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FINAL Geotechnical Report - Walmart Lake Elsinore_543
www.mooretwining.com PH: 559.268.7021 FX : 559.268.7126 2527 Fresno Street Fresno, CA 93721 UPDATED FINAL GEOTECHNICAL ENGINEERING INVESTIGATION REPORT PROPOSED WALMART STORE #2077 SOUTHWEST CORNER OF CENTRAL AVENUE (ROUTE 74) AND CAMBERN AVENUE LAKE ELSINORE, CALIFORNIA Project Number: D82109.01 For: Greenberg Farrow 1920 Main Street, Suite 1150 Irvine, California 92614 July 8, 2011 (Revised March 5, 2018) www.mooretwining.com PH: 559.268.7021 FX : 559.268.7126 2527 Fresno Street Fresno, CA 93721 July 8, 2011 (Revised March 5, 2018)D82109.01-01 Greenberg Farrow 1920 Main Street, Suite 1150 Irvine, California 92614 Attention:Mr. Barry Lindner, PE Subject:Updated Final Geotechnical Engineering Investigation Proposed Walmart Store #2077 Southwest Corner of Central Avenue (State Route 74) and Cambern Avenue Lake Elsinore, California Dear Mr. Lindner: We are pleased to submit this geotechnical engineering investigation report prepared for the proposed Walmart store to be located at the southwest corner of Central Avenue (State Route 74) and Cambern Avenue, Lake Elsinore, California. The contents of this report include the purpose of the investigation,scope of services,background information,investigative procedures,our findings,evaluation,conclusions,and recommendations. It is recommended that those portions of the plans and specifications that pertain to earthwork, pavements and foundations be reviewed by Moore Twining Associates, Inc. (Moore Twining) to determine if they are consistent with our recommendations. We appreciate the opportunity to be of service to Greenberg Farrow. If you have any questions regarding this report,or if we can be of further assistance,please contact us at your convenience at 800-268-7021. Sincerely, MOORE TWINING ASSOCIATES, INC. Allen H. Harker, PG Professional Geologist Geotechnical Engineering Division EXECUTIVE SUMMARY This report presents the results of a geotechnical engineering investigation for the proposed Walmart Store #2077 to be located at the southwest corner of Central Avenue (Route 74) and Cambern Avenue in Lake Elsinore, California. It is our understanding that the proposed development will include construction of a new Walmart store comprising approximately 151,397 square feet in plan area. It is anticipated that the proposed construction will consist of concrete masonry unit (CMU)bearing walls,interior steel columns and a steel frame roof structure with a concrete slab-on-grade floor. The proposed development will include asphaltic concrete parking and drive aisles,Portland cement concrete pavements, underground utilities, stormwater basins, and isolated landscape areas. At the time of our field exploration, the subject site was generally vacant. A large grove of tall eucalyptus trees is present. A portion of the site was previously developed with residential properties that included structures and various other improvements. From June 27,2007 through June 30,2011,a total of sixty-six (66) soil borings were drilled throughout the proposed building pad,parking,and outlot pad areas. On January 30, 2018, eleven (11)Cone Penetration Tests (CPTs)were advanced to depths of about 33 to 50 feet BSG at the site. Some of the CPT soundings encountered refusal prior to reaching 50 feet due to encountered very stiff fine grained soils or very dense sands and clayey sands. The near surface soils encountered generally consisted of near surface silty sands from the surface to depths ranging from 1 foot to about 8½ feet BSG. Below the near surface sands, interbedded layers of sandy silty clays, lean clays, clayey sands, sandy silts, poorly graded sands with silt, and silty sands were encountered to the depth of approximately 45 feet BSG. At the depth of 45 feet BSG,sedimentary rock material was encountered to the depth of 50 feet BSG. In addition, the native lean clays encountered within the upper 5 feet BSG were generally described as “slightly cemented” hardpan soils. In addition,four (4)of the test borings (B-1, B-8, B-9 and B-19) conducted within the proposed building pad encountered undocumented fill soils from the surface to depths ranging from 1 to 8½ feet BSG. Also, one (1) test boring (B-4) conducted outside of the limits of the proposed building pad encountered undocumented fills from the surface to a depth of 2½feet BSG. The undocumented fills generally consisted of silty sand soils with trash and concrete debris. At the time of our field exploration,groundwater was encountered in eight (8)of the sixty six (66) test borings at depths ranging from 13a to 25 feet BSG, drilled during our June 2011 field exploration. At the time of our January 2018 field exploration, groundwater was encountered in one of the CPT soundings (CPT-2) at a depth of 13 feet BSG. Groundwater could not be measured in the other CPTs as the holes collapsed upon removal of the cone. The near surface soils tested exhibited low plasticity,low expansion potential,and good pavement support characteristics. EXECUTIVE SUMMARY (Continued) In order to reduce the potential for excessive differential static settlement of foundations, it is recommended foundations be supported on engineered fill established by over-excavation and compaction. Foundations supported on engineered fill as recommended in this report would reduce estimated static total and differential static settlements to meet the Walmart requirements. Based on our evaluations from the CPT data, total seismic settlement up to 1¼ inches and a differential seismic settlement of about ¾inches were estimated based on the design earthquake and the site preparation recommended in this report. Chemical testing of soil samples indicated the soils exhibit a “highly corrrosive” to “moderately corrosive”corrosion potential and a negligible potential for sulfate attack on concrete placed in contact with the near surface soils. This executive summary should not be used for design or construction and should be reviewed in conjunction with the attached report. D82109.01-01 TABLE OF CONTENTS Page 1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 2.0 PURPOSE AND SCOPE OF INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 2.1 Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 2.2 Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 3.0 BACKGROUND INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 3.1 Site History . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 3.2 Previous Studies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 3.3 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 3.4 Anticipated Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5 4.0 INVESTIGATIVE PROCEDURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 4.1 Field Exploration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 4.1.1 Site Reconnaissance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 4.1.2 Drilling Test Borings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 4.1.3 Soil Sampling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8 4.1.4 Field Hydraulic Conductivity Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . .8 4.1.5 Cone Penetration Tests (CPTs). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9 4.2 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9 5.0 FINDINGS AND RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9 5.1 Surface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9 5.2 Soil Profile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .10 5.3 Soil Engineering Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .11 5.4 Groundwater Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12 5.5 Climatic Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .13 6.0 EVALUATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14 6.1 Surface Conditions and Existing Improvements to be Removed . . . . . . . . . . . .14 6.2 Permeability Characteristics of Near Surface Soils . . . . . . . . . . . . . . . . . . . . . . .16 6.3 Expansive Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .17 6.4 Slope Grading and Slope Setbacks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .17 6.5 Static Settlement and Bearing Capacity of Shallow Foundations . . . . . . . . . . . .18 6.6 Interior Slab-on Grade Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18 6.7 Faulting and Seismic Design Coefficients . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .19 6.8 Liquefaction and Seismic Settlement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .19 6.9 Asphaltic Concrete Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .20 6.10 Portland Cement Concrete Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .20 6.11 Soil Corrosion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .21 6.12 Sulfate Attack of Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .22 7.0 CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .22 D82109.01-01 TABLE OF CONTENTS (Cont’d) 8.0 RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .24 8.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .24 8.2 Site Grading and Surface Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .25 8.3 Proposed Detention Basins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .27 8.4 Underground Storm Water Storage Pipes and Bio Cell . . . . . . . . . . . . . . . . . . . .28 8.5 Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .29 8.6 Engineered Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .34 8.7 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .37 8.8 Frictional Coefficient and Earth Pressures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .40 8.9 Retaining Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .41 8.10 Interior Slabs-on-Grade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .44 8.11 Exterior Slabs-on-Grade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .47 8.12 Asphaltic Concrete Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .48 8.13 Portland Cement Concrete Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .51 8.14 Pervious Concrete Pavements for Proposed Parking Stalls Away from the Building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .53 8.15 Temporary Excavations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .57 8.16 Utility Trenches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .58 8.17 Corrosion Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .62 9.0 DEIGN CONSULTATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .62 10.0 CONSTRUCTION MONITORING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .63 11.0 NOTIFICATION AND LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .63 APPENDICES APPENDIX A - Drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .A-1 Drawing No. 1 -Site Location Map Drawing No. 2 -Test Boring and CPT Location Map Drawing No. 3 -Area of Former Residential Structures Drawing No. 4 -Retaining Wall and Loading Dock Wall Drainage Details Drawing No. 5 -AC Pavement Section Thickness Details Drawing No. 6 -Portland Cement Concrete Pavement Thicknesses APPENDIX B - Logs of Borings and CPTs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .B-1 APPENDIX C - Results of Laboratory Tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .C-1 APPENDIX D - Photographic Log . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .D-1 APPENDIX E - Geotechnical Fact Sheet and Foundation Subsurface Preparation . . . . . . . . .E-1 APPENDIX F - Pavement Design Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .F-1 UPDATED FINAL GEOTECHNICAL ENGINEERING INVESTIGATION REPORT PROPOSED WALMART STORE #2077 SOUTHWEST CORNER OF CENTRAL AVENUE (ROUTE 74) AND CAMBERN AVENUE LAKE ELSINORE, CALIFORNIA Project Number: D82109.01 1.0 INTRODUCTION This report presents the results of a geotechnical engineering investigation for the proposed Walmart Store to be located at the southwest corner of Central Avenue (Route 74)and Cambern Avenue in Lake Elsinore,California. Moore Twining Associates, Inc. (Moore Twining) was authorized by Greenberg Farrow to perform this geotechnical engineering investigation. The contents of this report include the purpose of the investigation and the scope of services provided. The site history, previous studies, site description, and anticipated construction are discussed. In addition, a description of the investigative procedures used and the subsequent findings obtained are presented. Finally, the report provides an evaluation of the findings, general conclusions,and related recommendations. The report appendices contain the drawings (Appendix A);the logs of borings (Appendix B);the results of laboratory tests (Appendix C);Photographic Log (Appendix D),the Geotechnical Fact Sheet and Foundation Subsurface Preparation Note (Appendix E), and Pavement Design Calculations (Appendix F). The Geotechnical Engineering Division of Moore Twining,headquartered in Fresno, California, performed the investigation. 2.0 PURPOSE AND SCOPE OF INVESTIGATION 2.1 Purpose:The purpose of the investigation was to conduct field exploration and laboratory testing programs, evaluate the data collected during the field and laboratory portions of the investigation, and provide the following: 2.1.1 Evaluation of the near surface soils within the zone of influence of the proposed foundations and slabs-on-grade; 2.1.2 Recommendations for the design and construction of asphaltic concrete and Portland cement concrete pavements; Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 2 2.1.3 Recommendations for 2016 California Building Code (CBC)seismic design parameters; 2.1.4 Evaluation of the potential for liquefaction and seismic settlement; 2.1.5 Geotechnical parameters for use in design of slabs-on-grade and foundations (e.g., soil bearing capacity and settlement); 2.1.6 Recommendations for site preparation including placement, moisture conditioning, and compaction of engineered fill soils; 2.1.7 Recommendations for temporary excavations and trench backfill; and 2.1.8 Conclusions regarding soil corrosion potential. This report is provided specifically for the proposed improvements referenced in the Anticipated Construction section of this report. The recommendations provided herein are not intended for use for design of off-site improvements,nor for design of foundations/structures within the outlot pads. This investigation did not include a geologic/seismic hazards evaluation,flood plain investigation, environmental investigation, environmental audit, nor in-place density tests. 2.2 Scope:Our proposal,dated December 6,2010 and contract amendments,dated June 17, 2011, August 11, 2011 and January 19, 2018, outlined the scope of our services. The actions undertaken during the investigation are summarized as follows. 