The URL can be used to link to this page

0302-083 (CSCS) Geotechnical Investigation Reportt GEOTECHNICAL ENGINEERING LIVVESTIGATION PROPOSED WAL-MART STORE #1805-02 LLIGHWAY 111 AND EA QUINTA CENTER DRIVE LA QUINTAL CALIFORNIA s •r E L_.:. I .. asil MEN" GEOTECHNICAL ENGINEERING LIVVESTIGATION PROPOSED WAL-MART STORE #1805-02 LLIGHWAY 111 AND EA QUINTA CENTER DRIVE LA QUINTAL CALIFORNIA s •r E L_.:. I .. i— GEOTECHNICAL ENGINEERING LIVVESTIGATION PROPOSED WAL-MART STORE #1805-02 LLIGHWAY 111 AND EA QUINTA CENTER DRIVE LA QUINTAL CALIFORNIA 141&;aZ—&ASSOCIATES, INC. • GEOTECHNICAL.ENGINEERING o ENVIRONMENTAL ENGINEERING r CONSTRUCTION TESTING & INSPECTION L_.:. I .. 141&;aZ—&ASSOCIATES, INC. • GEOTECHNICAL.ENGINEERING o ENVIRONMENTAL ENGINEERING r CONSTRUCTION TESTING & INSPECTION GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED WAL-MART STORE #1805-02 HIGHWAY 111 AND LA QUINTA CENTER DRIVE LA QUANTA, CALIFORNIA PROJECT No. 112=01081 OCTOBER 3, 2001 Prepared for: MS. LARRY THORNBURGH NASLAND ENGINEERING 4740 RUFFNER STREET SAN DiEGo, CA 92111 Prepared by: KRAZAN & ASSOCIATES, INC. 226 NORTH SHERMAN AVENUE, SUITE A CORONA, CA 92882 (909) 549-1188 =� KraZan & ASSOCIATES, INC. LAND DEVELOPMENT ENGINEERS October 3, 2001 KA Project No. 112-01081 Mr. Larry Thornburgh Nasland Engineering 4740 Ruffner Street San Diego, CA 92111 RE: Geotechnical Engineering Investigation Proposed Wal-Mart Store #1805-02 Highway 111 and La Quinta Center Drive La Quinta, California Dear Mr. Thornburgh: In accordance with your request, we have completed a Geotechnical Engineering Investigation for the above -referenced site. The results of our investigation are presented in the attached report. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1188. RSS:ka Respectfully submitted, Q C{VII F,y KRAZAN & ASSOCIATES, INC. Exp. 11c_r�31 — R. Sammy Sale Southern California Regional Manager No. 52762 RCE No. 52762 Eleven Offices Serving The Western United States 226 North Sherman Avenue, Suite A • Corona, CA 92882 • (909) 549-1188 • Fax: (909) 549-1190 11201081 ; MOM AM 100W�W KraZan & ASSOCIATES, INC. LAND DEVELOPMENT ENGINEERS TABLE OF CONTENTS INTRODUCTION......................................................................................................................................1 PURPOSEAND SCOPE............................................................................................................................1 PROPOSEDCONSTRUCTION............................................................................................................... 2 -a(( SITE LOCATION AND SITE DESCRIPTION............................................................... ..................... 2 .�.i GEOLOGIC SETTING .................................................. ............................................................................ 3 .... General....................................... ....}t Lithology...................................................................................................................................................3 Faultsand Seismicity................................................................................................................................ 3 GEOLOGICHAZARDS............................................................................................................................ 3 Fault Rupture Hazard Zones in California............................................................................................... 3 pSeismic Hazard Zones in California .................................................. .............. :......................................... 4 Groundshaking.......................................................................................................................................... 5 FIELD AND LABORATORY INVESTIGATIONS............................................................................... 5 SOIL PROFILE AND SUBSURFACE CONDITIONS:......................................................................... 6 iGROUNDWATER..................................................................................................................................... 6 CONCLUSIONS AND RECOMAMNDATIONS.................................................................................... 7 �. Administrative Summary......................................................................................................................... 7 Groundwater Influence on Structures/Construction. 8 SoilLiquefaction...................................................................................................................::................. 8 Seismic Settlement ............................. SitePreparation.................................................................................:....................................................... 9 Collapsible Soils .................... ............................................................................................. .................... 10' . Engineered Fill.............................................................................................................. ................. ........ 10 _ ° f Drainage and Landscaping UtilityTrench Backfill............................................................................................................................ 11 i Foundations............................................................................12 ................................................................. Floor Slabs Exterior Flatwork #; and .......................................................................................................... 12 Lateral Earth Pressures and Retaining Walls......................................................................................... 13 R -Value Test Results and Pavement Design.......................................................................................... Site Coefficient........... ................... 13 15 �.t SoilCement Reactivity ....................................... :.................................................................................... 15 CompactedMaterial Acceptance............................................................................................................. 16 aTesting and Inspection............................................................................................................................ 16 LIMITATIONS.........................................................................................................................................16 Eleven Offices Serving The Western United States 226 North Sherman Avenue, Suite A 9 Corona, CA 92882 • (909) 549-1188 • Fax: (909) 549-1190 11201081 1 kg K:XaZan & ASSOCIATES, INC. i I LAND DEVELOPMENT ENGINEERS SITE PLAN u..d ............................................................................................................................................:..18 LOGS .OF BORINGS (1 TO 56) .............................................................................................. Appendix A GENERAL EARTHWORK SPECIFICATIONS................................................................. Appendix B GENERAL PAVEMENT SPECIFICATIONS.......................................................................Appendix C - >. FOUNDATION DESIGN CRITERIA....................................................................................Appendix D 3 u: Eleven Offices Serving'The Western United States ...-� 226 North Sherman Avenue, Suite A e Corona, CA 92882 • (909) 549-1188 * Fax: (909) 549-1190 - f - -- - 112010 i1 IM & ASSOCIATES, INC. --J LAND DEVELOPMENT ENGINEERS October 3, 2001 KA Project No. 112-01081 J� GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED WAL-MART STORE #1805-02 HIGHWAY 111 AND LA QUINTA CENTER DRIVE LA QUINTA, CALIFORNIA INTRODUCTION This report presents the results of our Geotechnical Engineering Investigation for the proposed Wal- Mart Store to be located at Hi wa 111 and La Q ' ta, .. .: � gh y Quinta Center Drive in La um California. Discussions regarding site conditions are presented herein, together with conclusions and .� recommendations pertaining to site preparation, Engineered Fill, utility trench backfill, drainage and J...., landscaping, foundations, concrete floor slabs and exterior flatwork, retaining walls, soil cement reactivity, and pavement design. --a. A site plan showing the approximate boring locations is presented following the text of this report. A description of the field investigation,. boring logs, and the boring log legend are presented in Appendix, A. Appendix A contains a description of the. laboratory testing phase of this study, along with the laboratory test results. Appendices B and C contain guides to earthwork and pavement specifications. ,.e.i Appendix D contains foundation design criteria. If conflicts in the text of the report occur with the J general specifications in the appendices, the recommendations in the text of the report have precedence. PURPOSE AND SCOPE This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and Engineered Fill construction. Our scope of services was outlined in our proposal dated July 26, 2001 (KA Proposal No. PCO64-01) and included the following: w-, • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of drilling 56 borings to depths ranging from approximately'10 to 50 feet for evaluation of the subsurface conditions at the project site. J . Eleven Offices Serving The Western United States 226 North Sherman Avenue, Suite A • Corona, CA.92882 • (909) 549-1188 • Fax: (909) 549-1190 f11201081 KA No. 112-01081 Page No. 2 • Performing laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. • Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. • Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation. PROPOSED CONSTRUCTION We understand that design of proposed development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood that the proposed development will consist of the construction of a Wal-Mart Store encompassing approximately 224,250 square feet. On-site parking and landscaping are planned to be associated with the development. It is anticipated that the structure will be designed with typical bayspacing between columns and walls of approximately 38 feet x 45 feet or 50 feet x 47 feet. Exterior columns are typically spaced 38 to 47 feet apart. The typical gravity load to an interior column is 65 kips. The estimated maximum gravity load that may occasionally occur due to severe live loading is 150 kips. The estimated typical exterior column gravity load is 50 kips. Maximum column uplift force from wind is estimated at 30 kips. Estimated uniform load on continuous footings range from 4.0 to 6.0 kips per linear foot. Estimated maximum uniform floor slab live load is 125 psf. Estimated maximum concentrated floor slab is 5.0 kips. In the event these structural or grading details are inconsistent with the final design criteria, the Soils Engineer should be notified so that we may update this writing as applicable. SITE LOCATION AND SITE DESCRIPTION The proposed Wal Mart site occupies the southern half of a 40 -acre site. The remainder of the site is to be occupied by Kohl's Store and four satellite pads. The site is located on the southeast corner of Highway 111 and La Quinta Center Drive in La Quinta, California. The site is predominately surrounded by residential and commercial developments or vacant land. Presently, the site is vacant. The northern portion of the Wal-Mart site is relatively level, while the southern portion is hummocky. Small to medium sized trees are located at the site. The remainder of the site is covered by scattered desert vegetation. A dry water well is located at the center of the unpaved dirt road, west of the site. A basin, approximately 120 feet long, 60 feet wide and 5 to 10 deep, was encountered within the northwestern portion of the building area. The site is situated approximately 3 to 5 feet lower than the adjacent street. The site is sloping within an approximate relief of 10 to 15 feet across the site. