation consisted of 4 borings to depths ranging from 3 to 20 feet below existing site grades. GPI indicated approximately 5-½ feet of fill consisting of silty sand with a large amount of granitic cobbles and boulders underlies the site. GPI also stated that a previous geotechnical report conducted by Geocon in 1982 for the initial shopping center stated that the results of geophysical tests for the site indicate that granitic materials, generally 8 to 12 feet below the site, are only marginally rippable with conventional earthwork equipment. Geotechnical Evaluation Study, prepared by Kleinfelder for Costco Wholesale dated November 6, 2007 Based on review of this previous report, Kleinfelder performed a geotechnical investigation for a proposed new tire center and food service area. The investigation consisted of 1 test pit to 5 feet below existing site grades. Kleinfelder also referenced 4 borings from a 1995 investigation for the site which ranged from 4- to 20-½ feet below existing site grades. Kleinfelder encountered approximately 5 to 6 feet of fill consisting of yellowish to reddish


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brown silty to clayey sand with gravel and cobbles and red-brown lean clay with gravel and cobbles. The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and experience with similar soil conditions, structures and our understanding of the proposed project. These recommendations are also subject to the limitations presented in the “General Comments” section of this report. An information sheet prepared by ASFE (the Association of Engineering Firms Practicing in the Geosciences) is also included as Appendix C. We recommend that all individuals utilizing this report read the limitations along with the attached document. PROJECT DESCRIPTION We understand that the proposed project will involve demolishing the existing Costco Warehouse and Bigg’s Harley Davidson buildings and constructing a new Costco Warehouse consisting of a single-story building with a slab-on-grade. Parking and drive areas and a proposed gas station (including 3 underground storage tanks), along with related flatscape and utilities are also to be constructed. Based on information provided in the Costco Wholesale Development Requirements 2008.2 (revised June 20, 2008), the following loads are expected:

Loading Type Load Typical Wall Loading 4.5 kips/foot Typical Column Loading 120 kips Typical Canopy Loading 50 kips Typical Floor Slab Loading 500 psf total

350 psf live Based on information provided to this firm, the proposed pavement is to be designed with a design life of 20 years, and the pavement sections are to be based on a Traffic Index of 5.0 for Light Duty Pavement and 7.0 for Heavy Duty Pavement. Based on drawings provided by Nasland Engineering, up to 5 feet of cut and 8 feet of fill are expected to develop design grades for the site. This report describes the subsurface conditions encountered in the borings, presents the laboratory data obtained, and provides geotechnical recommendations for the design of building foundations, support of floor slabs and pavements, and general earthwork.


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SITE EXPLORATION PROCEDURES Field Exploration Terracon personnel located the borings in the field by taping or pacing distances and estimating right angles from the references shown on the attached boring location diagram, Plate 2. The locations of the borings should be considered accurate only to the degree implied by the methods used to define them. Truck-mounted, hollow-stem auger drill rigs operated by CalPac Drilling of Calimesa, California and Jet Drilling of Signal Hill, California were used to advance the boreholes. Representative samples were obtained by the split-barrel sampling procedure described below. The borings were completed under the technical supervision of a Terracon staff geologist or engineer, who visually inspected the soil samples, maintained detailed logs of the borings, interpreted stratigraphy, classified the soils, and obtained drive and bulk samples. Logs of the soil borings, including blowcount data, in-situ moisture content and dry density are presented on Plates A-1 through A-24. The soils were classified in the field and further examined in the laboratory in general accordance with the Unified Soil Classification System (a summary of the USCS and General Notes regarding Drilling are included in Appendix A, after the Boring Logs). Field classifications were modified, where necessary, on the basis of laboratory test results. The split-barrel sampling procedure uses a 3-inch outer diameter (O.D.), 2.4-inch inner diameter (I.D.) California type or a 2-inch O.D., 1.4-inch I.D. standard split spoon (SPT) type sampler that is driven into the bottom of the boring (elevation shown at sample depth) with a 140-pound drive hammer falling 30 inches. The number of blows required to advance the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval or portion thereof, is recorded as the field resistance value, N. The samples were tagged for identification, sealed to reduce water (moisture) loss and returned to the laboratory for further examination, testing and classification. An automatic drive hammer was used to advance the sampler. An impact energy efficiency is achieved with the automatic drive hammer when compared to a conventional safety drive hammer operated with a cathead and rope. This higher efficiency has been considered in our interpretation and analyses of the subsurface information provided with this report. The final boring logs included with this report, in Appendix A, represent the engineer’s interpretation of the field logs and include modifications based on observations and tests of the samples in the laboratory.


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Laboratory Testing Relatively undisturbed ring samples and disturbed bulk samples were carefully sealed in the field to prevent moisture loss. All samples were then transported to our laboratory in Irvine for examination and testing. Selected samples were tested to determine the in-situ moisture content and dry density. The laboratory testing was performed in general accordance with appropriate ASTM, California Building Code (CBC) and California Test Methods (CTM), as appropriate. The results of these laboratory tests are summarized, on the boring logs in Appendix A and in the Laboratory Summary in Appendix B of this report. Tests were performed on selected samples as an aid in classifying the soils and to evaluate their physical properties and engineering characteristics that may be present in the soil samples. Details of the laboratory testing program and test results are discussed in the following sections. Water Content/Dry Density Determination Water (moisture) content and dry density were determined for selected samples, where applicable. The drive samples were trimmed to obtain volume and wet weight, then were dried in accordance with ASTM D2937 (current edition). After drying, the weight of each sample was measured, and water content and dry density were calculated. The water content of selected drive samples and bulk samples were also determined. Water content and dry density values are presented on the boring logs in Appendix A. Grain Size Distribution with #200 Wash Representative samples were dried, weighed, and soaked in water until individual soil particles were separated, and then washed on the No. 200 sieve. That portion of the material retained on the No. 200 sieve was oven-dried and then run through a standard set of sieves in accordance with ASTM D422 (current edition). The test results are graphically represented in Appendix B. Atterberg Limits The Atterberg limits were performed in general accordance with ASTM D 4318-00 and are used frequently in soil classification and identification. The soil descriptions defined by the United Soil Classification System (USCS) are based on these limits. Fine-grained soils are classified in the laboratory by performing several tests that define the plastic and liquid limits. The results of these tests are presented in Appendix B. Maximum Density (Modified Proctor) Tests The maximum dry density and optimum moisture content of a representative material was determined in accordance with ASTM D1557-00 (five layers). Test results are presented in Appendix B.