2.2.1 A site plan,undated,untitled,provided by Greenberg Farrow,was reviewed at the time of our 2011 field exploration. An updated site plan (Sheet C-2.0), dated May 25,2017,prepared by Greenberg Farrow,was reviewed at the time of our 2018 field exploration and is referred to hereinafter as the site plan. 2.2.2 A preliminary topographic survey plan,dated December 17,2010,provided by Greenberg Farrow, was reviewed. 2.2.3 An Overall Grading Plan,dated January 2,2018,prepared by Greenberg Farrow, was reviewed. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 3 2.2.4 The Walmart Geotechnical Investigation Specifications and Report Requirements,dated February 7,2011,were reviewed at the time of our 2011 field exploration. The Walmart Geotechnical Investigation Specifications and Report Requirements,dated January 31,2018,were reviewed at the time of our 2018 field exploration. 2.2.5 A visual site reconnaissance and subsurface exploration were conducted. 2.2.6 A recent online aerial photograph of the site was reviewed. 2.2.7 Laboratory tests were conducted to determine selected physical and engineering properties of the subsurface soils. 2.2.8 Mr.Barry Lindner (Greenberg Farrow)was consulted during the investigation. 2.2.9 The data obtained from the investigation were evaluated to develop an understanding of the subsurface soil conditions and engineering properties of the subsurface soils. 2.2.10 This report was prepared to present the purpose and scope,background information,field exploration procedures, findings, evaluations, conclusions, and recommendations. 3.0 BACKGROUND INFORMATION The site history,previous studies, existing site features, and the anticipated construction are summarized in the following subsections. 3.1 Site History:Based on review of available on-line aerial photographs, the subject site appears generally unchanged from 1994 to present day. However, based on our review of a November 2009 aerial photograph,numerous debris/soil piles were noted near the northeast corner of the site. The aerial photographs indicate these stockpiles were removed from the site sometime between 2011 and 2012. Residential development including houses, a swimming pool and associated site improvements existed at the site from at least 1994 until sometime between June 2012 and January 2013 when the residential related improvements were demolished. The approximate location of the former debris piles are depicted on Drawing No.2 in Appendix A of this report and the approximate locations of the former structures and swimming pool are noted on Drawing No. 3 in Appendix A. No information relative to the Site History had been provided to Moore Twining at the time of this investigation. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 4 3.2 Previous Studies:No previous geotechnical engineering studies or reports of earthwork inspection/compaction testing conducted for this site were not provided for review during this investigation. If available, these reports should be provided for review and consideration for this project. 3.3 Site Description: The project site comprises approximately 16.85 acres and is located at the southwest corner of Central Avenue (State Route 74)and Cambern Avenue in Lake Elsinore, California (see Site Location Map, Drawing No.1,Appendix A). The subject site is bound to the northwest by Central Avenue;to the northeast by Cambern Avenue;to the southeast by Third Street; and to the southwest by a combination of existing single family residential and commercial properties and vacant land with Dexter Avenue beyond. It should be noted that Cambern Avenue is paved with asphaltic concrete from the intersection of Central Avenue southeast for approximately 275 feet,beyond approximately 275 feet southeast of Central Avenue, Cambern continues as an unpaved, dirt road. Also, Third Street was noted to be an unpaved, dirt road. At the time of our field exploration in June 2011,the subject site comprised a combination of a vacant field and developed property. In general, the northwestern, approximately two-thirds of the property was vacant,undeveloped land covered by grasses,weeds,brush and some barren areas with exposed gravelly soils. Two unpaved, graded dirt access roads cross the northwestern two-thirds of the property in a general east-west and a northeast-southwest orientation. A two-foot high soil and rock berm was noted from the intersection of Central Avenue and Cambern, extending southeast adjacent to Cambern Avenue for approximately 800 feet. In addition, an approximate 320 foot long, 1-foot high soil berm was noted along the undeveloped portion of the southwestern property boundary. Also, a small rock pile with boulders embedded in the ground surface were noted near the northeast corner of the site.It appears that these may be associated with the former debris piles noted in our review of available aerial photographs. The approximate location of the existing soil berms and former debris piles are depicted on Drawing No. 2 in Appendix A of this report. At the time of our field exploration in June 2011, the southeastern,approximately one-third of the property was occupied by four (4)residential properties and vacant land with numerous, large eucalyptus trees. A total of four (4) single story, single family homes were noted with some having detached garages. Based on our discussions with the property owners, the existing residential properties include on-site septic systems. An existing swimming pool with a maximum depth of about 8 feet was noted within the residential property west of the intersection of Cambern Avenue and Third Avenue. Numerous cars, semi-trucks, and equipment such as fork lifts and a skip loader, etc.,were noted throughout the existing residential properties. In addition, several old trailers, trash, debris,old tires,and fencing materials were noted throughout the residential areas. The remainder of the residential properties were covered by gravelly soils,weeds,and mature,tall eucalyptus trees with heights estimated to be well over 50 feet. Also, based on our site observations, the single family residences appeared to be serviced by underground water and gas utilities and over-head electric and telephone utilities. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 5 At the time of our January 2018 field exploration,the four (4)residential properties,and associated improvements had been removed. Only a fire pit and a large boulder remained in the area of the former residential properties near the intersection of Cambern Avenue and Third Street,and some scattered tall eucalyptus trees still remained in the area of the former residential properties. In addition,gravel was noted to be scattered across the ground surface in the area of the former residential properties. Two (2)drainage features were noted within the limits of the subject site. An erosional drainage feature located near the central portion of the subject site in a north-south orientation was observed to be dry and appeared to extend to a depth of about 18 inches. Also, a meandering erosional drainage feature is located near the southern portion of the subject site. This drainage trends in a northeast-southwest orientation starting from Cambern Avenue through the center of the proposed Walmart building pad area. The southern most erosional feature appeared to extend to about 24 inches in depth. During our January 2018 field exploration, the drainage features near the southwestern portion of the property were noted to extend to about 4 to 5 feet deep. The approximate location of the drainage features noted are depicted on Drawing No.2 in Appendix A of this report. Based on our review of the preliminary topographic survey plan provided by Greenberg Farrow,the site gently slopes from north to the south,with site elevations ranging from approximately 1,317 feet above mean sea level (AMSL) in the northern portion of the site to about 1,295 feet AMSL in the southern portion of the site. A photographic log of the observed conditions, debris and drainage features, etc. are included in Appendix D of this report. 