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201081 KA No. 112-01081 Page No. 3 GEOLOGIC SETTING General The subject site is situated at the base of the San Jacinto Mountains And Santa Rosa at the southeast end of the Coachella Valley of Southern California. Near -surface material consists of alluvial fan deposits of sand, silt, gravel, and cobbles derived from erosion of the Mesozoic granitic and metamorphic rocks of the adjacent San Jacinto Mountains. LitholoEy The near -surface deposits in the vicinity of the subject site are indicated to be comprised of recent alluvium consisting of unconsolidated sands, silt, gravel, and clays derived from erosion of local mountain ranges. Deposits encountered on the- subject site during exploratory drilling are discussed in detail in this report. Faults and Seismicity Numerous moderate to large earthquakes have affected the area of the subject site within historic time. Based on the proximity of several dominant active faults and seismogenic structures, as well as the historic seismic record, the area of the subject site is considered subject to relatively high seismicity. The seismic hazard most likely to impact the site is groundshaking due to a large earthquake on one of the major active regional faults. The San Andreas Fault Zone is the nearest active fault to the site and is 1 located approximately 7 miles east of the project site. The Burnt, San Jacinto, and Eureka Peak Fault Zones are located approximately 19, 20, and 20 miles from the site, respectively. Because of the proximity to the subject site and the maximum probable events for these faults, it appears that a maximum probable event along these fault zones could produce a peak horizontal acceleration of approximately 0.68g when uncertainty is used (mean plus one standard deviation). With respect to this hazard, the site is comparable to others in this general area within similar geologic settings. _ GEOLOGIC HAZARDS Fault Rupture Hazard Zones in California The Alquist-Priolo Geologic Hazards Zones Act went into effect in March, 1973. Since that time, the 'i act has been amended ten times (Hart, 1994). The purpose of the Act, as provided in DMG Special ® Publication 42 (SP 42), is to "prohibit the location of most structures for human occupancy across the traces of active faults and to mitigate thereby the hazard of fault -rupture." The act was renamed the Alquist-Priolo Earthquake Fault Zoning Act in 1994, and at that time, the originally designated "Special L_ Studies Zones" was renamed the "Earthquake Fault Zones." As indicated by SP 42, "the State Geologist is required to delineate `earthquake fault zones' along known active faults in California. Cities and counties affected by the zones must regulate certain development 'projects' within the zones. They must withhold development permits for sites within the Krazan & Associates, Inc. Eleven Offices Serving The Western United States i � 11201081 -..s i KA No. 112-01081 Page No. 4 zones until geologic investigations demonstrate that the sites are not threatened by surface displacement >: { from future faulting. The State Mining and Geology Board provides additional regulations (Policies and Criteria) to guide the cities and counties in their implementation of the law (CCR, Title 14, Division 2)." e. Special Publication 42 also provides definitions of certain terms which are important to the evaluation of seismic hazards. These include the definitions for a fault and a fault trace. They also include the t following: Active Fault: One which has had surface displacement within Holocene time (about the last 11,000 a+� years), hence constituting a potential hazard to structures.that might be located across it. Potentially Active Fault. Initially, faults were defined as potentially active, and were zoned, if .they showed evidence of surface displacement during Quaternary time (last 1.6 million years). The term. "recently active" was not defined, as it was considered to be covered by the term "potentially active ...... The term "potentially active" continued to be used as a descriptive term on map explanations on EFZ maps until 1988. Sufficiently Active and Well -Defined: There are so many potentially active faults in the State that it. would be meaningless to zone all of them. The State Geologist made a policy decision to zone only those potentially active faults that have a relatively high potential for ground rupture. To facilitate this, the terms "sufficiently active" and "well-defined" were defined for zoning faults other than the four named in the Act. These two terms constitute the present criteria used by the State Geologist in determining if a given fault should be zoned under the Alquist-Priolo Act. jSufficiently active: A fault is deemed sufficiently active if there is evidence, of Holocene surface displacement along one or more of its segments or branches. Holocene surface displacement may be directly observable or inferred. Well-defined: A fault is considered well-defined if its trace is clearly detectable b a trained geologist .r Y Y g g as a physical feature at or just below the ground surface. The fault may be identified by direct observation or by indirect methods. The critical consideration is that the fault, or some part of it, can be located in the field with sufficient precision and confidence to indicate that the required site-specific investigations would meet with some success. Review of current Fault -Rupture Hazard Zone mapping indicates that the subject site is not within a - Fault -Rupture Hazard Zone. The nearest mapped Fault -Rupture Hazard Zones are located approximately 7 miles from the site and are associated with the San Andreas Fault Zone. No evidence of surface faulting was observed on the property during our reconnaissance. i, Seismic Hazard Zones in California In 1990, the California State Legislature passed the Seismic Hazard Mapping Act to protect public 1 safety from the effects of strong shaking, liquefaction, landslides, or other ground failure, and other hazards caused by earthquakes. The Act is codified in the Public Resources Code as Division 2, i Krazan & Associates, Inc. Eleven Offices Serving The Western United States i 11201081 KA No. 112-01081 Page No. 5 4 � 1 7 Chapter 7.8, Sections 2690-2699.6 and became operative on April 1, 1991. The program and actions 4 mandated by the Seismic Hazards Mapping Act closely resemble those of the Alquist-Priolo Earthquake Fault Hazards Zones Act. The Act requires that the State Geologist delineate various seismic hazards zones on Seismic Hazards Zones Maps. Specifically, the maps identify areas where soil liquefaction and earthquake -induced landslides are most likely to occur. The Act directs cities, counties, and state agencies to use the maps in their land use planning and permitting processes. A site-specific geotechnical evaluation is required prior to permitting most urban developments within the mapped zones. The Act also requires sellers of real property within the zones to disclose this fact to potential buyers. Due to the recency of enaction of the Act, relatively few Seismic Hazard Zone Maps have been prepared as of this writing. Areas covered by the preliminary maps released to date are predominately within the Los Angeles and San Francisco Bay areas. The area of the subject site is not included on any of the Seismic Hazard Zone Maps released to date. It is not known whether the subject site will be within a Seismic Hazard Zone on future maps. Groundshakine Due to the high seismicity of the region and the proximity of the site to active faults and other seismogenic structures, the property is considered subject to relative high groundshaking. The subject site is located in Seismic Zone 4 as defined by the Uniform Building Code, and the proposed structures should be designed accordingly. The review of readily available references pertinent to the subject site indicate that structures should be designed to resist moderate earthquakes with a low probability of structural damage. Such design shall resist major or severe earthquakes with some structural damage, but with a low probability of collapse. The moderate and major earthquakes have been interpreted to represent the maximum probable and maximum credible earthquakes, respectively. The maximum credible earthquake is defined as the largest event that a specific fault is theoretically capable of producing within the presently known tectonic framework and is established based on mechanical relationships of the fault and fault mechanisms and does not consider rate of recurrence or probability of occurrence. The maximum probable earthquake is generally defined as that seismic event along a particular fault, which has a 10 percent probability of being exceeded in 50 years. The repeatable high ground acceleration, which is considered appropriate for structural design, is estimated to be approximately two-thirds of the peak acceleration for events within a radius of approximately 20 miles of the site and is considered equal to the peak acceleration beyond 20 miles (Ploessel and Slosson, 1974). FIELD AND LABORATORY INVESTIGATIONS Subsurface soil conditions were explored by drilling 56 borings, using a truck -mounted drill rig, to depths ranging from approximately 10 to 50 feet below existing site grade. In addition, 4 bulk subgrade soil samples were obtained from the proposed pavement areas for laboratory R -Value testing. The approximate boring and bulk sample locations are shown on the site plan. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain Krazan & Associates, Inc. Eleven Offices Serving The Western United States _.r 11201081 i A. KA No. 112-01081 Page No. 6 ._A ... information regarding the engineering properties of the subsoils. Soil samples were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System. A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, density, gradation, remolded shear strength, remolded consolidation potential, and moisture density relationships of the materials encountered. In addition, chemical tests were performed to evaluate the corrosivity of the soils to buried concrete and metal. Details of the laboratory test 11-3 :; program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final boring logs in Appendix A. ' SOIL PROFILE AND SUBSURFACE CONDITIONS Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the surface soil predominately consisted of very loose silty sand, sand or silty sand/sand. These soils are disturbed, have low strength characteristics, and are highly I compressible when saturated. Below the very loose surface soils, medium dense to very dense silty sand, silty sand/sand, sandy silt, or sand were encountered. Field and laboratory tests suggest that these soils are moderately strong, T' moisture sensitive and moderately compressible. Penetration resistance ranged from 9 to 65 blows per foot. Dry densities ranged from 80 to 110 pcf. Soil samples consolidated approximately 2 to 5 percent ( under a 2 ksf load when saturated. Soil samples had angles of internal friction ranging from 32 to 37 degrees. These soils extended to the termination depth of our borings. For additional information about the soils encountered, please refer to the logs of borings in Appendix A. a 1 GROUNDWATER Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Free groundwater was not encountered. -� It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use and climatic conditions, as well as other factors. Therefore, waterlevel observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. I ' Krazan & Associates, Inc. Eleven Offices Serving The Western United States _ 11201081 .. - i k. r KA No. 112-01081 Page No. 7 CONCLUSIONS AND RECOMAUNDATIONS Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in" the project area, the following is a summary of our evaluations, conclusions, and recommendations. Administrative Summary In brief, the subject site and soil conditions, with the exception of the upper native soils, appear to be conducive to the development of the project. The upper soils within the project site are moisture - sensitive and are moderately compressible under saturated conditions. Structures within the project vicinity have experienced excessive post -construction settlement when the foundation soils become near -saturated. Accordingly, mitigation measures are recommended to reduce potential excessive soil settlement. To minimize post -construction soil movement, it is recommended that at least 4 feet below the base of the footings and the slab system be excavated, moisture -conditioned as necessary, and recompacted. In areas to receive fill, removal and recompaction should be conducted such that structural elements are supported by at least 4 feet of Engineered Fill. Prior to placement of fill soils, the upper 12 inches of native soils should be scarified, moisture -conditioned as necessary, and recompacted to a minimum of 90 percent of maximum dry density based on ASTM D 1557 Test Method. The over -excavation should extend a minimum of 5 feet beyond footing lines. The contractor may elect to over -excavate the entire building area to a depth of 4 feet below the footings. Recommendations pertaining to the removal and recompaction of these moisture -sensitive soils are presented herein. Within the proposed exterior flatwork and pavement areas, it is recommended that the upper 12 inches E be excavated/scarified and recompacted. This compaction effort should stabilize the. surface soils and locate any unsuitable or pliant areas not found during our field investigation. sA basin, approximately 120 feet long, 60 feet wide, and 5 to 10 feet deep, was encountered within the northwest portion of the proposed building area. It is recommended that the basin cleaned of loose soils E and backfilled with Engineered Fill. The fill material should be compacted to 90 percent relative compaction. Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in ° trench wall excavations. Shoring -or sloping back trench sidewalls may be required within these sandy soils. After completion of the recommended site preparation, the site should be suitable for shallow footing support. The proposed structure footings may be designed utilizing an allowable bearing pressure of 3,000 psf for dead -plus -live loads. Footings should have a minimum embedment of 18 inches. The shrinkage on recompacted soil and fill placement is estimated at 15 to 20 percent. Subsidence ` within building areas will be less than 0.01 feet, due to the recommended over -excavation. Subsidence within parking areas, below the 12 -inch recompaction depth, is estimated at 0.1 feet. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201061 KA No. 112-01081 Page No. 8 Liquefaction potential was evaluated at the site. Based on our findings, it is our opinion that the potential for liquefaction at the site is low., Therefore, no mitigation measures would be warranted. Groundwater Influence on Structures/Construction Based on our findings and historical records, it is not anticipated that groundwater will rise within the zone of structural influence or affect the construction of foundations and pavements for the project. However, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, "pump," or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather.; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Soil Liquefaction Soil liquefaction is a state of soil particle suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. To evaluate the liquefaction potential of the site, the following items were evaluated: 1) Soil type 1 2) Groundwater depth 3) Relative density 4) Initial confining pressure 5) Intensity and duration of groundshaking The soils encountered within a depth of 50 feet on the project site, predominately consisted of silty sand, silty sand/sand, sand, or sandy silt. Groundwater was not encountered below the site within a depth of 50 feet during our subsurface exploration. Information obtained from previous investigations performed in the vicinity of the project site indicates that groundwater is present at a depth greater than 50 feet below site grade. Based on our findings, it is our opinion that the potential for seismic -induced soil liquefaction within the project site vicinity is very low, and measures to mitigate liquefaction potential are not necessary. Seismic Settlement One of the most common phenomena during seismic shaking accompanying any earthquake is the induced settlement of loose unconsolidated soils. Based onsite subsurface conditions, and the moderate to high seismicity of the region, any loose fill materials at the site could be vulnerable to this potential hazard. However, this hazard can be mitigated by following the design and construction recommendations of our Geotechnical Engineering Investigation (over -excavation and rework of the Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201081 KA No. 112-01081 Page No. 9 loose soils and/or fill). Based on the moderate penetration resistance measured, the native deposits underlying the surface materials do not appear to be subject to significant seismic settlement. Site Preparation General site clearing should include removal of vegetation and existing utilities; structures; including foundations basement walls and floors; existing stockpiled soil; trees and associated 'root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent.by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for reuse as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. Of primary importance in the development of this site is the removal/recompaction of moisture -sensitive and potentially compressible soils from the areas of the proposed structures. To minimize post - construction soil movement, it is recommended that at least 4 feet below the base of the footings and the al - slab system be excavated, moisture -conditioned asnecessary, and recompacted to a minimum of 90 percent of maximum.density based on ASTM D1557 Test Method. Therefore, -if .the footings are 18 inches deep, the total depth of recompaction within the proposed footing area should be 5%2 feet. In i ! areas to receive fill, removal and recompaction should be conducted such that structural elements are supported by at least 4 feet of Engineered Fill. Prior to placement of fill soils, the upper 12 inches of anative soils should be scarified, moisture -conditioned as necessary, and recompacted to a minimum of -"y 90 percent of maximum dry density based on ASTM D1557 Test Method. Native silty sand or silty sand/sand soils are suitable for reuse as Engineered Fill. Over -excavation should extend to a minimum of 5 feet beyond the structural elements. Fill material should be compacted to a minimum of 90 -percent of maximum density based on ASTM D1557 Test Method. f The contractor may choose to excavate the entire site to 4 feet below the bottom of the footings. If this alternative is used, surface preparation may be accomplished concurrently with building foundation site l a preparation. Within the proposed exterior flatwork and pavement areas, it is recommended that the upper 12 inches be excavated and recompacted to a minimum of 90 percent of maximum density based on ASTM D1557 . Test Method. Limits of recompaction should extend 5 feet beyond structural elements. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found 9 during our field investigation. In order to minimize post -construction differential settlement,.all structures that are in cuttfill transition zones should be cut a minimum of 2 feet below foundation depth. Additional cut is required for cuttfill ( transition zones greater than 6 feet.. All structures that are in cut/fill transition zones gre greater than 6 feet should be cut one-half the thickness of the fill placed on the "fill" portion (10 feet maximum). This excavation should extend a minimum of 5 feet beyond structural elements or to a minimum distance equal to the depth of over -excavation, whichever is greater. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201061 KA No. 112-01081 Page No. 10 A basin, approximately 120 feet long, 60 feet wide, and 5 to 10 feet deep, was encountered within the northwestern portion of the building area. It is recommended that the bottom of the basin be cleaned of loose material and the basin be backfilled with Engineered Fill. The fill material should be compacted y to a minimum of 90 percent of the maximum dry density based on ASTM D1157 Test Method. The upper soils, during wet winter months, become very moist due to the absorptive characteristics of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. Project site winterization consisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed. Excavations, depressions, or soft and pliant areas extending below planned finished subgrade levels should be cleaned to firm, undisturbed soil and backfilled with Engineered Fill. Any buried structures encountered during construction should be properly removed and backfilled. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. The resulting excavations should be backfilled with Engineered Fill. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and -observation is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction and stability of the material. The Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Engineered Fill section. Collapsible Soils The upper 4 to 5 feet of site soils are moisture -sensitive and are moderately compressible under saturated conditions. Structures within the project vicinity have experienced excessive post - construction settlement, when the foundation soils become near saturated. As recommended in the site J -1 preparation' section of this report, the collapsible soils should be removed and recompacted to a J minimum of 90 percent of maximum density based on ASTM D1557 Test Method. Engineered Fill The organic -free, on-site, native soils are predominately silty sands, silty sand/sands, sands, or sandy €; silts. These soils will be suitable for reuse as non -expansive Engineered Fill, provided they are cleansed of excessive organics and debris. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201081 KA No. 112-01081 Page No. i l :A_.� The preferred materials specified for Engineered Fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the contractor, since he has complete control of the project site at that time. Imported Fill material should be predominately non -expansive granular material with a plasticity index less than 10 and a UBC Expansion Index less than 15. Imported Fill should be free from rocks and clods greater than 4 inches in diameter. All Imported Fill material should be submitted to the Soils Engineer for approval at least 48 hours prior to delivery at the site. Fill soils should be placed in lifts approximately 6 inches thick, moisture -conditioned as necessary, and compacted to achieve at least 90 percent of maximum density as determined by ASTM D1557 Test Method. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Drainage and Landscaping The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients maintained to carry all _J' surface water to collection facilities and off-site. These grades should be maintained for the life of the _J project. Utility Trench Backfill Utility trenches should be excavated according to accepted engineering practice following OSHA (Occupational Safety and Health Administration) standards by a contractor experienced in such work. ' The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls- should be minimized; cyclic wetting and drying of excavation side . i slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced; especially during or following periods of l precipitation. Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in r-- trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at j least 90 percent of maximum density based on ASTM D1557 Test Method. The upper 2 feet of utility trench backfill placed in pavement areas should be compacted to at least 90 percent of maximum density based on ASTM D1557 Test Method. Pipe bedding should be in accordance with pipe manufacturer J recommendations. Krazan & Associates, Inc. Eleven Offices Serving The Western United States LL. 11201081 ....—..... .�w..w.. ..I. w .`... �.. «...+.._...._.., _.... ... , ....w—.....r+.ar....r.....a+..,..«,.r.........,....w.,.,....:a..,,...«w:............�..—+r+........�..............+..w....ww.—..r.w.r KA No. 112-01081 I } Page No. 12 The contractor is responsible for removing all water -sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. FoundationsJV y The proposed structures may be supported on a shallow foundation system ' bearing on 4 feet of Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures: _ ..,.ii e ni Dead Load Only 2,250 psf Dead -Plus -Live Load 3,000 psf Total Load, Including Wind or Seismic Loads 4,000 psf T e footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent I exterior grade, whichever is lower. Footings should have a minimum width of 12 inches, regardless of load. The total settlement is not expected to exceed 1 inch. Differential settlement should be less than '/z inch. Most of the settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated. Resistance to lateral footing displacement can -be computed using an allowable friction factor of 0.4 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 350 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A one-third increase in the value above may be used for short duration, wind, or seismic loads. Floor Slabs and Exterior Flatwork Concrete slab -on -grade should be appropriate for this project. In areas where it is desired to reduce floor dampness, such as office areas, slab -on -grade construction should have a water vapor retarder incorporated into the floor slab design. Concrete slab -on -grade floors should be underlain -by a water vapor retarder. The water vapor retarder should be installed in accordance with ASTM Specification E1643-94. According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 3 inches of compacted, clean, open -graded coarse rock of/4-inch Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201081 KA No. 112-01081 Page No. 13 - i maximum size. If elected, a 2 -inch thick layer of damp clean sand (Unified Soil Classification: SW or SP) may be placed above the water vapor retarder to protect it from drainage. It should be understood by the owner that this construction procedure is a recommendation not a requirement. The majority of the Wal-Mart developments do not require floor coverings and, therefore, a moisture vapor barrier might not be included as part of the project. Depending on the type of vapor barrier material, if utilized, a coefficient of friction should be provided by the vapor barrier manufacturer. For slabs utilizing a visquene vapor barrier, a coefficient of friction of 0.2 may be used. _.i Slabs subject to structural loading may be designed utilizing an modulus of subgrade reaction K of 200 JA pounds per square inch per inch. The K value was approximated based on inter -relationship of soil classification and bearing values (Portland Cement Association, Rocky Mountain Northwest). The exterior floors should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of 1 to 1% percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills. Lateral Earth Pressures and Retainine Walls Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at the top may be designed using an equivalent fluid active pressure of 32 pounds per square foot per foot - _ of depth. Walls that are incapable of this deflection or walls that are fully constrained against deflection may be designed for an equivalent fluid at -rest pressure of 54 pounds per square foot per foot per depth. Expansive soils should not be used for backfill against walls. The wedge of non -expansive backfill a` material should extend from the bottom of each retaining wall outward and upward at a slope of 2:1 (horizontal to vertical) or flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by infiltrating surface water that may accumulate behind the retaining walls; or loads imposed by construction equipment, foundations, or roadways. ! During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall or within a lateral distance equal to I the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, _J _J only hand operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils. R -Value Test Results and Pavement Design w' Four subgrade soil samples were obtained from the project site for laboratory R -Value testing at the locations shown on the attached site plan. The samples were tested in accordance with the State of California Materials Manual Test Designation 301. Results of the test are as follows: Krazan & Associates, Inc. Eleven Offices Serving The Western United States €€ j 11201081 J .' r P Al,,-�' ':!:�'V: I i(c�:�v) 1 �r�/,:�i..