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Direct Shear To evaluate the shear strength parameters of the on-site soils, direct shear tests were performed on selected samples, in general accordance with ASTM D3080 (current edition). After the initial weight and volume measurements were made, the samples were placed in a direct shear machine and a selected normal load was applied. (1, 2, and 4 kips per square foot [ksf]). Each sample was submerged, allowed to consolidate, and then was sheared to failure. Shear stress and sample deformations were monitored throughout the test. The process was performed on samples of the same soil layer or type under normal loads of 1, 2 and 4 kips per square foot (ksf). The test results are graphically presented in Appendix B. Minimum Resistivity and pH Minimum electrical resistivity and pH testing of the near surface soils was performed in general accordance with California Test Method No. 643. The results of this test are presented in Appendix B. Soluble Sulfate Soluble sulfate content was determined in general accordance with California Test Method No. 417. The results of these tests are presented in Appendix B. Soluble Chlorides Soluble chloride content was determined in general accordance with California Test Method No. 422. The results of these tests are presented in Appendix B. R-Value Selected soil samples were tested for subgrade strength (R-Value) to for use in pavement section design calculations. R-value tests were performed in general accordance with California Test Method No. 301. The test results are presented in Appendix B. Unified Soil Classification System (USCS) As part of the testing program, a geotechnical engineer examined the soil samples in the laboratory. Based on the laboratory test results and the material’s texture and plasticity, the soil samples were described according to the attached General Notes and classified in general accordance with the USCS, in accordance with ASTM Test Methods D2487 and D2488 (current editions). The estimated group symbols for the USCS are shown in the appropriate column on the boring logs. A brief description of the USCS is included in the Appendix A, after the boring logs. SITE CONDITIONS The proposed site is located at 717 and 725 Center Drive in San Marcos, California. At the time the borings were advanced, the site was developed with a Costco Warehouse building, a Bigg’s Harley Davidson building, parking lots and utilities for both facilities. The site is bordered by Center Drive to the east, Highway 78 to the south, and residential development to the North and west. Based on our field observations, the site is relatively flat and is


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bordered by descending slopes on the south, northwest and north sides. An ascending slope exists at the rear of the current Harley-Davidson building in the southwest portion of the site. GEOLOGIC CONDITIONS Regional Geology The site is situated within the southern Peninsular Ranges Geomorphic Province in Southern California. Geologic structures within this Province trend mostly northwest, in contrast to the prevailing east-west trend in the neighboring Transverse Ranges Geomorphic Province to the north. The Peninsular Range Province extends into lower California, and is bounded by the Colorado Desert to the east, the Pacific Ocean to the west and the San Gabriel and San Bernardino mountains to the north. 1, 2 The Property is located nearest to the Rose Canyon Fault, which is identified to the west of the Property trending northwest-southeast. A more detailed discussion of seismicity is included in the Faulting and Estimated Ground Motions Section. Local Geology In general, upper Jurassic marine deposits underlie the site.3 More specifically, the Quadrangle Map indicates that metavolcanic and metasedimentary rocks (KJ) consisting of “low grade rocks that are in part coeval with and in part older than the Cretaceous plutonic rocks they lie in contact with” underlie the site.4

Faulting and Estimated Ground Motions The subject site is located in Southern California, which is a seismic active area. The type and magnitude of seismic hazards affecting the site are dependent on the distance to causative faults, the intensity, and the magnitude of the seismic event. Table 1 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 EQFAULT program.5 The Rose Canyon Fault (a Type B Fault), which is located approximately 14.2 miles southwest of the site, is considered to have the most significant affect at the site from a design standpoint.

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 USGS, “Geologic Map of California, Santa Ana Sheet,” 1992. 4 USGS, “Geologic Map of the Valley Center 7.5’ Quadrangle, San Diego County, California,” 1999. 5 Blake, T. F., “EQFAULT: A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Fault”, User Manual and Program, 1989, (Updated 1999).


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TABLE 1 Characteristics and Estimated Earthquakes for Regional Faults

Fault Name Approximate Distance to Site

(miles)

Fault Type Maximum Credible Earthquake

(MCE) Magnitude Rose Canyon 14.2 B 6.9 Elsinore-Julian 17.2 A 7.1 Newport-Inglewood (Offshore) 17.6 B 6.9 Elsinore-Temecula 17.8 B 6.8 Coronado Bank 29.0 B 7.4 Earthquake Valley 31.6 B 6.5 Elsinore-Glen Ivy 37.3 B 6.8 San Jacinto – Anza 39.8 A 7.2 San Jacinto – Coyote Creek 42.0 B 6.8 San Jacinto – San Jacinto Valley 43.4 B 6.9 Elsinore – Coyote Mountain 45.7 B 6.8 Palos Verdes 48.2 B 7.1

In order to estimate the seismic ground motions at the subject site, Terracon reviewed seismic hazard map information;6 and performed a probabilistic analysis using the FRISKSP computer program7 utilizing the Joyner Boore (1997), Campbell (1997), and Abrahamson and Silva (1997) attenuation curves.8 Based on these sources the peak ground acceleration at the subject site for a 10% Probability of Exceedance in 50 years is expected to be about 0.25g. Furthermore, the site is not located within an Alquist-Priolo Earthquake Fault Zone based on our review of the State Fault Hazard Maps.9

Liquefaction Potential Liquefaction is the phenomenon where saturated soils develop high pore water pressures during seismic shaking and temporarily lose their strength characteristics. This phenomenon generally occurs in areas of high seismicity, where ground water is shallow and loose granular soils or hydraulic fill soils are present. Due to the shallow depth to bedrock encountered in our borings at the site, the potential for liquefaction is considered nil.

6 California Geologic Survey (CGS), “The Revised 2002 California Probabilistic Seismic Hazard Maps” June 2003. Note: Supersedes the “Probabilistic Seismic Hazard Assessment for the State of California”, Open File Report 96-08 (1996) and 97-706 (1997). 7 Blake, T. F., “FRISKSP: A Computer Program for the Probabilistic Prediction of Peak Ground Acceleration from Digitized California Faults,” ver. 4.00, User Manual and Program, 2000. 8 Seismological Society of America, “Equations for the Estimating Horizontal Response Spectra and Peak Acceleration from Western North American Earthquakes: A Summary of Recent Work”: Seismological Research Letters, Vol. 68, No. 1, pp. 128-153. 9 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.


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SUBSURFACE CONDITIONS Beneath the asphaltic concrete pavement cover, we encountered existing fill consisting of moist, silty sands containing various amounts of gravel and cobble. Based on our field exploration and review of previous reports by others, the fill material is underlain by dense, native soils and dense bedrock to the maximum depths explored. Each of the borings encountered refusal before their target depths, either due to the presence of oversized materials in the fill, due to the dense cobbly nature of the underlying native soils, or due to the hardness of the underlying bedrock. The subsurface conditions encountered at each boring location are indicated on the boring logs in Appendix A. The stratification boundaries shown on the boring logs represent the approximate locations of changes in soil types; actual transition between material types may be gradual and indistinct. The conditions encountered in our borings were similar to those encountered as part of previous geotechnical investigations performed on-site. GROUNDWATER CONDITIONS The borings were monitored for groundwater while drilling and immediately after completing the drilling operations. As indicated in the lower left corner of the boring logs, groundwater was not encountered or measured in the borings at this time to the maximum depth explored, approximately 18-½ feet bgs. Fluctuations in groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, altered natural drainage paths, and other factors not evident at the time the borings were advanced. In addition, perched water conditions can also develop due to the presence of shallow bedrock. Consequently, the designer and contractor should be aware of this possibility while designing and constructing the building. ENGINEERING RECOMMENDATIONS Geotechnical Considerations Based on the information obtained from our subsurface exploration, it is our opinion that the proposed building can be supported on a shallow footing system provided that the earthwork and construction is performed in an acceptable manner in accordance with code requirements and the recommendations outlined herein. Due to the presence of dense, shallow bedrock, it is our opinion that infiltration of stormwater at the site is not practical.