3.4 Anticipated Construction:It is our understanding that the proposed development will include construction of a new Walmart store comprising approximately 151,397 square feet in plan area. It is anticipated that the proposed construction will consist of concrete masonry unit (CMU)bearing walls,interior steel columns and a steel frame roof structure with a concrete slab-on- grade floor. Basements are not anticipated as part of the proposed construction, however, a depressed loading dock is anticipated. The proposed development will include asphaltic concrete parking and drive aisles, pervious concrete pavements,Portland cement concrete pavements,underground utilities,and isolated landscape areas. Based on our review of the January 2, 2018 Overall Grading Plan,it is our understanding that two (2)proposed storm water detention basins are planned to be constructed in the southern portion of the site near Third Street and near the intersection of Third Street and Cambern Avenue. The bottom of the basin planned parallel to Third Street appears to be near existing grade (1,295 feet AMSL)and Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 6 fill slopes up to about 6 feet in height are planned around the basin. The bottom of the basin planned near the intersection of Third Street and Cambern Avenue will be cut about 5 feet below existing grades and the cut slopes surrounding the basin are shown to have a maximum height of about 4 feet. The proposed slopes associated with the detention basin near the intersection of Third Street and Cambern Avenue are shown to be in close proximity to the building walls for the proposed Walmart store (near Cambern Avenue). The May 25, 2017 Site Plan shows a bio cell type stormwater feature is planned in the central proposed parking lot area. The January 2, 2018 Overall Grading Plan shows the bio cell will include underground storage pipes for storm water. Once the storage pipes reach full capacity, it is our understanding that the storm water will exit the site via storm drain pipes to the city’s storm drain system along Crane Street on the west side of the site. Also,based on our review of the Overall Grading Plan provided,it is our understanding that a 1.07 acre Outlot 1, a 0.67 acre Outlot 2, and a 0.68 acre Outlot 3 for future development has been designated along the northern site boundary,adjacent to Central Avenue. It is our understanding the project will include grading building pads in the outlots. However, it should be noted that the recommendations for foundation design included in this report are only intended for the Walmart store. Recommendations for design of foundations within the outlots will need to be provided based upon future geotechnical investigations. Based on our review of the Walmart Geotechnical Investigation Specifications and Report Requirements (January 31,2018),it is our understanding that the proposed store will have a maximum typical gravity load of 85 kips for interior columns and 150 kips for severe live loading. Maximum wall loads range from 4.0 to 6.0 kips per linear foot and the estimated maximum uniform floor slab live load is 125 pounds per square foot. According to the Walmart geotechnical report requirements,the maximum allowable total movements are 1 inch and maximum allowable differential settlements are ½inch (0.53 inches)in 40 feet horizontal,for wall foundations. The maximum allowable differential settlement for interior slabs or interior isolated footings is listed as L/500,where L is the horizontal distance in feet between two points, such as 0.96 inches in 40 feet. An allowable potential vertical rise of 1 inch is also specified. In addition, the report requirements indicate the maximum allowable total seismic settlement and differential settlement limit shall be 2 inches under maximum considered earthquake loading. It is our understanding the finished floor elevation of the structure is anticipated to be about 1,303 feet AMSL. Based on an approximate finish floor elevation of 1,303 feet AMSL and our review of the Overall Grading Plan provided,it is anticipated that cuts up to 6 feet and fills up to 6 feet would be required within the proposed building pad to achieve final pad grade elevations. In addition,it is anticipated that cuts and fills of up to about 7 feet and 1 feet,respectively, are required in the proposed parking areas to achieve final site grades. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 7 4.0 INVESTIGATIVE PROCEDURES The field exploration and laboratory testing programs conducted for this investigation are summarized in the following subsections. 4.1 Field Exploration: The field exploration consisted of a site reconnaissance, drilling test borings,soil sampling,standard penetration tests,field hydraulic conductivity testing,and cone penetration testing. 4.1.1 Site Reconnaissance: The site reconnaissance consisted of walking the site and noting visible surface features. The reconnaissance was conducted by a Moore Twining Professional Geologist on June 27,2011,and a site reconnaissance was conducted on January 30, 2018. The features noted are described in the background information section of this report. 4.1.2 Drilling Test Borings: The depths and locations of the test borings were selected based on the size of the proposed building,type of construction,anticipated grading,and the subsurface soil conditions encountered with respect to Walmart’s “Geotechnical Investigation Specifications and Report Requirements,” dated February 7, 2011, which was in effect at the time of the soil borings. Based on the subsurface conditions and our familiarity with the subsurface soils in the Lake Elsinore area,a 100-foot deep boring was not required to assess the subsurface conditions and develop recommendations for the proposed improvements. Prior to drilling the test borings at the site, the area of the field exploration was marked for Underground Service Alert. In addition, a private utility locator was contracted to determine the location of any underground utilities in the vicinity of the existing residences. From June 27,2011 through June 30, 2011, sixty-six (66)soil borings were drilled throughout the proposed building pad,parking,stormwater basin and outlot pad areas. The test borings were drilled under the direction of a Moore Twining Professional Geologist using a truck mounted,CME-75 drill rig equipped with 6 5/8 outside diameter hollow stem augers. Twelve (12) of the sixty-six (66) test borings were drilled throughout the building pad area to depths ranging from about 20 feet to 50 feet below existing site grade elevations. The remaining fifty-four (54) test borings were drilled at an approximate 100 foot grid spacing, throughout the site areas to the depths ranging from 10 feet to 15 feet BSG. The test borings were drilled under the direction of a Moore Twining geotechnical engineer. The soils encountered in the test borings were logged during drilling by a representative of our firm. The field soil classification was in accordance with the Unified Soil Classification System and consisted of particle size, color, and other distinguishing features of the soil. The presence and elevation of free water, if any, in the borings were noted and recorded during drilling and immediately following completion of the borings.One (1)test boring (B-16)was left open for a minimum period of 24 hours to record static groundwater elevations. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 8 The test boring locations were determined based on existing site features shown on the Site Plan provided. The test boring locations are shown on Drawing No. 2 in Appendix A. The coordinates for the test borings are provided in a table located in Appendix B of this report. The elevations of the test borings were estimated based on the elevations provided on the referenced topographic plan provided. The test borings were backfilled with material excavated during the drilling operations; thus, some settlement should be anticipated at the bore hole locations. 4.1.3 Soil Sampling: Standard penetration tests were conducted in the test borings, and both disturbed and relatively undisturbed soil samples were obtained. The standard penetration resistance,N-value,is defined as the number of blows required to drive a standard split barrel sampler into the soil. The standard split barrel sampler has a 2-inch O.D. and a 1d-inch inside diameter (I.D.). The sampler is driven by a 140-pound weight free falling 30 inches. The sampler is lowered to the bottom of the bore hole and set by driving it an initial 6 inches. It is then driven an additional 12 inches and the number of blows required to advance the sampler the additional 12 inches is recorded as the N–value. Relatively undisturbed soil samples for laboratory tests were obtained by pushing or driving a California modified split barrel ring sampler into the soil. The soil was retained in brass rings, 2.5 inches O.D.and 1-inch in height. The lower 6-inch portion of the samples were placed in close- fitting,plastic,airtight containers which,in turn,were placed in cushioned boxes for transport to the laboratory. Soil samples obtained were taken to Moore Twining's laboratory for classification and testing. Sampling using thin wall Shelby tube samplers was not conducted due to the relatively low plasticity of the clay soils encountered, the presence of gravels and the stiff nature of the materials. 4.1.4 Field Hydraulic Conductivity Testing:To estimate the hydraulic conductivity (permeability)of the near surface soils,three (3)Guelph Permeameter tests were conducted in the native soils at depths of approximately 3 feet BSG. The testing was conducted on June 29,2011. The field data are presented in Table No. 1 in section 6.2, “Permeability Characteristics of In-Place Soils” of this report. The testing was performed using a Guelph Permeameter manufactured by SoilMoisture Equipment Corporation as described in ASTM test method D5126, “Standard Guide for Comparison of Field Methods for Determining Hydraulic Conductivity in the Vadose Zone." In general, the tests consisted of excavating three (3)shallow hand auger borings within the area of the proposed detention basins planned at the time of the 2011 investigation to depths of approximately 3 feet below site grades. The apparatus consisted of a Guelph Permeameter device. The purpose of the testing was to estimate the in place hydraulic conductivity of the near surface soils under constant head conditions. The locations of the tests are identified on Drawing No. 2 in Appendix A. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 9 4.1.5 Cone Penetration Tests (CPTs): Due to the potential for seismic settlement identified from the soil borings,on January 30,2018,eleven (11) Cone Penetration Tests (CPTs) were advanced to depths of about 33 to 50 feet BSG at the site. Some of the CPT soundings encountered refusal prior to reaching 50 feet due to very stiff,fine-grained soils or very dense sands and clayey sands. The soundings were conducted under the direction of a Moore Twining professional geologist. The CPT locations are shown on Drawing No.2 in Appendix A. CPT methods were used to obtain generally continuous soil behavior type and penetration resistance information. The CPT soundings were performed by Middle Earth GeoTesting,Inc.using an electronic piezocone with a 60-degree apex angle and a diameter of 35.7 millimeters (about 1½ inches). The CPT soundings were hydraulically advanced using a CPT rig in accordance with ASTM Test Method D3441. CPT measurements of cone tip resistance, sleeve friction, and N-values data were recorded at 1/6 foot intervals during penetration to provide nearly continuous logs of the soil behavior types. The CPT logs are presented in Appendix B. CPT sounding locations were determined by pacing with reference to existing site features. The test locations shown on Drawing No.2 (Appendix A)should be considered approximate. The sounding holes were backfilled with bentonite granules. Some settlement should be anticipated at the CPT locations. 4.2 Laboratory Testing: The laboratory testing was programmed to determine selected physical and engineering properties of the soils underlying the site. The tests were conducted on disturbed and relatively undisturbed samples representative of the subsurface soils encountered. At the completion of the testing, the soil samples were retained for a minimum of 6 months. The results of laboratory tests are summarized in Appendix C. These data, along with the field observations, were used to prepare the final test boring logs in Appendix B. 5.0 FINDINGS AND RESULTS The findings and results of the field exploration and laboratory testing are summarized in the following subsections. 5.1 Surface Conditions: At the time of the June 2011field exploration, the northern two- thirds of the subject site was vacant undeveloped property. As discussed in the Site Description section of this report,an erosional drainage feature was noted in the central portion of the site. In addition,near the northeast corner of the site,scattered rock fragments were noted at the surface and boulders were noted to be embedded in the ground surface. Based on our review of available aerial photographs,numerous small debris/soil piles were noted near the northeast corner of the site. It is anticipated that the rock fragments and boulders observed are related to the previous fill piles. Therefore,it is anticipated that shallow fills extending below the ground surface may be present within these areas.The surface of the undeveloped portion of the site was noted to generally be covered with dry native grasses. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 10 At the time of our June 2011 investigation,the southern two-thirds of the site was a developed area with approximately four (4)residential properties. The residential properties included single story structures,animal pens,hardscaping,an in-ground swimming pool,underground and over-head utilities,scattered trash,and numerous cars,trucks,trailers, etc. In addition, the developed residential portion of the site was occupied by tall,mature trees. Also, a drainage erosional feature was noted within the southern portion of the site. At the time of our January 2018 field exploration, the four (4)residential properties,and associated improvements had been removed. Only a fire pit and a large boulder remained in the area of the former residential properties near the intersection of Cambern Avenue and Third Street,and some scattered tall eucalyptus trees still remained in the area of the former residential properties. In addition, gravel was noted to be scattered across the ground surface in the area of the former residential properties.The former features that were removed in the area of the former residential properties are shown on Drawing No.3 in Appendix A of this report. 5.2 Soil Profile:The near surface soils encountered in the soil borings generally consisted of silty sands from the surface to depths ranging from 1 foot to about 8½feet BSG. Below the near surface sands,interbedded layers of sandy silty clays, lean clays, sandy lean clays, clayey sands, sandy silts,poorly graded sands with silt,and silty sands were encountered to a depth of approximately 40 feet BSG. These soils were underlain by sedimentary rock which was encountered to the maximum depth explored of 51½feet BSG. It should be noted that poorly graded gravels were encountered in two (2)test borings,B-7 and B-14 at the depths of 13½and 18½feet BSG. In addition,the native lean clays and sandy lean clays,where encountered,within the upper 5 feet BSG were generally described as “slightly cemented” hardpan soils. In addition,four (4)of the test borings (B-1,B-8,B-9 and B-19)conducted within the proposed building pad encountered undocumented fill soils from the surface to depths ranging from 1 to 8½ feet BSG. Also, one (1) test boring (B-4) conducted outside of the limits of the proposed building pad encountered undocumented fills from the surface to a depth of 2½feet BSG. The undocumented fills encountered generally consisted of silty sand soils that included some trash and concrete debris. The CPT soundings were in general agreement with the soils encountered in the borings. The soil behavior types from the CPT soundings generally indicated interbedded sand to silty sand and silty sand to sandy silt soils in the upper 10 to 15 feet for CPT-1 through CPT-3 and CPT-11 (located in the southern portion of the Walmart building footprint. These materials were generally underlain by interbedded layers of clayey silt to silty clay,clay,silty clay to clay,sandy silt to clayey silt,very stiff fine grained soils,and some occasional interbedded layers of sand to silty sand extending to the maximum depth explored,about 49 feet BSG. CPT-4 through CPT-10 (located in the northern, middle and southwestern portions of the Walmart building footprint)generally indicated clayey silt to silty clay,sandy silt to clayey silt,clay,silty clay to clay,very stiff fine grained soils,and some occasional interbedded layers of sand to clayey sand,silty sand to sandy silt,and sand to silty sand extending to the maximum depth explored, about 50 feet BSG. Refusal was encountered during advancement of some of the CPT soundings as shallow as 33 feet BSG due to very stiff fine grained soils or very dense sand to clayey sands encountered, which may be sedimentary rock as was encountered in one of our borings (boring B-16) at a depth of about 40 feet BSG. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 11 The foregoing is a general summary of the soil conditions encountered in the test borings and CPTs drilled for this investigation. Detailed descriptions of the soils encountered at each test boring are presented in the logs of borings in Appendix B. The stratification lines in the logs represent the approximate boundary soil types; the actual in-situ transition may be gradual. 5.3 Soil Engineering Properties:The following is a description of the soil engineering properties as determined from our field exploration and laboratory testing. Undocumented Silty Sand Fills:The undocumented silty sand fill soils encountered were described as very loose to medium dense,as determined by standard penetration resistance,N-values,ranging from 1 to 20 blows per foot. The silty sand fills tested had a moisture content of 2 percent. Native Silty Sands:These soils were described as very loose to dense, as determined by standard penetration resistance,N-values,ranging from 2 to 38 blows per foot. Two (2) relatively undisturbed samples indicated these soils tested have an in-place dry density of 114.3 and 116.2 pounds per cubic foot. These soils tested had a moisture content ranging from 2 to 11 percent. Sandy Silty Clay: These soils encountered were described as very soft to very stiff, as determined by standard penetration resistance,N-values,ranging from 2 to 20 blows per foot. Two (2) relatively undisturbed samples indicated in-place dry densities of 107.2 and 121 pounds per cubic foot. The moisture content of these soil samples tested were 8 and 10 percent. A direct shear test conducted on these soils resulted in an internal angle of friction of 32 degrees,with 110 pounds per square foot of cohesion. Two (2) consolidation tests indicated that these soils had moderate to high compressibility characteristics (about 8.5 and 16 percent consolidation under a load of 16 kips per square foot). Upon inundation (wetting), the samples exhibited slight collapse potential (0.1 and 1.6 percent under a load of 0.5 kips per square foot). Atterberg tests conducted on three (3) samples indicated plasticity indexes of 5, 6, and 7 with liquid limits of 22, 22, and 24, respectively. Sandy Lean Clays/Lean Clays:These soils were described as soft to hard, as determined by standard penetration resistance,N-values,ranging from 3 to 57 blows per foot. Five (5) relatively undisturbed samples indicated in-place dry densities ranging from 111.7 to 130.4 pounds per cubic foot. The moisture content of these soils tested ranged from 5 to 15 percent. Two (2) consolidation tests indicated low to high compressibility characteristics (about 4.5 and 18.4 percent consolidation under a load of 16 kips per square foot). Upon inundation (wetting), the samples exhibited moderate collapse potential (4.1 percent under a load of 0.5 kips per square foot) and a swell potential (2.5 percent under a load of 0.5 kips per square foot). An atterberg limits test conducted on one (1) near surface sample indicated theses soils tested have a plasticity index of 15 and a liquid limit of 28. An expansion index test conducted indicated a low expansion potential (EI=34). Clayey Sands:These soils encountered were described as loose to very dense, as determined by standard penetration resistance,N-values,ranging from 4 to 50 blows per foot. The moisture content of these soils tested were 5 percent. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 12 Poorly Graded Gravels:Theses soils encountered were described as loose to medium dense,as determined by standard penetration resistance,N-values,ranging from 8 to 14 blows per foot. The moisture content of the soils tested were 12 percent. Poorly Graded Sands with Silt:These soils encountered were described as medium dense, as determined by standard penetration resistance,N-values,ranging from 11 to 12. Two (2) atterberg limits tests conducted on these soils resulted in non plastic and no liquid limit value. R-Value Tests:The results of R-value tests conducted on four (4)near surface bulk samples of near surface soils sampled from the surface to depths raging from 3½ to 5 feet BSG indicated R-values of 40, 41, 59, and 58. Maximum Density/Optimum Moisture:One (1) maximum density/optimum moisture test (ASTM D1557)conducted on a near surface sample indicated a maximum dry density of 132.4 pounds per cubic foot with an optimum moisture content of 7.5 percent. Chemical Tests: Chemical tests performed on three (3) near surface soil samples indicated pH values of 7.3,7.1,and 7.2;minimum resistivity values of 5,600,2,400,and 6,100 ohm-centimeters; 0.0021,0.0054,and “none detected”percent by weight concentrations of sulfate (minimum detection limits of 0.00060 percent);and 0.0012,0.0097,and “none detected”percent by weight concentrations of chloride (minimum detection limits of 0.00060 percent), respectively. At the time of preparation of this report, the results from the top soil analysis were not available. When complete, the top soil analysis tests will be provided. 5.4 Groundwater Conditions:At the time of our field exploration,groundwater was encountered in eight (8)of the sixty six (66)test borings at depths ranging from 13a to 25 feet BSG, drilled during our June 2011 field exploration. Test boring B-16, where groundwater was initially encountered at a depth of about 25 feet BSG,was left open for a period of 24 hours. After a period of 24 hours, groundwater was measured at a depth of 23½ feet BSG in test boring B-16. In general,groundwater was encountered at deeper depths in the north corner of the building pad (approximately 23½feet BSG)when compared to the southern and eastern building pad corners (17.5 and 17.7 feet BSG,respectively). In addition, two (2) test borings (B-7 and B-10) drilled along the south-southwest property boundary,adjacent to Third Street,encountered groundwater at depths ranging from 12.8 to 13.3 feet BSG. Therefore, based on test borings where groundwater was encountered,groundwater appears to be deeper in the north and west when compared to the eastern and southern portions of the site. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 13 At the time of our January 2018 field exploration,groundwater was encountered in one of the CPT soundings (CPT-2)at a depth of 13 feet BSG. Groundwater could not be measured in the other CPT sounding holes as the holes collapsed upon removal of the cone. Water well records were reviewed on the Department of Water Resources’ On-Line Water Well Database website and the USGS Groundwater Watch website,however,no groundwater data could be located for wells in the vicinity of the site. It should be recognized that water table elevations fluctuate with time,since they are dependent upon seasonal precipitation,irrigation, land use, and climatic conditions as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered both during the construction phase and the design life of the project. The evaluation of such factors was beyond the scope of this investigation and report. It should be noted that shallow, cemented hardpan type soils (where present) will increase the potential for perched water from surface irrigation and stormwater that infiltrates the near surface soils. Due to the anticipated low permeability of the hardpan material, water may infiltrate the surface soils and result in a perched condition on top of the hardpan materials, ponding and migrating laterally over the top of the hardpan materials. Perched water may reduce the drainage capacity of the soils, increasing the potential for moisture-related problems.Therefore, control of surface runoff and irrigation water will be an important aspect of site development. 5.5 Climatic Conditions: According to the Climatic Atlas of the United States, published by the U.S.Department of Commerce, the project area receives approximately 12.06 inches of precipitation annually with the majority of the precipitation occurring during the months of December through March. These months typically receive between 2.02 and 2.55 inches of precipitation per month. In addition, the average daily temperature is reported to be above 32 degrees Fahrenheit. Based on the information provided in the Climatic Atlas of the United States,there is a high potential that during the wet period of the year,the moisture content of surface soils will be greater than optimum.It is anticipated that the surface soils will become unstable during compactive effort under these conditions.Therefore,it is anticipated that wet soils could have a significant impact on site grading/earthwork operations during the wet period of the year. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 14 6.0 EVALUATION The data and methodology used to develop conclusions and recommendations for project design and preparation of construction specifications are summarized in the following subsections. The evaluation was based upon the subsurface soil conditions determined from this investigation and our understanding of the proposed construction. The conclusions obtained from the results of our evaluations are described in the Conclusions section of this report. The evaluations performed as a part of this investigation are summarized below. 6.1 Surface Conditions and Existing Improvements to be Removed: At the time of the field exploration in June 2011,the subject site was generally vacant and included a dense grove of tall eucalyptus trees. Existing single family homes and associated improvements, including swimming pools, underground utilities,septic systems, foundations, etc. were present within the southern third of the proposed development during our June 2011 field exploration. At the time of our January 2018 field exploration,the structures and surface improvements, including a swimming pool,within the four (4)residential properties had generally been removed. Only a fire pit and a large boulder remained in the area of the former residential properties near the intersection of Cambern Avenue and Third Street,and some scattered trees still remained in the area of the former residential properties. The approximate locations of the former structures and the swimming pool are noted on Drawing No. 3 in Appendix A.Unless documentation can be provided indicating the soils were backfilled as engineered fill,the backfill that followed the removal of these improvements is considered undocumented fill,and the areas of the previous improvements should be over-excavated to remove all fill soils and any remaining surface and subsurface improvements during site preparation. In addition,the extent of excavation and removal of former septic systems,utilities,etc.are not known. Accordingly,it is anticipated that subsurface improvements may remain in this portion of the site and disturbed/fill soils are present in some areas where subsurface improvements were removed and backfilled. As part of the site preparation, all existing surface and subsurface improvements and the fill/disturbed soils associated with the previous demolition should be removed entirely prior to development of the site. The area of the former swimming pool will require over-excavation to remove the backfill soils,which are anticipated to extend to depths of about 8 to 9 feet below grade. All fill soils used to backfill the swimming pool will need to be removed and the excavation backfilled with engineered fill. In addition, existing improvements (i.e. foundations, utilities, septic systems, etc.,) shall