+;iyi {{`•::;'7'� .'�..�f'Y�',J. -�,t�u :+.sj'y`r31;<7.`+f{.; t2�.�.4Sm.�r.��b.G�.o.aai k�:��.:.�,..o-3.v �'��.a�vlrc,:•a4.Ea>T �� a' ^•:may Nft =� 4.5 1 12-24" Sand (SP) 68 ,: 2 12-24" Sand (SP) 67 3 12-24" Sand (SP) 1164 4 12-24" Silty Sand/Sand (SM/SP) 61 These test results are high and indicate good subgrade support. characteristics under dynamic traffic 3 loads. The following table shows the recommended pavement sections for various traffic indices ASPHALTIC CONCRETE �•.¢ (Parking Area: ; 4 i 7. ASPHALTIC CONCRETE ti+ t` (Vehicle Drive Area i '-''' ':!:�'V: I i(c�:�v) 1 �r�/,:�i..+;iyi {{`•::;'7'� .'�..�f'Y�',J. -�,t�u :+.sj'y`r31;<7.`+f{.; t2�.�.4Sm.�r.��b.G�.o.aai k�:��.:.�,..o-3.v �'��.a�vlrc,:•a4.Ea>T �� ',"'I�11.;1;'°0"'• I•� .'r .� �in's�x'� 4.5 3.011 4.011 12.0" i 7. ASPHALTIC CONCRETE ti+ t` (Vehicle Drive Area i '-''' ':!:�'V: I i(c�:�v) 1 �r�/,:�i..+;iyi {{`•::;'7'� .'�..�f'Y�',J. -�,t�u :+.sj'y`r31;<7.`+f{.; t2�.�.4Sm.�r.��b.G�.o.aai k�:��.:.�,..o-3.v �'��.a�vlrc,:•a4.Ea>T �� ',"'I�11.;1;'°0"'• I•� .'r .� �in's�x'� ' ASPHALTIC CONCRETE , (Heavy Truck Area) y +^.1 ...; .:•.^. .i '� vA{ tJ: � � `� �� iii'.> y.,;., . p�� ;iE. .53 E:Y F:: 7.II .e7:�1 �4 -.I ¢•07191 ' .`ll��: d _ * 95% compacdon based on ASTM D1557 Test Method or CAL 216 - R ' ** 90% compaction based on ASTMDIS57 Test Method or CAL 216 ' The following recommendation`s are for light-duty and heavy-duty Portland Cement Concrete pavement ' sections. •, PORTLAND CEMENT PAVEMENT ` LIGHT DITTY(Entrance, and Trash Enclosure)* t te - 4.5 5.0" J 4.0 12.011 Y KA No. 112-01081 Page No. 15 _ HEAVY DUTY R �oa:.... A—' N i ' 1 '(' ,t, •-•„'":.,,�.o.L-s,;y:•n :-:;., M1Y-jy,.._y.'-;;;jai;-. .,v ;;..)x•: _"•-c. ;:� •. �y:.,.; ri..,,�: Zone Factor J!'.1 �i 'i '•'^,::'.T, )..:'g. Source Type ICY-..,;...�a�. 4 .� .:)�;-�, ;,:t+")#.�`�:j� "0`r„�� :��j::�� t`•. !$�:.py\- is Y�•.� $.1 �. (+�Y q �:'[�YS{M�1'?�-V��:kh�e: :4 .i;+'tT,.,::it, '•;d.+.;`•6�w':{;a;.. � .(�,� 4.•.n J:: )i �.�}�.:".:Tvy. Coefficient Ne :l .'0:4�}: A1�)�1i �i.NY�.0 '•i ..11. ..oS1=�dfJ'a.�.:r..i:�:'.Q.:i`ii;�.}�(� Coefficient N„ 1.1 Table 16T io compacuon oasea on.aIM 0I33I I est Metnoa or CAL 116. **90% compaction based on ASTM D1557 Test Method or CAL 216 " Minimum compressive strength of 3000 psi The asphaltic concrete and concrete pavement recommendations presented herein are designed in accordance with CalTrans specifications. Site Coefficient The site coefficient, per Table N. 16-J, California Building Code, is based upon the site soil conditions. .- It is our opinion that a site coefficient of soil type Sp (1997 UBC) is appropriate for building design at —� this site. For seismic design of the structures, in accordance with the seismic provisions of the Uniform Building Code (1997 UBC), we recommend the following parameters: Soil Cement Reactivity Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement '., in concrete.. (or stucco) and the soil. HUD/FHA and UBC have developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil and/or water. Soil samples were obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentrations detected in these soil samples were less than 0.02 percent and are below the maximum allowable values established by HUD/FHA and UBC. Therefore,. no special. design requirements are necessary to compensate for sulfate reactivity with the cement: 1 Krazan & As'sociates, Inc. Eleven Offices Serving The Western United States ( j 11201081 F3 `< :: ^ ..:s wale �"X% � e r mac.E _ �{•�. Zone Factor 0.4 Table 16I Source Type A Table 16U Coefficient Ne 1.0 Table 16S Coefficient N„ 1.1 Table 16T Coefficient Ce 0.44 Tablel6Q Coefficient C„ 0.70 Table 16R Soil Cement Reactivity Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement '., in concrete.. (or stucco) and the soil. HUD/FHA and UBC have developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil and/or water. Soil samples were obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentrations detected in these soil samples were less than 0.02 percent and are below the maximum allowable values established by HUD/FHA and UBC. Therefore,. no special. design requirements are necessary to compensate for sulfate reactivity with the cement: 1 Krazan & As'sociates, Inc. Eleven Offices Serving The Western United States ( j 11201081 KA No. 112-01081 Page No. 16 Compacted Material Acceptance Compaction specifications are not the only criteria for acceptance of the site grading or other such activities. However, the compaction test is the most universally recognized test method for assessing the performance of the Grading Contractor. The numerical test results from the compaction test cannot be used to predict the engineering performance of the compacted material. Therefore, the acceptance of compacted materials will also be dependent on the stability of that material. The Soils Engineer has the option of rejecting any compacted material regardless of the degree of compaction if that material is considered to be unstable or if future instability is suspected. A specific example of rejection of fill material passing the required percent compaction. is a fill which has been compacted with an in situ moisture content significantly less than optimum moisture. This type of dry fill (brittle fill) is susceptible to future settlement if it becomes saturated or flooded. Testint=_ and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our service, as acceptance of earthwork construction is dependent. upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates; Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LEWrATIONS Soils Engineering is one of the'newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences advance. Although your site was analyzed using the most appropriate and most current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In.addition to advancements in the field of Soils Engineering, physical changes in the site, either due to excavation or fill placement, new agency regulations, or possible changes in the proposed structure after the soils report is completed may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit --for this review is strictly arbitrary, it is suggested that 2 years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Soils Engineer should be notified so that supplemental recommendations may be made. Krazan & Associates, Inc. Eleven Offices Serving The Western United States. _. - 11201081 ,.F ....:......� ._...._._. .. ..._... ,..... ......,,.- �.... <. -,..- _.....w.... ... �.........�,:...,M�.,...._._....-...max.., KA No. 112-01081 i Page No. 17 The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Soils Engineer should be notified of any changes so the recommendations may be reviewed and re-evaluated. This report is a Geotechnical Engineering Investigation with the purpose of evaluating the soil g conditions in terms of foundation design. The scope of our services did not include any Environmental Site Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical engineering information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical J1,,.. engineering developments. We emphasize that this report is valid for the project outlined above and ., should -not be used for any other sites. ' .J. - If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. MY Exp. DEC 91 R. Sammy alem Southern California Regional Manager: lu Flo. 52762 �Q. RCE No. 52762 RSS/ka i f 1 Krazan & Associates, Inc. ..4 Eleven Offices Serving The Western United States y 1 i►zoiosi 1 S2 S2 611 B'0 +Art 8173+B +B13 B9 m B B$'B17 B16 B4 63 B2 APPROXIMATE BORING LOCATION APPROXIMATE R—VALUE LOCATION WAL MART STOREca e'sHowN Date, 8/01 SEC OF HWY 111 & lA QUINTA DR. Drawn bye Approved byt SLP I S.S. Project No. LA 4UfMA, CA 11201081 NORTH NOT TO SCALE 4 !- - F AKxazan SITE DEVELOPMENT ENGINEERS Offices Serving the Vestern Uted States .\\ JIM .,"1 3 I APPENDIX A FIELD AND LABORATORY INVESTIGATIONS Field Investigation The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Fifty-six exploratory borings were advanced. The boring locations are shown on the attached site plan. The soils encountered were logged in the field during the exploration and with supplementary laboratory test data are described in accordance with the Unified Soil Classification System. Penetration and/or Resistance tests were performed at selected depths. These tests represent the resistance to driving a 2 -and/or 3 -inch outside diameter core barrel, respectively, 18 inches into the soil. The N -Value obtained from the Standard Penetration Test (SPT) and/or driving the Modified California Sampler (MCS) was recorded based on the number of blows required to penetrate the last 12 inches. The driving energy was provided by a hammer weighing 140 pounds, falling 30 inches. Relatively undisturbed soil samples were obtained while performing this test. Bag samples of the disturbed soil were obtained from the auger cuttings. All samples were returned to our Clovis laboratory for ,.„ evaluation. Laboratory Investigation The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the AMu engineering suitability of the surface and subsurface materials encountered. In-situ moisture content, dry density, consolidation, direct shear, and sieve analysis tests were determined for the undisturbed samples representative of the subsurface material. These tests, ^ supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory borings and laboratory determinations are presented in this Appendix. `1 Krazan & Associates, Inc. Eleven Offices Serving The Western United States i 11201081 i ggzzwww" oo�:E; 0 N � 000 �i Q ON�.�•.--Jv OO V J�O\O� •P O O\ -04, to N IV OSOS'OOS ONOA•--••A 4:6 Coarse-grained Soils CD CO CO More than h passing through the Coarse-grained Soils CO 0 More than '/z retained on the No. 200 Sieve R No. CD CD � e�y `C CD CD ggzzwww" oo�:E; 0 N � 000 �i Q ON�.�•.--Jv OO V J�O\O� •P O O\ -04, to N IV OSOS'OOS ONOA•--••A 4:6 tri y O o o O w o c A v2 b n o b �. ►-+� �+ is ~ ^'1 1 y ry �(,' ►� �w I�" •gyp � � .�.. J CD �v�rr' o coo' y w =• IC ~ p� = fin' $- y coo =, �' � � �•y C. � � p � C � � 'I�� O �i�i' � � vICLi p R�yi'WC•9 � � Int• I � LCm , ••. O y O `C `C rOi � � := cp to ,IC..{D, } G. dQ A e. a a Coarse-grained Soils More than h passing through the Coarse-grained Soils c� More than '/z retained on the No. 200 Sieve No. 200 Sieve � e�y `C CD �O �•1 �➢ N Sands Gravels a. More than %2 passing More than %2 coarse C through the No. 200 fraction retained on the I< sieve No. 4 sieve =� CD CD x x r n b b 0 l 1 V I \ \ \ \\ \\\\\ \ � � — :..•h �' . :i✓— /'��, ,� 47 t„�r 0 0 000 C Oo p � r ~r tri y O o o O w o c A v2 b n o b �. ►-+� �+ is ~ ^'1 1 y ry �(,' ►� �w I�" •gyp � � .�.. J CD �v�rr' o coo' y w =• IC ~ p� = fin' $- y coo =, �' � � �•y C. � � p � C � � 'I�� O �i�i' � � vICLi p R�yi'WC•9 � � Int• I � LCm , ••. O y O `C `C rOi � � := cp to ,IC..{D, } G. dQ A e. a a c� � e�y `C CD �O �•1 �➢ N (A p I< O CD Log of Boring B-1 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-1 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65cu > .-. CL 0 E Description a 0 w CL > v w o u N 3 m 0 2 4 6 8 10- 12_'J 14 16 18 20 22 24 26 28 30 Ground Surface SILTY SAND (SM) Medium dense, fine-grained; gray, dry, drills easy. 0.4 MCS 16 103.11 1.4 MCS 13 102.5 1.4- .4-10103.5 103.5 1.2 MCS 24 SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; gray, dry, drills easy. Grades to dense at 18 feet. 102.1 1.3 MCS 41 I 102.1 1.3 MCSM 52 SILTY SAND (SM) Dense, fine-grained; gray, dry, drills easy. 101.7 1.3 IMCS 54 EL Krazan &Associates; Inca Drill Rig: B-61 Drill Date: 9/5/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-1 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-1 Location: Hwy 111 & .La Quinta Centre [fir, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 0 _J a? s Z Description N o n 3 M 0CL N > O o u_ m 32 34 36 38 _ 40 42 ..T 44 ,.... ;ter' ' 46` ? 48:: 52- 54- 56- 254565860 58- 60 97.8 0.9 MCS 53 99.5 1.0 MCS 65 SILTY SAND/SAND (SM/SP) Dense, fine-grained; gray, dry, drills easy. SAND (SP) Dense, fine-grained; gray, dry, drills easy. 93.3 1.0 MCS 57 97.8 1.6 MCS 58 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/5/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-2 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-2 Location: Hwy 111 & La Quinta Centre Or, La Quinta, California Logged By: Jamal Kaoud . Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > J 10 s ami >, Description C Z` NO m N >1 > O 40)1 o u�°. v, m 0 Ground Surface 1' SAND (SP) Loose, fine-grained; gray, dry, drills easy. ' SILTY SAND/SAND (SW/SP) 4 Medium dense, fine-grained; gray, dry, drills easy. 6 SILTY SAND (SM) Medium dense, fine-grained; gray, 8 dry, drills easy. SILTY SAND/SAND (SWSP) 10 Medium dense, fine-grained; gray, dry, drills easy. 12 14 16 18 20 End of Borehole 22- 2 24 24- 26 26- 28 2 30 0.2 MCS 12 101.7 1.2 MCS 23 99.3 1.0 , MCS 22 0.7 MCS 24 dO.7MCS 41 i Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/5/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-3 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-3 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 55 65 (D > a. E m >. o Description Z., C o> Z o�Ix N T °� Q. Q . d)m �. o Ui 3 45 0 2 4 6 8 10 12- 14- 16 18 20 22- 24- 2 242628 26- 28 30 Ground Surface SILTY SAND/SAND (SWSP) Medium dense, fine-grained; gray, dry, drills easy. 0.3 MCS 19 SILTY SAND (SM) Medium dense, fine-grained; gray, damp, drills easy. SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; gray, dry, drills easy. 102.9 1.7 MCS 29 26 95.3 1.3 MCS 90.9 0.9 MCS 24 SILTY SAND (SM) Medium dense, fine-grained; gray, damp, drills easy. 95.5 0.8 MCSM 45 I � End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/5/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-4 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-} Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > � ., Q. E cn Description o 0 Q a� > 0 0 u0. 3 m 0 ' 2 - 4 -. 6 8 k! 10 12 14 . 16 18 20 22- 24- 26- 224262830 28- 30 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 90.2 0.3 MCS 18 SILTY SAND/SAND (SM/SP) Loose, fine-grained; brown, dry, drills easy. 89.8 1 2.2 MCS 13 92.1 2.0' MCS 15 93.2 1.7 MCS 17 CLAYEY SILT (ML) Stiff; brown, dry, drills easy. End of Borehole 82.8 3.8 MCS 27 - — Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/6/01 Drill Method: Hollowstern Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: s J J ..1 Log of Boring B-5 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-5 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By:. Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > °i °? .c �° n. E >. Description a o Z' 1 w N CL. > O o ti 3 m 0 2 - 4 6 8 10 12 14 16 18 20 22 24- 26- 28- 4262830 301 Ground Surface SAND (SP) Loose, fine-grained; gray, dry, drills easy. 81.6 1.4 MCS 9 SILTY SAND/SAND (SM/SP) - Loose, fine-grained; brown, damp, drills easy. 87.7 1.2 MCS 15 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 89.1 2.6 MCS 20 86.3 2.0 MCS 24 CLAYEY SILT (ML) Stiff; brown, dry, drills easy. End of Borehole _ 81.3 6.3 MCS 29 -- Krazan &Associates, Inc. Drill Rig: 13-61 - Drill Date: 9/6/01 Drill Method: Hollowstern Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-6 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-6 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 15 25 35 45 55 65 > +• _ CL U) 5 Description c o chi C) a o N m CL 'o W o ti m 0 Ground Surface ' SAND (SP) Loose, fine-grained; gray, dry, drills 2 easy. SILTY SAND/SAND (SM/SP) 4 Loose, fine-grained; brown, damp, drills easy. 6 SILTY SAND (SM) Medium dense, fine-grained; brown, 8 damp, drills easy. SILTY SAND/SAND (SM/SP) 101,Medium dense, fine-grained; brown, damp, drills easy. 12' 14'.SILTY SAND (SM) Medium dense, fine-grained; brown, damp, drills easy. 16 18 20 End of Borehole 22- 24- 26- 224262830 28- 30 0.5 MCS 14 82.8 3.7 MCS 13 16 88.1 2.6 , MCS 89.2 2.4 MCS 18 88.7 2.6 MCS 25 — Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/6/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log .of Boring B-7 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-7 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 � r $ s Q 75 Description � C: o Q �' ? .� 'o ii m 0 2 4 6 8 10 12 J. 14 16 18 20 22 24 26 28 30 Ground Surface - . := SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.3 MCS 17 Y SAND/SAND (SWSP) um dense, fine-grained; brown, drills easy. L 96.2 0.8 MCS 22 SILTY SAND (SM) Medium dense, fine-grained; brown, damp, drills easy. Thin tense of Clay at 4 feet. 23 97,3 1.2' MCS 98.9 1.5 MCS 24 86.5 2.3 MCS 21 — 97.3 1.1 MCS 29 SANDY SILT (ML) Medium dense, fine-grained; brown, dry, drills easy. 93.7 4.0 MCS 41 Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/5/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: _4�6.... ._. . a Log of Boring B-7 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A -7 - Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE > NO o U_ Penetration Test .c Q 0 E Description �' �� 3. v a� > 0 3 a; O >� fA Z'tY p Q 20 m 5 15 25 35 45 55 65 88.6 1.8 MCS 42 32 SILTY SAND/SAND (SM/SP) ' Dense, fine-grained; brown, damp, 34 drills easy. 36 100.8 1.3 MCS 63 38-M.-.5% SAND (SP) Dense, fine-grained; brown, dry, 40 41 �; drills easy. 110.6 0.7 MCS 59 46 j' =� 98.2 1.0 MCS 53 48 � 50 s; End of Borehole 52- 254565860 54- 56- 58- 60- Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/5/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: f Log of Borin.g B-8 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-8 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 0 _J °? c Q -6 E0 >• W Description o 20%';5: r �>�'. > tY °o U_ 3 m 0 2 4 6-7 8 10 12 14 16 18 20 22- 24- 26-- 2242628 228 30 Ground Surface �xr• ' SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. +: 0.3 MCS 20 93.1 3.8 MCS 16 99.1 2.0 MCS 21 106.5 1.3 MCS 24 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 80.0 1.9 MCS 28 i End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 917/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: i Log of Boring B-9 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-9 Location: Hwy 111 & La Quinta Centre Or, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > L a' cc �. �. E a fO Description 0 0 Q. a > c0i o tL �, 3 m Ground Surface 0 . SAND (SP) _ Medium dense, fine-grained; gray, 2 dry, drills easy. " SILTY SAND/SAND (SM/SP) 4 Medium dense, fine-grained; brown, dry, drills easy. 6 8 10 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 12 14 16 18 20 End of Borehole 22 24 26 28 30 101.0 0.9 MCS 19 100.3 0.8 MCS 21 101.4 1.2- MCS 26 101.2 1.3 MCS 28 - 85.7 1.7 MCSM 29 Krazan &Associates, Inc. Drill Rig: B-61 - Drill Date: 917/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: e t Log of Boring B-10 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-10 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > °i Description `+ .c m E a) Q. A 0 � F5 " o LL 3 m 0 5 Ground Surface SAND (SP) Medium dense, fine-grained; gray, 2- dry, drills easy. SILTY SAND/SAND (SM/SP) 4 - . Loose, fine-grained; brown, dry, drills easy. 6 8 10 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 12 14 16 18 20 End of Borehole 22- 24- 2242628 26- 28 30 0.3 MCS 19 91.2 0.8 MCS 13 89.2 1.2 MCS 22 84,9 1.8 MCS 25 99.0 2.1 MCS 28 Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/7/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring 5-11 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-11 Location: Hwy 111 & La Quinta Centre Or, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 a? 75 c Q E 0 cn Description CU_ � Q. C 2:1°o > a 3 m 0 Ground Surface SILTY SAND (SM) Loose, fine-grained; gray, dry, drills 2 easy. SILTY SAND/SAND (SM/SP) 4 Medium dense, fine-grained; brown, •� dry, drills easy. 6 8 10 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 12 SANDY SILT (ML) Medium dense, fine-grained, trace of 14 Clay; brown, dry, drills easy. 16 20 End of Borehole 22- 24- 26- 224262830 28- 30 96.9 1.0 MCS 16 97.2 1.1 MCS 14 96.8 1.6 MCS 19 94.5 2.4 MCS 22 — 93.1 2.5 MCS 26 Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/7/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: �i Log of Boring B-12 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-12 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65' > N >1 0 (n Description Z `� io p Q ... 0m > 0 o U° co 0 ar '` 2 4i. 6 8_ 10 12 14 16 18 20 22- 24- 22426 26 28 30 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.2 MCS 24 SILTY SAND (SM) Loose, fine-grained; brown, dry, drills easy. 89.6 1.6 MCS 14 92.1 2.0 MCS 23 95.5 2.4 MCS 29 i 87.5 1.4 MCS 25 i . End of Borehole j I Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/7/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-13 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-13 Location: Hwy 111 & La Quinta .Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: 4w' - SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > a? Q CL E. o (A Description ' o Z'� a IR N N > O ) o ti m >9. - I . ; 1 i War 0 s 2 4 6 8 10 12 14 16 18- 8 20End 20- 22- 2 24 24 26- 28-. 30 Ground Surface SAND (SP) Loose, fine-grained; gray, dry, drills easy. FFT 89.2 1.2 MCS 13 SILTY SAND (SM) Loose, fine-grained; brown, dry, drills easy. SILTY SAND/SAND SM/SP Medium dense, fine-grained; brown, dry, drills easy. 88.8 2.4 MCS 12 19 92.3 1.8 MCS 96.1 1.2 MCS 27 SANDY SILT (ML) Medium dense, fine-grained, trace of Clay; brown, dry, drills easy. 86.2 2.4 MCS 28 Endof Borehole . - Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 917/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: N Log of Boring B-14 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-14 Location: Hwy 111 & La Quinta Centre Or, La Quinta, California Logged 8y: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > oLL .c ,a CL E 0 cn Description �. a O cn 2 N H� > 0 0 3 m 0 1; ` '''`� 2 4 6-. 8 10 .; j;? 14 ,•�� • 16 18 20 -11,111 2 22- 24 24- 26- 26 28 30 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.6 MCS CS 16 SILTY SAND (SM) Loose, fine-grained; brown, dry, drills easy. 87.4 1.9 MCS 14 99.1 1.7 MCS 23 SAND (SP) Medium dense, fine-grained; brown, dry, drills easy. 104.3 1.9 MCS 29 SANDY SILT (ML) Medium dense, fine-grained; trace of Clay; brown, dry, drills easy. 103.9 4.1 MCS 32 End of Borehole Krazan &Associates, Ince Drill Rig: B-61 Drill Date: 9/7/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud _ Sheet: - Log of Boring B-15 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-15 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > .c C>. 0 c Description N o Q 'N n > Q o ti 3 m 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Ground Surface SAND (SP) Medium dense, fine-grained; gray, -dry, drills easy. SILTY SAND/SAND (SM(SP) Medium dense, fine-grained; brown, damp, drills easy. 93.3 1.4 MCS 30 96.8 1.3 MCS 23 94.7 1.2 MCS 24 SILTY SAND (SM) Medium dense, fine-grained; brown, damp, drills easy. End of Borehole 104.3 1.1 MCS 25 96.2 1.0 MCS 37 1 1 1 , L Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-16 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-16 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged_ By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 m > 10 .-. c n ° 0 -6 E >> (n Description N 0 ;>,(&I 020CL > N CL > ., ° U_ 0 2 4 6 8 10 12 14 16- 18 20 22 24 26 28 30 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. _ FFT- 0.6 MCS 24 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 0.4 MCS 23 94.7 1.2 MCS 29 101.8 1.1 . MCS 41 97.6 0.8 MCS 34 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: �j Log of Boring B-17 Project: Wal-Mart Store 1805-02 Project No: 112-01081 client: Nasland Engineering Figure No.: A-17 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, CaliforniaLogged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > a L °? Description Q. E a O cn N o Z 0, -, =3 v_, fl. aa) > 0 �- o u ; 3 m Ground Surface SAND (SP) Medium dense, fine-grained; gray, 2 dry, drills easy. SILTY SAND (SM) 4 Medium dense, fine-grained; gray, dry, drills easy. 6 8 10- 12- 14 16 18 20 End of Borehole 22- 24- 26- 224262830 28- 30 0.6 SPT 29 0.5 SPT 9 93.1 1.1 SPTM 14 91.2 1.3 SPT 29 i 1 Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-18 Project: Wal-Mart Store 18.05-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-18 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged 6y: Jamal Kaoud---- Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > 1 �' CL 0) 0 0 E >• C0 Description o Z'� CL 0 L v, m o ) . o u°. 3 m 0 2 4 6 8 10 12- 14- 16- 18- 20- 22- 2141618202224262830 24- 26- 28- 30] Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; gray, dry, drills easy. 0.4 MCS29 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 0.3 MCS 36 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method:. Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-19 Project: Wal-Mart Store 1805-02 Project No: 112-01081 client: Nasland Engineering Figure No.: A-19 Location: Hwy 111 & La Quinta Centre Or, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 5565cO > .c Q.N D -6 >, CO Description z. o Z' O N > O O U_ D 3 m 0 2 Ground Surface SILTY SAND/SAND (SM/SP) ' Medium dense, fine-grained; brown, dry, drills easy. 0.4MCS 32 4 6 8 10 12 14 16 18 20 22 24 26 28 30 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 0.5 MCS 38 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: _ . Log of Boring B-20 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-20 Location: Hwy 111 & La Quinta Centre Or, .La Quinta, California Logged Sy: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > .-. _ Q. 4) 0 o .a E > Cf) Description 0 CL o .. rn N CL > O 0 +. o u ?� 0 0 2 4 6 8 10 12- 14 16 18 20- 22- 022 24 26 24- 26 28 30 Ground Surface hm WI IVOR SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 92.3 1.0 MCS 19 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 96.1 1.6 MCS 22 i i End of Borehole i f I ......-- I f I Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-21 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-21 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Test 5 15 25 35 45 55 65 > �? .