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Recommendations regarding foundations and other issues related to the geotechnical aspects of the project are presented in the following sections. Shallow Footing Foundations A shallow footing foundation system, founded on a minimum of 2-foot thick properly compacted fill extending horizontally at least five feet beyond the outside face of the footing edges, can be used to support the proposed buildings. As an alternate, the footings can be deepened to rest in the underlying bedrock materials. For the design of footings bearing within approved engineered fill, we recommend using a net allowable bearing pressure of 2,500 psf. For foundations resting at least 1-foot into bedrock, a net allowable bearing pressure of 3,500 psf can be considered. This is the pressure at the base of the footing in excess of the adjacent overburden pressure. The allowable bearing pressure may be increased by one-third for short-term seismic and wind load conditions. Resistance to lateral loads may be developed by friction acting at the base of footings and passive earth pressure developed on the sides of footings below grade. Passive earth pressure and friction may be used in combination, without reduction, in evaluating total resistance to lateral loads. An allowable coefficient of friction of 0.35 may be used for dead load forces for footings cast directly against approved compacted fill. An allowable passive pressure of 300 (pounds per square foot per linear foot of footing embedment) may be used for the sides of footings, provided the footing concrete is compacted well against approved compacted fill or competent natural soils. Terracon personnel should be retained to observe and evaluate the footing excavations. If site preparation and foundation observation services are conducted as outlined in this report, long-term settlement is expected to be less than ½ inch for footings bearing within the materials described above. Differential settlement is not expected to exceed about ½ this value over a horizontal distance of 30 feet. Continuous footings should have a minimum width of at least 18 inches, and isolated column footings should have a minimum width of at least 24 inches. For continuous footings, we recommend minimum reinforcement of two #4 rebar, at the top and bottom of the footing be used. For isolated footings, we recommend minimum reinforcement #4 rebar 12–inches on center (each way) be used. Actual required footing reinforcement should be determined by the project structural engineer. All footings should include footing drains as per Detail K-9 in the Costco Wholesale Development Requirements document (see Plate 3). To reduce moisture changes beneath the footing soils, we recommend that perimeter footings bear at least 24 inches below final exterior grade. Interior footings may be placed at shallower depths.


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Care should be taken to prevent wetting or drying of the bearing materials during construction. Any extremely wet or dry material, or any loose or disturbed material in the bottom of the footing excavations, should be removed prior to placing concrete. Large cobbles or boulder sized materials may be encountered beneath footing areas. Such conditions could create point loads on the bottom of footings, increasing the potential for differential foundation movement. If oversized material, greater than 6-inches in diameter, is encountered in the footing excavations, the cobbles and/or boulders should be removed and be replaced with engineered fill, conditioned to near optimum moisture content and compacted to a minimum of 90 percent of the applicable laboratory maximum density, as determined in accordance with ASTM D-1557. Foundations adjacent to slopes should have a minimum setback of 1/3 the height of the slope, not to exceed 40 feet for descending slopes. For ascending slopes the setback from the face of the proposed structure shall be ½ the height of the slope, not to exceed 15 feet. Slope set backs are illustrated on Figure 18-I-1 in the 2001 CBC. Floor Slab Subgrade Generally, buildings such as those proposed for this site are designed for post-construction vertical floor slab movements of less than ½ inch. The near surface soils encountered in the borings were clayey sands. Based on soil classifications and laboratory testing, these soils are expected to exhibit low expansion potential. After stripping the site, the building areas (including the gas station canopy and kiosk areas) should be overexcavated per the “Earthwork Considerations” section of this report. We recommend minimum thickness of the building slab be 6–inches. The actual required slab thickness and reinforcement should be determined by the project structural engineer. Installation of a vapor-retarding system should be per Costco’s Development Requirements. Care should be taken to maintain the minimum recommended moisture content in the subgrade until floor slabs are constructed. Positive drainage should also be developed away from the building to prevent water from ponding along the perimeter and affecting future floor slab performance. We recommend a positive cutoff in utility trenches at the building lines to reduce the potential for water migrating through the utility trench backfill to areas under the building. 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:


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• 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.

Retaining Walls The lateral earth pressure recommendations given in the following paragraphs 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 modular block - geogrid reinforced backfill walls. Recommendations covering these types of wall systems are beyond the scope of services for this assignment. However, we would be pleased to develop recommendations for the design of such wall systems upon request. Lateral Earth Pressures For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: Active: Cohesionless soil backfill (on-site sand) 35 psf/ft On-site bedrock materials not recommended for use Passive: Cohesionless soil backfill (on-site sand) 300 psf/ft Shallow [grade beam] [foundation walls] 300 psf/ft Shallow column footings 350 psf/ft Undisturbed bedrock 400 psf/ft Coefficient of base friction 0.35 * *The coefficient of base friction should be reduced to 0.30 when used in conjunction with passive pressure. Where the design includes restrained elements, the following equivalent fluid pressures are recommended: At rest: Cohesionless soil backfill (on-site sand) 55 psf/ft Compacted granular backfill 55 psf/ft On-site bedrock materials not recommended for use


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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 submerged conditions are to be included in the design. Fill against grade beams and retaining walls should be compacted to densities specified in Earthwork. Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors. Overcompaction may cause excessive lateral earth pressures which could result in wall movement. Retaining Wall Drainage To reduce hydrostatic pressure on retaining walls, a subsurface drain system should be placed behind the wall. The drain system should consist of free-draining granular soils containing less than five percent fines (by weight) passing a No. 200 sieve placed adjacent to the wall. The free-draining granular material should be graded to prevent the intrusion of fines or encapsulated in a suitable filter fabric. A drainage system consisting of either weep holes or perforated drain lines (placed near the base of the wall) should be used to intercept and discharge water which would tend to saturate the backfill. Where used, drain lines should be embedded in a uniformly graded filter material and provided with adequate clean-outs for periodic maintenance. An impervious soil should be used in the upper layer of backfill to reduce the potential for water infiltration. As an alternative, a prefabricated drainage structure, such as geocomposite, may be used as a substitute for the granular backfill adjacent to the wall. Pavements Based on laboratory test results, a Resistance Value (R-Value) of 68 may be used in determining the asphaltic concrete pavement sections. A modulus of subgrade reaction value (k) of 150 pounds per cubic inch (pci) may be used in determining the Portland cement concrete pavement sections. Assuming the pavement subgrades will be prepared as recommended within this report, the following pavement sections should be considered minimums for this project for the traffic indices assumed in the table below. As more specific traffic information becomes available, we should be contacted to reevaluate the pavement calculations.


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MINIMUM PAVEMENT RECOMMENDATIONS *

Light (Automobile) Parking Assumed Traffic Index (T.I.) = 5.0

Heavy Parking and Drive Areas

Assumed T.I. = 7.0 Section IPortland Cement Concrete (3,500 psi, Air Entrained)

5.0” Concrete 4.0” Class II Aggregate Base

6.5” Concrete 6.0” Class II Aggregate Base

Section IIAsphaltic Concrete

3.0” Asphaltic Concrete over 4.0” Class II Aggregate Base

4.0” Asphaltic Concrete over 4.0” Class II Aggregate Base

* All materials should meet the CALTRANS Standard Specifications for Highway Construction.

Minimizing subgrade saturation is an important factor in maintaining subgrade strength. Water allowed to pond on or adjacent to pavements could saturate the subgrade and cause premature pavement deterioration. The pavement should be sloped to provide rapid surface drainage, and positive surface drainage should be maintained away from the edge of the paved areas. Design alternatives which could reduce the risk of subgrade saturation and improve long-term pavement performance include crowning the pavement subgrades to drain toward the edges, rather than to the center of the pavement areas; and installing surface drains next to any areas where surface water could pond. Properly designed and constructed subsurface drainage will reduce the time subgrade soils are saturated and can also improve subgrade strength and performance. In areas where there will be irrigation adjacent to pavements, we recommend the owner consider installing perimeter drains for the pavements. Long term pavement performance will be dependent upon several factors, including maintaining subgrade moisture levels and providing for preventive maintenance. The following recommendations should be considered the minimum: • The subgrade and the pavement surface have a minimum ¼ inch per foot slope to

promote proper surface drainage. • Consider appropriate edge drainage and pavement under drain systems, • Install pavement drainage surrounding areas anticipated for frequent wetting (e.g. garden

centers, wash racks) • Install joint sealant and seal cracks immediately, • Seal all landscaped areas in, or adjacent to pavements to minimize or prevent moisture

migration to subgrade soils; • Placing compacted, low permeability backfill against the exterior side of curb and gutter;

and, • Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of base

course materials.


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Preventive maintenance should be planned and provided for through an on-going pavement management program. Preventive maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventive maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventive maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventive maintenance. If asphaltic concrete is used for this project, we recommend that reinforced concrete pads be provided in front of and beneath trash receptacles. The trash collection trucks should be parked on the rigid concrete pavement when the trash receptacles are lifted. The concrete pads should be a minimum of 7 inches thick and properly reinforced. Thickened edges should be used along outside edges of concrete pavements. Edge thickness should be at least 2 inches thicker than concrete pavement thickness and taper to the actual concrete pavement thickness 36 inches inward from the edge. Integral curbs may be used in lieu of thickened edges. Care should be taken to properly backfill utility cuts in pavement areas. Backfilling should be accomplished by compacting the backfill to meet the requirements for fill as outlined in the “Earthwork Considerations” section of this report. Earthwork Considerations General Following demolition and removal of the existing buildings, site preparation for the proposed project should include removing any vegetation, topsoil, existing pavements, existing foundations, existing floor slabs and any other unsuitable materials encountered on-site. Existing pipelines, conduits or utilities not planned to remain in use should be removed or cut and plugged per applicable Code requirements as property lines dictate. Loose soils in the depressions or excavations created during the demolition phase should be removed and the resulting void(s) should be backfilled with engineered fill as outlined in the following paragraphs. After site clearing and demolition are completed and in the absence of any available documentation concerning the placement and compaction of the existing fills on-site, the existing, undocumented fill and trench backfill should be removed from the proposed structural building areas, down to firm, underlying native soils or bedrock. The resulting voids should then be replaced with engineered fill. This removal program should extend a minimum distance outside the building pad areas equal to the depth of removal. Given the currently available information, the removal of this undocumented fill material is could vary from as little as 2 feet, up to depths of 5 feet (or more) under most of the building pads. Areas of deeper removal should be anticipated in some areas, depending upon conditions exposed during grading (such as deeper sections of undocumented fill/backfill).


15

If bedrock (or firm native soils) are generally encountered at shallow depths during grading, consideration may be given to deepening the proposed foundations to rest entirely in undisturbed soils or entirely in bedrock. If the depth to native soils or bedrock is deeper and/or variable, the existing fill soils should be removed, and additional overexcavation of the underlying materials should be performed (as needed) to provide a minimum of 2 feet of engineered fill below the bottoms of the proposed footings. In pavement areas, loose soils created during the site demolition and preparation phase should be overexcavated down to firm approved soils. In the future parking lot areas, outside the buildings, consideration may be given to a reduced removal program involving an excavation to-grade followed by a processing operation (scarification, moisture conditioning and recompaction) of the exposed surface, provided that Costco understands the potential risks (possible settlement and increased site maintenance) where existing undocumented fills are not completely removed by virtue of site grading activities. After completing the overexcavation and any corrective work, we recommend all exposed subgrade soils be scarified and compacted to a depth of 8 inches. The moisture content of the scarified soil should be adjusted to at least its optimum value, as determined by ASTM D1557 (current edition), prior to being compacted to at least 90 percent of its maximum dry density. All fill required to develop the design grades should consist of an approved granular soil having engineering properties similar to those on-site. Soil materials generated during the overexcavation/removal process may be reused as compacted fill provided they are free of organic matter and debris. Fill soils should be placed in lifts not exceeding 8 inches in loose thickness, moisture conditioned as-needed to over optimum,and compacted to at least 90 percent of the maximum dry density, as determined by test method ASTM D1557 (current edition). The zone of fill compacted to meet this criteria should extend beyond the building footprints at least 1-foot laterally for each foot of fill required to develop design grade but not less than 5 feet. The generation of oversized materials (greater than 6 inches) should be anticipated during grading operations in the existing fill and underlying bedrock. Oversized materials (greater than 6 inches) generated during the earthwork process should be reduced in size prior to being placed within the engineered fill. Alternatively, these materials could be hauled off-site. Given the conditions encountered in our borings, excavations which penetrate depths greater than approximately 5 feet below the existing surface are likely to encounter hard bedrock materials which may create excavation difficulties. Some excavations may require


16

heavy ripping while deeper (utility) excavations may require jack hammers or hoe-rams to attain design excavation depths. Some additional effort may be necessary to extract boulder sized materials, particularly in deep narrow excavations such as utility trenches. Consideration should be given to obtaining a unit price for difficult excavation in the contract documents for the project. Excavation and Trench Construction The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards. The soils to be penetrated by the proposed excavations may vary significantly across the site. The preliminary soil classifications are based solely on the materials encountered in widely spaced exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. As a safety measure, it is recommended that all vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. The exposed slope face should be protected against the elements. The contractor should retain a geotechnical engineer to monitor the soils exposed in all excavations and provide engineering services for slopes. This will provide an opportunity to monitor the soil types encountered and to modify the excavation slopes as necessary. It also offers an opportunity to verify the stability of the excavation slopes during construction. Geotechnical Observation and Testing during Grading Geotechnical observation and testing should be conducted during the following stages of grading: • Upon completion of clearing and grubbing; • During demolition of existing foundations, pavement and utilities; • During excavation and overexcavation of the building and pavement subgrade; • During all phases of grading, including, fill placement and recompaction; • When any unusual conditions are encountered during grading The exposed subgrade and each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the geotechnical engineer’s representative prior to placement of additional lifts.