-. oLL nE 0) >> 0 (A DescriptionCL �� Z' 19p n m > o Q o Penetration 3 Co 0 2 J. 4 6 8- 10. - 10End 12- 14- 16- 18- 20- ,22- 214161820,2224262830 24- 26- 28- 301 Ground Surface SILTY SAND/SAND (SWSP) Medium dense, fine-grained; brown, dry, drills easy. 102.0 0.9 MCS 11 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 103.1 1.4 MCS 19 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill .Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: J] d PA oLJ i 0, Log of Boring B-22 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-22 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion:, SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > � I- (1) Description o 0Q ;v > 0 o Ui ; m 0 ItA tAl 2 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 104.1 1.0 MCS 18 4 6 8 10 12- 14- 16- 18- 20- 2141618202224262830 22- 24- 26- 28- 30 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 102.1 1.6 MCS 13 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: I Log of Boring B-23 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-23 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud -- -- Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 Y^ 0Q Description a C �„ 42 > 4-4) > 0 0 ` m 0 2 �. 4 6 8- 10 12- 14- 16- 18- 214161820222426 20- 22- 24- 26 28 30 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 102.9 0.8 MCS 16 SILTY SAND/SAND (SOSP) Medium dense, fine-grained; brown, dry, drills easy. 95.3 1.2 MCS 24 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: i Log of Boring B-24 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-24 ' Location: Hwy_ 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 .-. 0 —J .� CL >. cn Description N o Z' o 3 o If, o aUi W °o a_ v o m 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Ground Surface SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 0.3 SPT 17 0.3 SPT 11 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-25 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-25 Location: Hwy 111 & .La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 L m .c ,n CL E 0 >+ D U) Description o Z' 0 a > i 00 CL > O U_ 3 m 0 2 1: J. 6 8- 10 12- 14- 16- 214161820 18- 20 22- 24- 26- 224262830 28- 301 Ground Surface SAND (SP) Medium dense, fine-grained; gray, d dry, drills easy. 0.4 MCS 16 SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. End of Borehole 0.5 MCS 20 Krazan &Associates, Ince Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: - _.-i Log of Boring B-26 Project: Wal-Mart Store 1805-02 Project No: 112-01081 client: Nasland Engineering Figure No.: A-26 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 y., .c >• Description o'o 2: � C) a v �'ti v_, 0 a) CL t) O m 0 2 4 6 8 10 12- 14- 16- 18- 21416182022 24 20- 22- 24 26- 28- 62830 301 Ground Surface _ . L.• '-: °: •; :: SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 102.0 0.9 MCS 24 SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. End of Borehole 99.1 1.1 MCS 19 Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: :J-11 wi Log of Boring B-27 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-27 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > �- Q Z E Description �� Q. v a) I>-,. I > 0 W4) o Ui 3u? —M 0 2 4 6 8 10 12 14 16 18- 20- 22- 24- 8 202224262830 26- 28- 30] Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. T 0.4 MCS 10 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 19 End of Borehole 0.6 MCS 13 Krazan & Associates, Inc. Drill Rig: B-61 Drill -Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-28 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-28 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > � a; 0 N Description ' o Q �, 2 Q CL > o W_ o °. U_ m 2 = 4 61 8 41 10 12- 14-- 16- 18-- 2141618202224 20- 22- 24 62830 26- 28- 301 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 99.1 1.8 MCS 19 SILTY SAND/SAND (SH(SP) Medium dense, fine-grained; brown, dry, drills easy. 97.2 1.3 MCS 29 End of Borehole Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: en Log of Boring B-29 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-29 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE > Penetration Test .� 5 15 25 35 45 55 65 .-. Q a Description o n v o o LL m 0 2 Ground Surface ..1r- ''� SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 90.1 0.3 MCS 18 4 -. SILTY SAND/SAND (SVSP) 6- Medium dense, fine-grained; brown, dry, drills easy. 89.3 2.0 MCS 13 8 10 End of Borehole 12- 21416 14- 16 18- 8202224262830 20- 22- 24- 26- 28- 301 Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-30 Project: Wal-Mart Store. 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-30 Location: Hwy 111 & La Quinta Centre Dr, La. Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > w .� N0 0 U) Description N N > U (D o LL ?r m 0 2 4 6 8- 10 12- 14- 16- 18- 20- 2141618202224262830 22- 24- 2 6 Ground Surface SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 0.3 SPT 13 0.4 SPT' 19 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of 0ing B-3 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-31 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 15 25 35 45 55 65 N 3 � Description escription c o N 2` o O U_ v, m5 0 2 4 6 8- 1 12- 14- 16- 18- 20- 22- 21416 18202224262830 24- 26- 28- 301 Ground Surface �.: SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 102.3 1.2 MCSM 19 SILTY SAND/SAND (SN(SP) Medium dense, fine-grained; brown, dry, drills easy. 100.1 1.4 MCS 17 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: ;u 7 Log of Boring B-32 Project: Wal-Mart Store 1805-02 Project No: 112-01081. Client: Nasland Engineering Figure No.: A-32 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal.Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 '15 25 35 45 55 65 75 a) Description N n0 w CL > .lY o c U_ m 0 2 4 6 10 12- 14- 16- 18- 20- 22- 2141618 202224262830 24- 26- 28- 30- Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 99.7 0.9 MCS 23 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 96.1 1.7 MCS 19 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstern Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-33 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-33 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > m 0 o �. cD Description � o Z' p a (D > ) o U. m 0 2 4 6dry, 8 10 12 14 . 16 18 20 22 24 26 28 30 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 102.7 1.6 MCS 16 SILTY SAND (SM) Medium dense, fine-grained; brown, drills easy. 99.8 1.4 MCS 26 End of Borehole - Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: I , I ; i r 1.9 JJ Log of Boring B-34 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-34 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > L M 3: .� a ECL Description Z' o CL > 0 0 wo o U_ 'Z o m 0 .z: 2 ` :• r •: 4 _ 6 8 10 12- 14- 16- 18- 20- 22- 2141618202224262830 24- 26- 28- 301 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 101.6 1.2 MCS 16 SILTY SAND/SAND (SHUSP) Medium dense, fine-grained; brown, dry, drills easy. 102.9 1.7 MCSM 24 End of Borehole Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: 0" ._,.i Log of Boring B-35 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-35 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By.: Jamal Kaoud �.. . Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > ca Q o E Description L N o a o aUi 0 o 0 2 6 8- 1 1 12-- 14- 16- 18- 2141618202224 20- 22- 24 26 28- 30 Ground Surfac _ ` 3' SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.3 MCS 20 SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. End of Borehole 89.2 2.2 MCS 29 Krazan &Associates, Inc. Drill Rig: B-61� Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-36 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-36 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 a>i �? 0 om Description o Q °' cn N > o o m 0 2 6 8 10 12- 14 16- 18- 20- 22- 6182022242628 24- 26- 28 30 Ground Surface i... •,r: j15 asp.. SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.3 MCS 22. SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 89.7 1.2 MCS 25 End of Borehole . Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-37 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-37 Location: Hwy 111 & La Quinta Centre I)r,:.La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > � ~' .c Description c o C01 L 0 ;v �' �' > o o ti m 0 2 4.- 6 10 12 14 16- 18- 618 20 20 22 24 26 28 30 Ground Surface ,:. 'f= »•;: �. SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.3 MCS 22 I .• :: a PER8- SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 99.7 1.0 MCS 25 End of Borehole I -H Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-38 Project: Wal-Mart Store 1805-02 Project No: 1112-01081 client: Nasland Engineering Figure No.: A-38 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > a; ca 4=N 0 N Description o a °' M 1>% > o � o ti m 0 -. 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Ground,Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 99.1 0.8MCS 26 J. SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 102.3 1.7 MCS 16 End of Borehole , ' Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: hil Log of .Boring B-39 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-39 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > 4? �. .� Q. 0 E (n Description o Z' p QOf to N O o 3 m 0 2 4 6 8 10 21416 12- 14- 16 18- 20- 22- 82022242628. 24- 26- 28. 30 Ground Surface SILTY SAND/SAND (SM/SP). Medium dense, fine-grained; brown, dry, drills easy. 0.6 MCS SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 82.9 2.9 MCS:r4 End of Borehole Krazan &Associates, Inca Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-40 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-40 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud — Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > s (D CL � Z �. co Description N o Z' O a• ... O � >�, I-- o U 4 ) � o N o m 0 21 J.88.6 4 6 8 -4 10 12-- 14- 16- 18- 20- 21416182022242628 22- 24- 26- 28 30 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 1.2 MCS 14 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. End of Borehole 101.0 3.0 MCS 16 r Drill Rig: B-61 _.,. Drill Method: Hollowstem Driller: Mohd Kaoud Krazan & Associates, Inc.. Drill Date: 9/10/01 Hole Size: 6.5 inches Sheet: Log of Boring B-41 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-41 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > L_ a? t Q a -6 E U) Description o Q. 6 0 m CL > o o u_ ; 3 m 0 2 4 6dry, 8 11 10 12 14- 16- 18- 20- 22- 41618202224262830 24- 26- 28- 301 Ground Surface =, : � Y? SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.7 MCS 16 SILTY SAND/SAND (SM(SP) Medium dense, fine-grained; brown, drills easy. 94.1 0.9 MCS 18 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: 1-d Log of Boring B-42 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-42 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 45 55 65 > °i m CL 0 E Description o> a. o N 2 C t�� 35 ° W o u N 3 m 0 2 4 6 . 8- 10 12- 14- 21416 16 18 20 22 24 26 28 30 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 0.3 MCS 17 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 93.1 3.1 MCS 22 End of Borehole i Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-43 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-43 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > � .2 , °o co Description Z o 0 CL 42 N 2 N ani o o Ui a m 0 2 4 6 8 10 12--! 14 16 18 20 22 24 26- 28 30 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 101.0 0.9MCS 21 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 100.3 1.2 MCS 19 End of Borehole I I � s I Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-44 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-44 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 15 25 35 45 55.65 •- 0) >E. 0 Description o Z' a� > Dm U_ N 5 0 Ground Surface RA SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, 2 dry, drills easy. 4 SILTY SAND (SM) Medium dense, fine-grained; brown, 6 dry, drills easy. 8 10 End of Borehole 12- 14- 16- 18- 2141618 202224 20- 22- 24 26- 20 30 99.6 0.8 MCS 24 102.0 1.9 MCS 16 Krazan & Associates, Inc.- nc:Drill Rig: B-61 Drill Date: 9/10/01 Drill Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: ,. J J, j, 1 Log of Boring B-45 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-45 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > °? CL 0 E Description N tj a v �' w �� Z' >. o U N m 0 2 4 6 8- 10-_ 2 12- 14 14- 16 16- 18 18- 20- 20 22- 22 24 24'- 26 26- 28- 28 30 30 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 102.1 0.9 MCS 22 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 99.7 2.6 MCS 20 End of Borehole f i I Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01. Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: .a,.l Log of Boring B-46 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-46 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 Description o> p a Q oCL U o �i 3 m 0 2 4 10(n 6 8 12 14 16 18- 20- 22- 24- 820 2224262830 26- 28- 30-1 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 98.1 1.0 MCS 16 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 103.0 3.0 MCS 24 End of Borehole I Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-47 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-47 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE 75 > Penetration Test 5 15 25 35 45 55 65 Z Z a E >> o Description a 0 Z'� o� \ 2 v, a) > o U_ � 3 m 0 Ground Surface Kai SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, 2- dry, drills easy. 0.3 MCS 26 4 -11 SILTY SAND (SM) 99.1 2.1 MCS 11 Medium dense, fine-grained; brown, 6 dry, drills easy. 8 10 End of Borehole 12- 2141618 14- 16- 18- 20- 202224262830 22- 24- 26- 28- 301 Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-48 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-48 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 Description a 0 � LL 0 2 4 6 8 10 12- 14- 16- 18- 20- 22- 2141618202224262830 24- 26- 28- 3.0 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 97.2 0.9 MCS 17 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 103.0 1.9 MCS 19 End of Borehole Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-49 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-49 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 m > cc v .c cn Description N C o �(6 ... o .. N m H� 0 > o w o U 3 m 0 2 � 4 6 8 10 11 12- 14- 21416 16 18- 20- 22- 24- 8202224262830 26- 28- 30 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 89.2 1.0 MCS 29 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 88.6 2.4 MCS 19 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud - Sheet: ... 'J Log of Boring B-50 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-50 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > P: 10 n CL 0 Z E Cl) Description 91L v �' > Q U 3 m 0 4 6 8 10 12- 14- 16- 18- 20- 22- 2141618202224262830 24- 26- 28- 301 Ground Surface :. =° L•a� `' SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 89.9 1.1 MCS 19 SILTY SAND/SAND (SOSP) Medium dense, fine-grained; brown, dry, drills easy. 99.2 3.0 MCS 16 — End of Borehole Krazan & Associates, Ince Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: .,_ .N Log of Boring B-51 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-51 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud m Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > L u? �. Q 0 E Description z m �� a 2 3 i m > o o U 3 m 0 21 J.102.1 4 6 8 10 -11 12 14 16 18 20 22 24 26 28 30 Ground Surface SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 0.8 MCS 19 SILTY SAND (SM) Medium dense, fine-grained; brown, dry, drills easy. 99.9 2.9 IMCS 26 End of Borehole • Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/10/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Jr A A : . r _J. ; Log of Boring B-52 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-52 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 15 25 35 45 55 65 > � 0 CL � � M (1)5 Description o a Z' � a '�. CL 0 o U_ 3 M 0 _ 2 ,.L �� 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.7 MCS22 SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 97.4 1.9 MCS:19 End of Borehole _ I i — i Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstern Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: _ I '1 Log of Boring B-53 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-53 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 '55 65 5 °i Q E0 0 Description o a N w > 0 a) U 3 m 0 >r : 2 :. ;. 4 . 6 8 10 12- 14- 16- 2141618 18L_ 20- 22- 24- 022 24262830 26- 28- 301 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 101.0 1.1 MCS 16 SILTY SAND/SAND (SMISP) Medium dense, fine-grained; brown, dry, drills easy. 100.4 1.9 MCS 19 End of Borehole Krazan &Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: Log of Boring B-54 Project: Wal-Mart Store 1805-02 Project No: 112-01081 client: Nasland Engineering Figure No.: A-54 Location: Hwy 111 & La Quinta Centre Or, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE. SAMPLE Penetration Test 5 15 25 35 45 55 65 o o cn Description a N 0 > U3CU U. m 0 2 4 6 81. 10 12- 14- 16- 18- 20- 22- 2141618202224262830 24- 26- 28- 30] Ground Surface ;.; SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 0.4 MCS 27 41 SILTY SAND/SAND (SWSP) Medium dense, fine-grained; brown, dry, drills easy. 100.0 1.9 MCS 22 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: I J Log of Boring B-55 Project: Wal-Mart Store 1805-02 Project No: 112-01081 Client: Nasland Engineering Figure No.: A-55 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65CU > � aU o o cE Description o 207,v_, CL v �' > o U m 0-:.i: 2 4 6 8- 10 12- 14- 16- 18- 20- 22- 214161820 2224262830 24- 26- 28- 301 Ground Surface =? ' SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 102.3 1.2 MCS::26 SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 101.9 3.0 MCS End of Borehole Krazan &Associates, Inc. . Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: a.,.. Q �n J *J I JJ Log of Boring B-56 Project: Wal-Mart Store 1805-02 Project No: 112-01081 client: Nasland Engineering Figure No.: A-56 Location: Hwy 111 & La Quinta Centre Dr, La Quinta, California Logged By: Jamal Kaoud Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE Penetration Test 5 15 25 35 45 55 65 > °i (D .-. o Q E � Description o � C N .o . Q F- o 4) W o o m 0 f 2 '`-''' �: I.' 4 6 8- 10 - 10End 12- 14- 16- 214161820 18- 20 22- 24- 26- 224262830 28- 301 Ground Surface SAND (SP) Medium dense, fine-grained; gray, dry, drills easy. 89.9 0.9 MCS 28 SILTY SAND/SAND (SM/SP) Medium dense, fine-grained; brown, dry, drills easy. 91.2 2.7 MCS 27 End of Borehole Krazan & Associates, Inc. Drill Rig: B-61 Drill Date: 9/8/01 Drill Method: Hollowstem Hole Size: 6.5 inches Driller: Mohd Kaoud Sheet: , Consolidation Test. Project No Boring No. & Depth Date Soil Classification 112-01081 B-5 @ 2' 9/11/01 (SM -SP) I Load in Kips per square Foot 0.1 1 10 100 0.00 % Consolidation @ 2KSf: 4.0 % 1.00 2.00- 3.001 2-4.00 A 70 0 5.00. IL 6.00 7.00 • 8.00-- 9.00 Krazan Testing Laboratory Im Consolidation Test Project No Boring No. & Depth Date Soil Classification 112-01081 B-6 @ 5' 9/11101 (SM) I Load in Kips per Square Foot 0.1 1 10 100 0.00 % Consolidation @ 2Ksf: 2.0 % 1.00. 2.00. 3.00 0 IA C 0 4.00 5.00. 6.00 t i 7.00 -1 Krazan Testing LaborAto r l f.Consolidation Test Project No Boring No. 8 Depth Date Soil Classification 112-01081 B-9 2' 9/11/01 (SP) Load in Kps per Square. Foot 0.1 1 10 100 0.00 % Consolidation @ 2Ksf: 2.1 % 2.00 4.00 c �o v " O N c 6.00 v C� d • 4 8.00 • a e a • • 10.00 12.00 5 Krazan Testing Laboratory Consolidation Test Project No Boring No. & Depth Date Soil Classification 112-01081 B-13 @ 5' 9/11/01 (SM) Load in Kips per Square Foot 0.1 1 10 100 0.00 1 Consolidation @ 2Ksf: 4.9 % 2.00 h 4.00 6.00 8.00 0 i 0 N S 10.00 U C d V N o. 12.00 14.00 16.00 • • 18.00 • •may 20.00 Krazan Testing Laboratory J Shear Strength Diagram (Direct Shear) ASTM D - 3080 / AASHTO T - 236 1 Project Number Boring No.& De th Soil Type . I bate 1 11201081 B-1 2' Sm 9/11/01 Cohesion: 0.0 Ksf f Angle of Internal Friction: 32 Krazan Testing Laboratory- Shear Strength Diagram (Direct Shear) ASTM D - 30801 AASHTO T 236 Project Number I Boring _No. & De th Soil Type Date 11201081 B-8@5' SM/SP 9/11/01 Krazan Testing Laboratory J �a Shear Strength Diagram (Direct Shear) ASTM D - 3080 / AASHTO T - 236 Project Number Boring No. & Depth Soil Typ:::--4eDate 11201081 B-14@5' SM 9/11/01 Krazan Testing Laboratory -' �— Grain Size Analysis Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer 3 1 1/2 #4 #8 #16 #30 #50 #100 #200 1-1/2 3/4 i — 0. 0�1■a►\�A��■�IHI��U��III�IN�0.0 Soil Classification (SM) Sample Number B-1 @ 5' .0 lmmiiiiiilmmiiiiiilm .0 .0 .0 rna.oW II�■A111�fl1■1■■IYY�■IIM■ I■■VIII■�IYII■�IM��IIIIII■■ IYIII■�IA111��N��IY■1■�INIY� Wao 0 0 100 10 1 0.1 '0.01 0.001 Grain Size in Millimeters Gravel Sand Silt or Clay Coarse Flne Coarse Medlum Flne (Unified Soils Classification) Project Name Wal Mart Project Number 112-01081 Soil Classification (SM) Sample Number B-1 @ 5' II�■A111�fl1■1■■IYY�■IIM■ I■■VIII■�IYII■�IM��IIIIII■■ IYIII■�IA111��N��IY■1■�INIY� Krazan Testing Laboratory Project Number 112-01081 Soil Classification (SM) Sample Number B-1 @ 5' Krazan Testing Laboratory jy 5u.1 e { Grain Size Analysis Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer 3 1 1/2 #4 #8 #16 #30 #50 #100 #200 1-1/2 3/4 3/ 100.0 Soil Classification (SM -SP) Sample Number B-1 @ 15' 90.0 LL 80.0 i' I 70.0 Z 60.0 N 07 Q a 50.0 li Z W 40.0 Z i W a i 30.0 I� I 20.0 10.0 0.0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine (Unified Soils Classification) Project Name Wal Mart Project Number .112-01081 Soil Classification (SM -SP) Sample Number B-1 @ 15' Krazan Testing Laboratory Soil Classification (SM -SP) Sample Number B-1 @ 15' Krazan Testing Laboratory L Grain Size Analysis. Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer 3 1 1/2 #4 #8 #16 #30 #50 #100 #200 1-1/2 3/4 3 L I L L 100.0 -771 11 —.90.0 80.0 70.0 Z -60.0 ro CL 50.0 Z w 40.0 30.0 20.0 10.0 10.0 0.0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine (Unified Solis Classification) Project Name Wal Mart Project Number 112-01081 Soil Classification (SM) Sample Number B-1 @ 25' I I • krazan Testing Laporatory I I • krazan Testing Laporatory krazan Testing Laporatory < a i y 7 Grain Size Analysis Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer 3 1 1/2 #4 #8 #16 #30 #50 #100 #200 Project Number 100.0 Soil Classification (SP) i B-1 @ 35' I � • 90.0 80.0 70.0 I 0 Z 60.0 CL 50.0 i Z W 40.0 ix W i CL 30.0 i 20.0 10.0 0.0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters" Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine (Unified Soils Classification) Project Name Wal Mart Project Number 112-01081 Soil Classification (SP) Sample Number B-1 @ 35' Project Name Wal Mart Project Number 112-01081 Soil Classification (SP) Sample Number B-1 @ 35' Krazan Testing. Laboratory - 1 MY E Grain Size Analysis Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer 3 1 1/2 #4 #8 #16 #30 #50 #100 #200 1-1/2 3/4 3/ 100.0 I 90.0 80.0 70.0 Z ' 60.0 N Q a 50.0 I— w I 40.0 W a 30.0 20.0 i i 10.0 0.0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters, Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine (Unified Soils Classification) Project Name Wal Mart Project Number 112-01081 * Soil Classification (SM) Sample Number B-1 @ 45' d Krazan Testing Laboratory L Grain Size Analysis Project Name Wal Mart Project Number 112-01081 Soil Classification (SM) Sample Number B-6 @ 5- Krazan Testing Laboratory INIIIrNrlHrlll W7Y�■1■�1�� IIY■■�AI��III■��AIM■�A11Y■� I�11 ■IIAI��u� ��II� �Y�� i�iumn��■�n�ur�� inuu�wu�w■imw A�AIw�IlY11�11�1■�IArI■■ Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine Project Name Wal Mart Project Number 112-01081 Soil Classification (SM) Sample Number B-6 @ 5- Krazan Testing Laboratory Krazan Testing Laboratory lk i i Y • Grain Size Analysis Project Name Gravel Project Number 112-01081 .Sand (SM -SP) W Coarse Fine Coarse Medium Fine ��r�l�h`I■�ANIII■�Mlr■� ��II�N�Y� M��I�■�I I�I11■I��AI■1■■1111� 1■� IN■1�IdIlYVWII■� I�I�IIIIRI■111111r11q■S III■�A■NI�■�111Y�11�■■■ IYI�IN■�II��N�IAr■� IIY■■�IA1111�1111■■11■1■�IY■N 1■�Ilr�llll■t■�MIY■�IIR� Project Name Gravel Project Number 112-01081 .Sand (SM -SP) Silt or Clay Coarse Fine Coarse Medium Fine Project Name Wal Mart Project Number 112-01081 Soil Classification (SM -SP) Sample Number B-7 @ 2' Krazan Testing Laboratory It t t.t C A Grain Size Analysis Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer 3 1 1/2 #4 #8 #16 #30 #50 #100 #200 1-1/2 3/4 3 L 100.0 II 90.0 --80.0 ii 1.70.0 Z 60.0 a. 50.0 ---40.0 Z W 0 0. 30.0 it 20.0 it 10.0 0.0 100 10 1 0.1 0.01 0.40*01 Grain Size In Millimeters Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine (Unified Solis Classification) Project Name Wal Mart Project Number 112-01081 Soil Classification (SM) Sample Number B-7 @ 10- Krazan Testing Laboratory Krazan Testing Laboratory Grain Size Analysis Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer 3 1 1/2 #4 #8 #16 #30 #50 #100 #200 1-1/2 3/4 3/ 100.0 90.0 80.0 I 70.0 C7 2 60.0 rn Q 50.0 a 40.0 V W a 30.0 20.0 10.0 0.0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters. Project Name Project Number Soil Classification Sample Number Wal Mart 112-01081 (SM) B-7 @ 20' (Unified Soils Classification) Krazan Testing Laboratory Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine Project Name Project Number Soil Classification Sample Number Wal Mart 112-01081 (SM) B-7 @ 20' (Unified Soils Classification) Krazan Testing Laboratory L M oil Grain Size Analysis Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer 3 1 1/2 #4 #8 #16 #30 #50 #100 #200 1-1/2 3/4 3 E L 1. 100.0 -90.0 80.0 -70.0 Z 60.0 50.0 Z 40.0 W (L 30.0 20.0 10.0 0.0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters - Gravel Sand Slit or Clay Coarse Fine Coarse Medium Fine (Unified Soils Classification) Krazan Testing Laboratory Project Name Wal Mart -Project Number 112-01081 Soil Classification (ML) Sample Number B-7 @ 30' J J Project Name Wal Mart -Project Number 112-01081 Soil Classification (ML) Sample Number B-7 @ 30' J J 7— Grain Size Analysis Project Name Wal Mart Project Number 112-01081 Soil Classification (SP) Sample Number B-7 @ 40' Krazan Testing Laboratory Muu■■�m�n��n■�■uw��mu� IA�Y■�A■'�IYIIII■■Iltl■■ �tllM�l�i\��IY�■� � v�■II v��I11R��INIB IW■1■■NIR�IINIY■\ IItrYI■1� IA W ■�Ar111�11�1��1a■AAYAI� Gravel Sand Slit or Clay Coarse Fine Coarse Medium Fine ilm i Project Name Wal Mart Project Number 112-01081 Soil Classification (SP) Sample Number B-7 @ 40' Krazan Testing Laboratory Krazan Testing Laboratory R- - VALUE TEST ASTM -D - 2844 / CAL 301 Project Number 112-01081 Project Name Prop. Wal-Mart, LaQuinta Date 9/10/01 Sample Location/Curve Number RV# 1 ` Soil Classification (SP) TEST A g C Percent Moisture Q Compaction, % 10.8 11.8 9.9 Dry Density, Ibm/cu.ft. 121.7 121.9 121.6 Exudation Pressure, psi 360 170 770 Expansion Pressure, Dial Reading 0 0 0 Expansion Pressure, psf 0 0 0 Resistance Value R 1 68 66 72 R Value at 300 PSI Exudation Pressure gg R Value by Expansion Pressure (TI =): 5 Expansion Pressure nil 1111111111111111111� 11111111111111111111 1111111111111111111 11111111111111111111 ., 1111111111111111111 11111111111111111111 1111111111111111111 11111111111111111111:, 1111111111111111111 111111��111111111111 .11111111111111111111 11111[__11111111111 , . 