17

Surface Drainage Positive drainage should be provided during construction and maintained throughout the life of the proposed project. Infiltration of water into utility or foundation excavations must be prevented during construction. Planters and other surface features which could retain water in areas adjacent to the building or pavements should be sealed or eliminated. In areas where sidewalks or paving do not immediately adjoin the structure, we recommend that protective slopes be provided with a minimum grade of approximately 5 percent for at least 10 feet from perimeter walls. 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. Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving. Sprinkler systems should not be installed within 5 feet of foundation walls. Landscaped irrigation adjacent to the foundation system should be minimized or eliminated. Underground Storage Tanks There are three proposed underground storage tanks to be located at the proposed Costco Gas Station. The recommendations presented in the “Excavation and Trench Construction” section above are applicable to the construction of this tank. Groundwater was not encountered, therefore the need for tie down anchors to counteract hydrostatic pressure are not anticipated for the proposed tanks. However, based on the shallow depth to bedrock and the previous GPI report, the bedrock materials 8 to 12 feet below the ground surface may be only marginally rippable with conventional earthwork equipment. Stormwater Percolation Given the results of this firm’s field investigation, which encountered dense bedrock materials at depth, percolation of storm water runoff into the underlying native materials on-site does not appear feasible. If there is a desire or need to filter runoff through the ground prior to its being discharged off-site, consideration may be given to overexcavating a proposed filtering/detention basin and replacing the resulting void with a section of engineered fill, compacted to a minimum of 90 percent relative compaction. Given the anticipated, relatively impermeable nature of the underlying material, the bottom of the overexcavation should be graded and sloped (2% minimum) to direct and provide for positive drainage into appropriate discharge devices. We recommend the filtering systems be constructed in areas that are not within 20 feet of proposed buildings or retaining walls. Corrosion Considerations Three selected samples of the near surface soils encountered in our borings were tested for soluble sulfate concentrations. The test results indicated negligible soluble sulfate concentration according to Table 4.3.1 of ACI 318-02. We recommend that the concrete


18

mix be designed using the cement type and parameters presented in Table 4.3.1 of ACI 318-02 for this level of corrosivity. Minimum resistivity testing and pH of the near surface soils were performed on selected samples. Based on the Caltrans criteria, these soils exhibit a “moderate” potential for corrosion to ferrous metals in contact with the soils. Test results are included in Appendix B, and should be reviewed by a qualified corrosion engineer to provide recommendations for protecting ferrous metals in contact with the soil. Consideration should be given to consulting a corrosion engineer for a more detailed evaluation and attendant recommendations. California Building Code Seismic Coefficients The following site specific seismic design parameters are recommended in accordance with CBC (2007).

CBC(2007) Seismic Design Coefficients (Based on IBC 2006) Soil Classification (Table 1613.5.2) C Mapped Spectral Response Acceleration Parameter, Ss (Figure 1613.5(3) for 0.2 second)

1.07

Mapped Spectral Response Acceleration Parameter, S1 (Figure 1613.5(4) for 1.0 second)

0.40

Site Coefficient, Fa (Table 1613.5.3( 1) short period) 1.0 Site Coefficient, Fv (Table 1613.5.3( 2) 1-second period)

1.4

Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter, SMS (eq. 16-37)

1.07

Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter, SM1 (eq. 16-38)

0.56

Design Spectral Response Acceleration Parameter, SDS (Figure 16.39)

0.71

Design Spectral Response Acceleration Parameter, SD1 (Figure 16.40)

0.37

Reference: CBC (2007) Chapter 16 Section 1613 – Earthquake Loads 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 testing and observation during excavation, grading, foundation and 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 weather. The nature and extent


19

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. The scope of services of 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 of 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 any 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.

AND IS NOT INTENDED FOR CONSTRUCTION PURPOSESDIAGRAM IS FOR GENERAL LOCATION ONLY,

L(Layout1)\Plate_2.cdrFile Name:

Project Mngr:

Designed By:

Checked By:

Approved By:

Plate No.

Scale:

Date:

Drawn By:

Project No.

Irvine, California 92606

16662 Millikan Avenue

N

COSTCO WAREHOUSE - SAN MARCOSNORTHWEST CORNER OF CENTER DR & HIGHWAY 78

SAN MARCOS, CALIFORNIAFor Costco Wholesale

JP

2

60095008

05-11-2009

JP

Not to Scale

PJE

BORING LOCATION DIAGRAM

Reference: GreenbergFarrow, COS-CA-39E, Preliminary Site Planning, dated April 14, 2009

LEGEND

s

:

Approximate Boring Location

B-24

PJE

JP

B-07

B-05

B-04B-03

Existing Harley Davidson

Existing Costco Warehouse

B-01

B-02

B-06

B-08B-09

B-10

B-11

B-14

B-12

B-13

B-15 B-16

B-18

B-17

B-19

B-20

B-23

B-22

B-21

B-24

Proposed Costco Warehouse

Proposed Costco Service Station

AND IS NOT INTENDED FOR CONSTRUCTION PURPOSESDIAGRAM IS FOR GENERAL LOCATION ONLY,

L(Layout1)\Plate_3.cdrFile Name:

Project Mngr:

Designed By:

Checked By:

Approved By:

Plate No.

Scale:

Date:

Drawn By:

Project No.

Irvine, California 92606

16662 Millikan Avenue

COSTCO WAREHOUSE - SAN MARCOSNORTHWEST CORNER OF CENTER DR & HIGHWAY 78

SAN MARCOS, CALIFORNIAFor Costco Wholesale

JP

3

60095008

08-20-2009

CP

Not to Scale

PJE

FOOTING DRAIN DETAIL

PJE

CP

Reference: Mulvanny G2, “Costco Wholesale Development Requipments,”Version 2008.2, Revised on June 13, 2008.

APPENDIX A Field Investigation

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The stratification lines represent the approximate boundary linesbetween soil and rock types: in-situ, the transition may be gradual.

BORING LOCATION

PROJECT

4-27-09None

WATER LEVEL OBSERVATIONS, ft

OWNER

Asphaltic Concrete - 2 inches.FILLSILTY SAND - yellow brown, moist, fine to mediumgrained sand, fine to coarse gravel, some cobbles.

Refusal at 2.0 feet.No groundwater encountered.Backfilled with soil cuttings.

SM B

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Highway 78 and Center Ave.San Marcos, CA

Costco - San MarcosELEVATION

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LOG OF BORING NO. B-01SITE

BORING STARTED

See Boring Location Plan A-1

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Asphaltic Concrete - 2 inches.


- no recovery.

NATIVESILTY SAND - yellow brown ,moist, loose, fine to corcoarse grained.

FILLSILTY SAND - yellow brown, moist, fine to mediumgrained sand, fine to coarse gravel, some cobbles.

- medium dense.

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- medium dense.


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CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

4-28-09None


OWNER

JOB #


PROJECT

S

FILLSILTY SAND - yellow brown, moist, fine to mediumgrained sand, with coarse gravel, some cobbles.


SM

RIG

E T

GR

AP

HIC

LO

G


Costco - San Marcos

BORING LOCATION

BORING COMPLETED

SAMPLES T

Costco Wholesale

60095008

O

ELEVATION

I


BORING STARTED


WL

WL

DR

Y U

NIT

WT

pcf

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

GR

AP

HIC

S

DE

PTH

, ft.

RE

CO

VE

RY

, in.

NE

N- F

IELD

BLO

WS

/ ft.S

UN

CO

NFI

NE

DS

TRE

NG

TH, t

sf

S

D T

1

2

CRIP

BORING COMPLETEDRIG

PLATE


CPD-14


BORING LOCATION

PROJECT

4-28-09None


OWNER

JOB #



SM

TEST

GR

AP

HIC

LO

G



I N

Costco Wholesale

60095008

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

T


BORING STARTED


WL

WL

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

GR

AP

HIC

SO

RE

CO

VE

RY

, in.

P

STR

EN

GTH

, tsf

IRCED

DE

PTH

, ft.

S

1

2

UN

CO

NFI

NE

D

S

N- F

IELD

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

BORING COMPLETEDRIG

PLATE


CPD-14


BORING LOCATION

PROJECT

4-28-09None


OWNER



SM B

TEST

GR

AP

HIC

LO

G



I

JOB #

N

Costco Wholesale

60095008

T


BORING STARTED


WL

WL

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

GR

AP

HIC

SO

RE

CO

VE

RY

, in.

P

STR

EN

GTH

, tsf

IRCED

DE

PTH

, ft.

S

1

2

UN

CO

NFI

NE

D

S

N- F

IELD

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf


Costco - San Marcos

BORING LOCATION

BORING COMPLETEDRIG

PLATE

Logged by: CP

OWNER

CPD-14

T


PROJECT

4-28-09None


4-28-09



GR

AP

HIC

LO

G

87

B

RS

TES

SM

P ION

Costco Wholesale

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

I

ELEVATION


BORING STARTED


WL

WL

60095008JOB #

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

TR

DR

Y U

NIT

WT

pcf

CED

S

STR

EN

GTH

, tsf

UN

CO

NFI

NE

D

GR

AP

HIC

S

N- F

IELD

BLO

WS

/ ft.

DE

PTH

, ft.

1

2

3

4

RE

CO

VE

RY

, in.

S

5-1-09

GR

AP

HIC

LO

G


Costco - San Marcos

BORING LOCATION

BORING COMPLETEDRIG

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

Logged by: MAR

E

CME-75


PROJECT


PLATE

SMAsphaltic Concrete - 3 inches.FILLSILTY SAND - red brown, damp, fine to coarsegrained sand, some fine gravel.

- no recovery.Refusal at 3.0 feet.No groundwater encountered.Backfilled with soil cuttings.

TT

NR 50/2"

S

B

P

None

ION

Costco WholesaleOWNER

I

ELEVATION


BORING STARTED


WL

WL

60095008

SAMPLES

GR

AP

HIC

ST

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

R

JOB #

DR

Y U

NIT

WT

pcf

CED

S

STR

EN

GTH

, tsf

UN

CO

NFI

NE

D

N- F

IELD

BLO

WS

/ ft.

1

2

3

RE

CO

VE

RY

, in.

DE

PTH

, ft.S

Logged by: MAR

T

GR

AP

HIC

LO

G


Costco - San Marcos

BORING LOCATION


PLATE

T

5-1-09CME-75


PROJECT

5-1-09

RIG

Asphaltic Concrete - 3 inches.FILLSILTY SAND - red brown, damp, fine to coarsegrained sand, some fine gravel.


SM

S

50/3"RS

B

SM 5.8

E

93

I

None

TION

Costco Wholesale

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

BORING STARTEDWL

WL


SITE


ELEVATION

R

OWNER

JOB #

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%P

GR

AP

HIC

SED

S

STR

EN

GTH

, tsf

UN

CO

NFI

NE

D

S

TYP

E

DR

Y U

NIT

WT

pcf

C

1

2

3

4

RE

CO

VE

RY

, in.

DE

PTH

, ft.

N- F

IELD

BLO

WS

/ ft.

Logged by: MAR

T

GR

AP

HIC

LO

G


Costco - San Marcos

BORING LOCATION


PLATE

T

5-1-09CME-75


PROJECT

5-1-09

RIG

Asphaltic Concrete - 3 inches.FILLSILTY SAND - red brown, damp, fine to coarsegrained sand, some fine gravel.


SM

S

50/1"RS

B

SM 5.5

E

101

I

None

TION

Costco Wholesale

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

BORING STARTEDWL

WL


SITE


ELEVATION

R

OWNER

JOB #

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%P

GR

AP

HIC

SED

S

STR

EN

GTH

, tsf

UN

CO

NFI

NE

D

S

TYP

E

DR

Y U

NIT

WT

pcf

C

1

2

3

4

RE

CO

VE

RY

, in.

DE

PTH

, ft.

N- F

IELD

BLO

WS

/ ft.

50/3"

90

91

119

3.4

2.7

4.6

RS

50/3"

RS 50/3'

29 5.0

GR

AP

HIC

LO

G

BORING LOCATION

Costco - San Marcos


B

Continued Next Page

TSET

RS

RS

NATIVESILTY SAND - olive, damp, medium dense, medium tocoarse grained, coarse gravel.

FILLSILTY SAND - red brown, damp, fine to coarsegrained sand, some coarse gravel.


SM

SM

SM

SM

SM

R

DR

Y U

NIT

WT

pcf

NOITICED

S

STR

EN

GTH

, tsf

UN

CO

NFI

NE

D

S

BORING COMPLETED

P


WL

WL

A-19aSee Boring Location Plan

Costco WholesaleSITE

ELEVATION

60095008

BORING STARTED

N- F

IELD

BLO

WS

/ ft.


None5-1-09

PROJECT

OWNER


CME-75 5-1-09

Logged by: MAR

PLATE

RIG

1

2

3

4

5

6

7

8

9

10

11

12

13

14

RE

CO

VE

RY

, in.

DE

PTH

, ft.

GR

AP

HIC

S

TYP

E

WA

TER

CO

NTE

NT,

%

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

SAMPLES

JOB #

US

CS

SY

MB

OL



Costco - San Marcos

BORING LOCATION

BORING COMPLETEDRIG

PLATE

Logged by: MAR 5-1-09

GR

AP

HIC

LO

G

PROJECT

5-1-09None


CME-75

50/3"


SM

SM 50/3"

4.4

3.2

94RS

RS

TEST

JOB #

ELEVATION

OWNER

ION

Costco Wholesale

60095008

PI


BORING STARTED

See Boring Location Plan A-19b

WL

WL

RE

CO

VE

RY

, in.

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

GR

AP

HIC

ST

DE

PTH

, ft.

UN

CO

NFI

NE

D

RCED

S

STR

EN

GTH

, tsf

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

S

N- F

IELD

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

16

17

18

SM

SM

SILTY SAND - olive, moist, fine to coarse grainedsand, some fine to coarse gravel.

CLAY - red gray, damp, hard.

NATIVESILTY SAND - reddish brown, moist, loose, fine tocoarse grained.

- medium dense.

FILLSILTY SAND - red brown, damp, fine to coarsegrained sand, some coarse gravel.

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

122

SM

CL

SM

SM

E

BORING LOCATION

Costco - San Marcos


Continued Next Page

GR

AP

HIC

LO

G


ST

RS

RS

RS

RS

B

T

BORING COMPLETED


CME-75 5-1-09

Logged by: MAR

PLATE

RIG

D NOITPIRE

Costco Wholesale

S

STR

EN

GTH

, tsf

UN

CO

NFI

NE

D

S

N- F

IELD

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

1

2

3

4

5

6

7

8

9

10

11

12

13

14

C

WL

WL


BORING STARTED


ELEVATION

60095008

SITE

11.6

None5-1-09

PROJECT

RE

CO

VE

RY

, in.

114

OWNER

10.8

5.4

6.2

63/9"

9

36

23

108

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL


GR

AP

HIC

S

TYP

E

SAMPLES

JOB #

DE

PTH

, ft.

JOB #BORING LOCATION

BORING COMPLETEDRIG

PLATE

Logged by: MAR 5-1-09

CME-75



PROJECT

5-1-09None


OWNER

81RS

NR

SILTY SAND - olive, moist, fine to coarse grainedsand, some fine to coarse gravel. - same as above.