1111111111111�111111 11111111111■■i:::!11 . 111111111111 X1111111 11111111111111111111 . , 11111111111111111111 11111111111111111111 . , 1111111111111111111 11111111111111111111 ,. 11111111��1111111111 11111111111111111111 , 1111111 X11111111111 11111111111111111111 . , 1111111�111l11111111 11111111111111111111 . 11111111111111111111 11111111111111111111 , IIIII111111111111111 11111111111111111111 ,:11111111111111111111 11111111111111111111 , 1111111111111111111 11111111111111111111 . It 111111111111111111 11111111111111111111 , i�111111111111111111 IIIIIIIIIIIIIL111111 „ X1111111111111111111 11111111111111111111, Krazan Testing Laboratory R - VALUE TEST ASTM D - 2844 / CAL 301 Project Number 112-01081 Project Name Prop. Wal-Mart, LaQuinta Date 9/10/01 Sample Location/Curve Number RV# 2 Soil Classification (SP) TEST A B C Percent Moisture @ Compaction, % 10.8 11.8 9.9 Dry Density, Ibm/cu.ft. 124.0 123.4 123.4 Exudation Pressure, psi 360 170 770 Expansion Pressure, Dial Reading) 0 0 0 Expansion Pressure, psf 0 0 0 Resistance Value R 67 64 71 R Value at 300 PSI Exudation Pressure 67 R Value by Expansion Pressure (TI =): 5 Expansion Pressure nil 1111111111111111111 11111111111111111111 11111111111111111111 11111111111111111111 ., 1111111111111111111 11111111111111111111 1111111111111111111 11111111111111111111:, 1111111111111111111 1111111111111111111 . 11111111111111111111 11111!_!111111��1111 , . 111111111111��111111 1111111111��■.._1111 . IIIIIIIIIIII/1111111 1111111111111111111 ., . 1111111111111111111 11111111111111111111 . , IIIIIIIII�1111111111 11111111111111111111 ,. 11111111��1111111111 11111111111111111111 , . 11111111111111111111 11111111111111111111 ., 1111111111111111111 11111111111111111111 • IIIIII11111111111111 11111111111111111111 , IIIII111111111111111 11111111111111111111 , : IIII1111111111111111 11111111111111111111 , 1111111111111111111 11111111111111111111 , . II 111111111111111111 11111111111111111111 , 11111111111111111111 IIIIIIIIIIIIIL111111 „ X1111111111111111111 11111111111111111111, Krazan Testing Laboratory R - VALUE TEST ASTM D - 2844 / CAL 301 Project Number 112-01081 Project Name Prop. Wal-Mart, LaQuinta Date 9/10/01 Sample Location/Curve Number RV# 3 Soil Classification (SP) TEST A B C Percent Moisture 0 Compaction, % 10.8 11.8 9.9 Dry Density, Ibm/cu.ft. 122.9. 123.3 122.7 Exudation Pressure, psi 360 170 770 Expansion Pressure, Dial Reading) 0 0 0 ,Expansion Pressure, psf 0 0 0 Resistance Value R 63 614 66 R Value at 300 PSI Exudation Pressure 64 R Value by Expansion Pressure (TI =): 5 Expansion Pressure nil 1 1111111111111111111 111111"„1„"""1 1 1 111111,1'111,",1 �, 11111111111111 111111 . 1 1111111111111111111 11111111111111111111 111111111111111, 1111 11111111111111 111111 : 1 11111111111111/1111 11111111111111111111 :11111111111111111111 1111111111111111111 , . 1111111111111 X111111 11111�_!��11�1 ��11 :.1111111111111111111 11111111111��.�.�11.1 11111111111111111111 11111111111111111111 1 111111111, 1111111111 11111111111111 111111 1 11111111111111111111 11111111111111111111 , .1111111111111111111 11111111111111111111.1 11111/ 11111/111111111111 11111111111111111111 11111111111111 11111111111111111111 111 /11111111111111 11111111111111111111 1 11111 1111111111111111 11111111111111111111 , 11111111111111111111 11111111111111 111111 1 11111111111111111111 11111111111111111111 1 ,1111111111111111111 11111111111111111111 1 1 1111111111,1,1111111 11111111111111111111 1 Krazan Testing Laboratory i A 1 C Percent Moisture @ Compaction, % Project Number 11.8 9.9 Project Name 124.6 124.8 124.3 Date 360 Sample Location/Curve 770 Soil Classification R - VALUE TEST ASTM -D - 2844 / CAL 301 112-01081 Prop. Wal-Mart, LaQuinta 9/10/01 ber RV# 4 (SM -SP) TEST A B C Percent Moisture @ Compaction, % 10.8 11.8 9.9 Dry Density, Ibm/cu.ft. 124.6 124.8 124.3 Exudation Pressure, psi 360 170 770 Expansion Pressure, Dial Reading 0 0 0 Expansion Pressure, psf 0 0 0 Resistance Value R 60 49 72 1111111111111111111 11111111111111111111 . 111111111111111111 �1 11111111111111111111 •, 1111111111111111�� 11 11111111111111111111 11111111111111111111 11111111111111111111:, 111111111111111►1111 11111111111111111111 . 11111111111111 X11111 111111,1111111111111 , 1111111111111►111111 IIIIIIII�i.�11� 111111 . 11111111111 X1111111 111111111111. X11111 ., 1111111111111111111 11111111111111��1111 , IINIIIII�1111111111 1111111111111111\111 , . 11111111��1111111111 1111111111111111111 , 1111111 X11111111111 11111111111111111111 . , IIIIIII1111111111111 11111111111111111111 1111111111111111111 11111111111111111111 , IIIII111111111111111 11111111111111111111 I, ,:11111111111111111111 11111111111111111111 , 1111111111111111111 11111111111111111111 I' , . 1111111111111111111 11111111111111111111 , 1111111111111111111 IIIIIIIIIIIIIL111111 „ �111111�11111�111111 11111111111111111111, Krazan Testing Laboratory APPENDIX B EARTHWORK SPECIFICATIONS GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including, but not limited to, the furnishing of all labor, tools and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and o tested by a representative of Krazan and Associates, Incorporated, hereinafter referred to as the Soils Engineer and/or Testing Agency. Attainment of design grades, when achieved, shall be certified by the i project Civil Engineer. Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary adjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these .i specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer, or project Architect. No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any �.._„ aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to no less that 90 percent of relative compaction based on ASTM Test Method D1557-78, UBC or CAL -216, as specified d'i in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be as determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer. SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the Geotechnical Engineering Report. z • Krazan & Associates, Inc. Eleven Offices Serving The Western United States ., 11201081 1 k , ..t Appendix B Page B.2 The .Contractor shall make his own interpretation of the data contained in the Geotechnical.Engineering Report and the Contractor shall not be relieved of liability under the Contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as -required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or wind-blown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grubbing and preparation of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the Soils Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots greater than 1 inch .in diameter. Tree roots removed in parking areas may be limited to the upper 1 %2 feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted. I SUBGRADE PREPARATION: Surfaces to receive Engineered Fill, shall be prepared as outlined i.. above, excavated/scarified to a depth of 6 inches, moisture -conditioned as necessary, ary, and recompacted to 90 percent relative compaction. �.l Loose soil areas and/or areas of disturbed soil shall be moisture -conditioned as necessary and recompacted to 90 percent relative compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which ate to receive fill materials shall be approved by the Soils Engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over -excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201061 t I ,.1 Appendix B Page B3 FILL AND BACKFILL MATERIAL: • No material shall be moved or compacted ,without the presence of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills, provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer. PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill shall be surface -compacted to the satisfaction of the Soils Engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill is as specified. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201081 APPENDIX C PAVEMENT SPECIFICATIONS 1. DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate ' subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed. The term "Standard Specifications": hereinafter referred to is the. January 1991 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Materials Manual of Testing and Control Procedures, State of California, Department of Public Works, Division of Highways. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as defined in the applicable tests outlined in the Materials Manual. 2. SCOPE OF WORK - This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically notes as "Work Not Included." 3. PREPARATION OF THE SUBGRADE - The Contractor shall prepare -the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 90 percent. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses. 4. UNTREATED AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class II material, 1% inches maximum size. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers. 5. AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class II material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201081'. - - s ut:....a....,....w.it rr..n.... .... .. ...._....... ....,...,-.... �:.......e......... _...- ....._.._..._.._......._._... ... __ ... .... .. ...v, i...... ........y........1....... ..r. �1S .c. F:.. i. ... an _t _x. .—'... _?v_.._1ci. .. ... ._.,:v.A-0._v.+.e Appendix C Page C.2 6. ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans. The viscositygrade of the asphalt shall be AR -4000. The mineral aggregate shall be Type B, 1/2 inch maximum size, medium grading, and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying, proportioning, and mixing of the materials shall conform to Section 39. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a ' combination steel -wheel and pneumatic rollers, as described in Section 39-6. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine. i .`.. 7. FOG SEAL COAT - The fog seal (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of Section 37. f 1 p •� k _ Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201081 �. .�.._ _ ....._ a .............. 1' N APPENDIX D GEOTECHNICAL ENGINEERING INVESTIGATION PROJECT LOCATION: Wal-Mart Store #1805-02, Highway 111 and La Quinta Center Drive, La Quinta, California Engineer: R. Sammy Salem Phone No.: (909) 549-1188 Geotechnical Engineering Co.: Krazan and Associates Inc. Report Date: October 3, 2001 Groundwater Elevation: None (If encountered) Fill Soils Characteristics: Date Groundwater Measured: Not Encountered Maximum Liquid Limit: N/A Topsoil/Stripping Depth: 2 — 4 inches Maximum Plasticity Index: N/A Undercut (If Required): 4 feet below foundation Specified Compaction: 90% Standard Proctor Results: (Attach plots.) Moisture Content Range: -2% to +2% Recommended Compaction Control Tests: 411 1 Test for Each 2,000 Sq. Ft. each Lift (bldg. area) Asphalt Base Course 1 Test for Each 2,500 Sq. Ft. each Lift (parking area) Structural Fill Maximum Lift Thickness 6 inches (Measured loose Subgrade Design CBR Value = RV = 61 COMPONENT ASPHALT CONCRETE Standard Heavy Standard Heavy Stabilized Subgrade (if applicable) 12t1 1211 1211 1211 Class II Aggregate Base Material 411 4" 411 611 Asphalt Base Course Leveling Binder Course Surface Course 311 411 511 6.511 NOTE: This information shall not be used separately from the geotechnical report. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 11201081.appd• Appendix D D.2 FOUNDATION DESIGN CRITERIA PROJECT LOCATION: Wal-Mart Store #1805-02, Highway 111 and La Ouinta Center Drive, La Ouinta. California Engineer: R. Sammy Salem Phone No.:. (909) 549-1188 Geotechnical Engineering Co.: Krazan and Associates, Inc. Report Date: -October 3, 2001 Foundation type: Shallow Foundation (wall and column spread footing) Allowable bearing pressure: 3,000 psf Factor of Safety: 3.0 Minimum footing dimensions: Individual: 12.0 inches Continuous: 12.0 inches ^ Minimum footing embedment: Exterior: 18.0 inches Interior: 18.0 inches Frost depth: None Maximum foundation settlements: Total: 1 inch Differential: % inch Slab Potential vertical rise: 0 Capillary break (describe): Vapor Retarder over 3 inches of %-inch rock Subgrade reaction modulus: 200 psi/in Method obtained: Portland Cement Association Active Equivalent Fluid Pressures 32 pcf Passive Equivalent Fluid Pressures 350 pcf Perimeter Drains (describe): Building: Retaining Walls : Cement Type: Portland Cement Type I or H Retaining Wall: At -rest pressure: 54 pcf Coefficient of friction: 0.4 cJ g COMMENTS: NOTE: This information shall not be used separately from the geotechnical report. Krazan & Associates, Inc. i Eleven Offices Serving The Western United States i 1 11201091.appd s