No recovery.Refusal at 18.5 feet.No groundwater encountered.Backfilled with soil cuttings.

Costco - San Marcos

50/3"

50/0"

10.7

TEST

GR

AP

HIC

LO

G

SM

ELEVATION

ION

Costco Wholesale

60095008

PI


BORING STARTED


WL

WL

RE

CO

VE

RY

, in.

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

GR

AP

HIC

ST

DE

PTH

, ft.S RCED

S

UN

CO

NFI

NE

D

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

N- F

IELD

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

16

17

18

STR

EN

GTH

, tsf

S

DE CRIPTION

TYP

E

Costco Wholesale

S

60095008

ELEVATION


See Boring Location Plan

SMAsphaltic Concrete - 3 inches.FILLSILTY SAND - red brown, damp, fine to coarsegrained sand, some fine gravel.

- no recovery.


STR

EN

GTH

, tsf

DE

PTH

, ft.

N- F

IELD

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

1

2

3

4

RE

CO

VE

RY

, in.

GR

AP

HIC

S

UN

CO

NFI

NE

D


Logged by: MAR

BORING STARTED

CME-75


PROJECT

5-1-09

A-21

None

PLATE

OWNER

JOB #

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

5-1-09

NR

B

50/3"

RIG

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

WL

WLBORING COMPLETED

BORING LOCATION


T

GR

AP

HIC

LO

G

TSE

Costco - San Marcos

T

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

Asphaltic Concrete - 3 inches.FILLSILTY SAND - red brown, damp, fine to coarsegrained sand, some fine to coarse gravel, with cobble.

- hard to drill due to cobbles.


A-22

SM B

TE

E CRIPTION

Costco Wholesale

WL

WL

GR

AP

HIC

LO

G

60095008

ELEVATION


BORING STARTED


OWNER

JOB #

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

S

GR

AP

HIC

S

None

DE

PTH

, ft.

RE

CO

VE

RY

, in.

1

2

3

DR

Y U

NIT

WT

pcf

N- F

IELD

BLO

WS

/ ft.S

UN

CO

NFI

NE

DS

TRE

NG

TH, t

sf

S

TYP

E

5-1-09


Costco - San Marcos

BORING LOCATION

BORING COMPLETEDRIG

PLATE

Logged by: MAR


CME-75


PROJECT

5-1-09

D

8.2

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

RS

RS

B

115

124

121

7.7

50/3

30

41

14.8

RIGBORING COMPLETED

BORING LOCATION

RS


Continued Next Page

GR

AP

HIC

LO

G

TSET

Costco - San Marcos

*

- difficult to get recovery.

COBBLES - fresh, very stong.

LEAN CLAY - red gray, damp, fines with some coarsegrained sand.

NATIVESILTY SAND - brown, mottled with dark gray, damp,medium to coarse grained.

Asphaltic Concrete - 3 inches.FILLSILTY SAND - red brown, damp, fine to coarsegrained sand, some fine to coarse gravel.

SM

PLATE

CL

SM

SM

R

Costco Wholesale

NOIT

N- F

IELD

BLO

WS

/ ft.ICED

S

UN

CO

NFI

NE

D

Logged by: MAR

P


WL

WL


SITE

ELEVATION

60095008

S

BORING STARTED

STR

EN

GTH

, tsf

JOB #

OWNER


NoneCME-75

5-1-09

PROJECT


WA

TER

CO

NTE

NT,

%

1

2

3

4

5

6

7

8

9

10

11

12

13

14

RE

CO

VE

RY

, in.

DE

PTH

, ft.

DR

Y U

NIT

WT

pcf

TYP

E

US

CS

SY

MB

OL

SAMPLES

5-1-09

GR

AP

HIC

S



PROJECT

5-1-09 5-1-09None

Logged by: MAR

OWNER

JOB #

SAMPLES

- cobbles with interbedded poorly graded sand,loosely to moderately consolidated.

Total depth of boring of 17.0 feet.No groundwater encountered.Backfilled with soil cuttings.

TEST

CME-75

US

CS

SY

MB

OL


Costco - San Marcos

BORING LOCATION

BORING COMPLETEDRIG

PLATE

GR

AP

HIC

LO

G

Costco Wholesale

60095008

NO


BORING STARTED


WL

WL

ELEVATION

S

WA

TER

CO

NTE

NT,

%

TYP

E

GR

AP

HIC

S

DE

PTH

, ft.

RE

CO

VE

RY

, in.

16

17

N- F

IELD

BLO

WS

/ ft.

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

UN

CO

NFI

NE

DS

TRE

NG

TH, t

sf

S

DE CRIPTI

DR

Y U

NIT

WT

pcf

BORING STARTED

BO

RE

HO

LE_9

9 6

0095

008

CO

STC

O S

AN

MA

RC

OS

BO

RIN

G L

OG

S.G

PJ

TE

RR

AC

ON

.GD

T 8

/21/

09

60095008

ELEVATION

SITE


SM B

T


UN

CO

NFI

NE

D

Asphaltic Concrete - 3 inches.FILLSILTY SAND - yellow brown, moist, fine grained sand,some coarse gravel, some cobbles.


1

2

DR

Y U

NIT

WT

pcf

Costco Wholesale

S

E

STR

EN

GTH

, tsf

S

DE CRIPTION

N- F

IELD

BLO

WS

/ ft.

WA

TER

CO

NTE

NT,

%


OWNER

JOB #

SAMPLES S

US

CS

SY

MB

OL

None

TYP

E

GR

AP

HIC

S

DE

PTH

, ft.

RE

CO

VE

RY

, in.

A-24

WL

WL RIG

T

GR

AP

HIC

LO

G


Costco - San Marcos

BORING LOCATION

BORING COMPLETED4-28-09

PROJECT

PLATE


CPD-14 4-28-09

Logged by: CP

GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring - 4", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration

with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”. For 3” O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140-pound hammer falling 30 inches, reported as “blows per foot,” and is not considered equivalent to the “Standard Penetration” or “N-value.”

WATER LEVEL MEASUREMENT SYMBOLS:

WL: Water Level WS: While Sampling N/E: Not Encountered

WCI: Wet Cave in WD: While Drilling

DCI: Dry Cave in BCR: Before Casing Removal

AB: After Boring ACR: After Casing Removal

Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.

DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified 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.

CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS

Unconfined Compressive Strength, Qu,

psf

Standard Penetration or N-value (SS)

Blows/Ft.

Consistency

Standard Penetration or N-value (SS)

Blows/Ft.

Ring Sampler (RS) Blows/Ft.

Relative Density

< 500 0-1 Very Soft 0 – 3 0-6 Very Loose 500 – 1,000 2-4 Soft 4 – 9 7-18 Loose 1,001 – 2,000 4-8 Medium Stiff 10 – 29 19-58 Medium Dense 2,001 – 4,000 8-15 Stiff 30 – 49 59-98 Dense 4,001 – 8,000 15-30 Very Stiff 50+ 99+ Very Dense 8,000+ >30 Hard

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Descriptive Term(s) of other constituents

Percent of Dry Weight

Major Component of Sample

Particle Size

Trace < 15 Boulders Over 12 in. (300mm) With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)

Sand

Silt or Clay #4 to #200 sieve (4.75mm to 0.075mm)

Passing #200 Sieve (0.075mm)

RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION

Descriptive Term(s) of other constituents

Percent of Dry Weight

Term Plasticity Index

Trace < 5 Non-plastic 0 With 5 – 12 Low 1-10 Modifiers > 12 Medium 11-30 High 30+

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Group

Symbol

Group NameB

Cu ≥ 4 and 1 ≤ Cc ≤ 3E GW Well-graded gravelF

Clean Gravels Less than 5% finesC Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF

Fines classify as ML or MH GM Silty gravelF,G, H

Gravels More than 50% of coarse fraction retained on No. 4 sieve Gravels with Fines

More than 12% finesC Fines classify as CL or CH GC Clayey gravelF,G,H Cu ≥ 6 and 1 ≤ Cc ≤ 3E SW Well-graded sandI

Clean Sands Less than 5% finesD

Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sandI

Fines classify as ML or MH SM Silty sandG,H,I

Coarse Grained Soils

More than 50% retained on No. 200 sieve

Sands 50% or more of coarse fraction passes No. 4 sieve

Sands with Fines More than 12% finesD Fines Classify as CL or CH SC Clayey sandG,H,I

PI > 7 and plots on or above “A” lineJ CL Lean clayK,L,M

inorganic

PI < 4 or plots below “A” lineJ ML SiltK,L,M Liquid limit – oven dried Organic clayK,L,M,N

Silts and Clays Liquid limit less than 50

organic Liquid limit – not dried

< 0.75 OL Organic siltK,L,M,O

PI plots on or above “A” line CH Fat clayK,L,M

inorganic

PI plots below “A” line MH Liquid limit – oven dried Organic clayK,L,M,P

Fine-Grained Soils 50% or more passes the No. 200 sieve

Silts and Clays Liquid limit 50 or more

organic Liquid limit – not dried

< 0.75 OH Organic siltK,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-in. (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

230

DxD)(D

F If soil contains ≥ 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 ≥ 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 ≥ 30% plus No. 200 predominantly sand, add

“sandy” to group name. M If soil contains ≥ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name. N PI ≥ 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 B Laboratory Testing

Appendix B Laboratory Testing

B-1

Table B-1

Atterberg Limits

Boring No. Depth [feet]

Liquid Limit [%]

Plastic Limit [%]

Plastic Index [%]

B-23 7.5 35 13 22

Table B-2 Modified Proctor

Maximum Density/Optimum Water Content


Maximum Dry Density [pcf]

Optimum Water Content [%]

B-04 0 to 2 137.7 7.7

Table B-3 Minimum Resistivity and pH


Resistivity [ohm-cm]

pH

B-03 0 to 2 5,600 7.10 B-19 0 to 2 7,900 7.50 B-22 0 to 2 5,200 7.10

Table B-4

Sulfate Content


Sulfate Content [% by weight]

Sulfate Exposure N

B-03 0 to 2 0.012 Negligible B-19 0 to 2 0.011 Negligible B-22 0 to 2 0.011 Negligible

N As presented in Table 4.3.1 of ACI 318-02

Table B-5

Chloride Content


Chloride Content [ppm]

Corrosion Potential

B-03 0 to 2 65 Low B-19 0 to 2 64 Low B-22 0 to 2 63 Low

Table B-6 R-Value

Boring No.

Depth [feet]

R-Value

B-16 0 to 2 68 B-18 0 to 2 76 B-24 0 to 2 76

Project Name: Costco-San Marcos Tested By: ST/KM Date: 05/11/09Project Number: Checked By: AP Date: 05/15/09Boring No.: B-24Sample No.: - Depth (ft.): 0-2Location:Soil Description: Brown Silty Sand w/gravels

Mold Number C D EWater Added, g 45 36 20Compact Moisture(%) 8.7 7.8 6.2Compaction Gage Pressure, psi 350 350 350Exudation Pressure, psi 128 346 419Sample Height, Inches 2.3 2.3 2.3Gross Weight Mold, g 3039 3030 2917Tare Weight Mold, g 1970 1972 1872Net Sample Weight, g 1069 1058 1045Expansion, inchesx10-4 4 6 8Stability 2,000 (160 psi) 20/34 14/24 12/18Turns Displacement 3.59 3.57 3.55R-Value Uncorrected 72 80 85R-Value Corrected 68 78 84Dry Density, pcf 129.6 129.3 129.7Traffic Index 8.0 8.0 8.0G.E. by Stability 0.54 0.37 0.28G.E. by Expansion 0.13 0.20 0.27

R-Value by Exudation = 76R-Value by Expansion = N/AEquilibrium R- Value = 76(by Exudation)

Remarks: Gf = 1.512.8 % Retained on the ¾"

2607 Pomona Blvd, Pomona, CA 91768, Tel (909)869-6316 Fax (909) 869-6318

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Project Name: Costco-San Marcos Tested By: ST/KM Date: 05/11/09Project Number: Checked By: AP Date: 05/15/09Boring No.: B-18Sample No.: - Depth (ft.): 0-2Location:Soil Description: Brown Silty Sand w/gravels

Mold Number D E FWater Added, g 10 40 25Compact Moisture(%) 6.9 9.9 8.4Compaction Gage Pressure, psi 300 80 200Exudation Pressure, psi 314 108 195Sample Height, Inches 2.4 2.3 2.4Gross Weight Mold, g 3037 3050 2953Tare Weight Mold, g 1972 1957 1872Net Sample Weight, g 1065 1093 1081Expansion, inchesx10-4 12 0 7Stability 2,000 (160 psi) 15/27 42/86 21/39Turns Displacement 3.22 4.05 3.95R-Value Uncorrected 79 35 66R-Value Corrected 78 31 64Dry Density, pcf 125.7 131.0 125.9Traffic Index 8.0 8.0 8.0G.E. by Stability 0.37 1.18 0.62G.E. by Expansion 0.40 0.00 0.23

R-Value by Exudation = 76R-Value by Expansion = 78Equilibrium R- Value = 76(by Exudation)



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Project Name: Costco-San Marcos Tested By: ST/KM Date: 05/11/09Project Number: Checked By: AP Date: 05/15/09Boring No.: B-16Sample No.: - Depth (ft.): 0-2Location:Soil Description: Dark Brown Silty Sand w/gravels

Mold Number A B CWater Added, g 13 23 18Compact Moisture(%) 8.0 9.0 8.5Compaction Gage Pressure, psi 250 200 225Exudation Pressure, psi 480 128 235Sample Height, Inches 2.3 2.3 2.3Gross Weight Mold, g 3041 3051 3048Tare Weight Mold, g 1971 1968 1970Net Sample Weight, g 1070 1083 1078Expansion, inchesx10-4 16 4 50Stability 2,000 (160 psi) 13/26 21/40 18/38Turns Displacement 3.62 3.68 3.65R-Value Uncorrected 78 67 69R-Value Corrected 76 63 65Dry Density, pcf 130.5 130.9 130.9Traffic Index 8.0 8.0 8.0G.E. by Stability 0.41 0.63 0.59G.E. by Expansion 0.53 0.13 1.67

R-Value by Exudation = 68R-Value by Expansion = 73Equilibrium R- Value = 68(by Exudation)



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APPENDIX C ASFE Insert

geotechnical engineering report costco warehouse # …

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