be removed and the excavations backfilled with engineered fill. Also,existing underground water and gas utilities were noted along Cambern Avenue and Central Avenues and existing fire hydrants were noted at the intersection of Crane Street with the southwestern property boundary and along Cambern Avenue. It is anticipated that these utilities may be located in pavement areas,drive entrances,and landscape areas. The compaction characteristics of existing public,underground utility trenches located within the limits of proposed improvements are not known. Supporting proposed improvements over trench backfill soils which were not sufficiently compacted may result in undesirable settlement and distress to proposed improvements Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 15 (i.e.settlement of pavements,curbs,etc). If these soils were not backfilled as engineered fill, over- excavation and compaction of the existing trench backfill would be required to prevent the potential for excessive settlement of the trenches. Undocumented fills were encountered in five (5)test borings drilled during our June 2011 investigation. The undocumented fill soils were encountered up to depths ranging from 1 to 8½ feet BSG. The undocumented fill soils generally consisted of silty sand soils with trash, wood, and concrete debris. The test borings which encountered undocumented fills (B-1, B-4, B-8, B-9, and B-19)are generally located in the southern third of the site. In addition, other undocumented fills are anticipated from the backfill of excavations from previous demolition at the site. Thus, undocumented fills should be anticipated during site grading and should be removed and replaced with compacted engineered fill. Prior to reuse of these soils as engineered fill, the debris would need to be removed,which may require special procedures such as screening or hand picking. The thickness of the fill soils encountered in borings B-1,B-4,B-8,B-9,and B-19 in the southern third of the site are identified on Drawing No. 2 in Appendix A of this report. In addition to the undocumented fill soils encountered during this investigation, cobbles and boulders were noted at the surface near the northeastern site corner. Based on our review of available historical aerial photographs,numerous debris/soil piles were located near or adjacent to the area where the embedded cobbles and boulders were noted. Therefore, it is anticipated that the partially buried cobbles and boulders may be associated with the former debris piles. It is unknown whether the former debris piles were removed from the site or spread over the native surface soils. Therefore, the Contractor shall anticipate the potential to encounter undocumented fills with over-sized rock material,etc.,in the areas where the former debris piles were present. The approximate location of the former debris piles are depicted on Drawing No. 2 in Appendix A of this report. Erosional features were noted in the central and southern portions of the site. The erosional features extended east to west from Cambern Avenue to the central portion of the site and were noted to be approximately 2 to 4 feet wide and appeared to extend to a depth of about 24 inches, except the drainage deepened to us much as about 4 to 5 feet deep near the southwestern property boundary. Over-excavation to remove loose soils within the drainage features are recommended in the Site Preparation section of this report. It is estimated that loose soils may extend to approximately 1 foot below the bottom of the existing drainage feature. The approximate location of the erosional drainage features are depicted on Drawing No. 2 in Appendix A of this report. Removal of the eucalyptus trees and associated root systems will be an integral part of site preparation for the proposed construction. Based on our discussions with Mr. Carter Pierce with J.M.Lord,Inc.,it is our understanding that the root systems for eucalyptus trees may extend to depths of 4 to 5 feet BSG and may extend laterally throughout the canopy areas. Removal of the trees and associated root systems will be required prior to site grading. Roots greater than 1/4 inch will not be considered suitable for use within the on-site fill soils. This may require special procedures,such as screening the soils to remove roots prior to use as engineered fill and segregating and offhauling organic materials. The approximate limits of the areas where eucalyptus trees were noted during our investigation are depicted on Drawing No. 2 in Appendix A of this report. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 16 6.2 Permeability Characteristics of Near Surface Soils: The in-place soils were tested at three (3)locations to estimate hydraulic conductivity for the native soils. The tests were conducted using a Guelph Permeameter as described in ASTM D5126, “Standard Guide for Comparison of Field Methods for Determining Hydraulic Conductivity in the Vadose Zone.” The field tests are used to estimate the rate of intake of water into soils under a constant water head to determine a field saturated hydraulic conductivity. However, it should be noted the tests do not take into account the long term effects of subgrade saturation, silt accumulation, groundwater influence, nor vegetation. Accordingly, an appropriate safety factor should be applied to the test results for use in design. In addition, the designer should evaluate the site conditions and determine that the data is appropriate for the desired application before use. Based on the presence of shallow stiff to hard clays,including cemented zones within the upper 10 feet encountered within the majority of the soil borings,and the associated poor drainage characteristics of these materials,the near surface soil characteristics are not well-suited for long term infiltration of stormwater. The results included in Table No.1 below would indicate the drainage characteristics based on the coefficients of permeability would generally be described as “poor” (Holtz and Kovacs, an Introduction to Geotechnical Engineering, 1981). The results of the field tests are summarized in Table No. 1 below. TABLE No. 1 Results of the Hydraulic Conductivity Tests Location Depth (Feet)Hydraulic Conductivity (cm/sec) P-1 3 5.1 x 10-04 P-2 3 9.5 x 10-04 P-3 3 3.2 x 10-04 Based on review of the Natural Resources Conservation Service (NRCS)web soil survey maps,the subject site is identified to include soils identified as Arbuckle Gravelly Loam for the majority of the site and Garretson Gravelly Very Fine Sandy Loam for a portion of the site. The NRCS soil survey report indicates the drainage capacity of the limiting layer to be 0.20 inches per hour. The NRCS also lists estimated hydraulic conductivities of about 5 x 10-04 cm/sec to 9 x 10-04 cm/sec for the primary surface soils. Based on the results of our field hydraulic conductivity testing, the three (3) tests conducted at 3 feet BSG indicated an average hydraulic conductivity of 5.9 x 10 -04 cm/sec. Due to the poor drainage characteristics of the near surface soils, the presence of shallow groundwater,and the cementation noted within the near surface soils in the majority of the borings, it would not be recommended to rely on long term infiltration within the near surface soils. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 17 6.3 Expansive Soils: One of the potential geotechnical hazards evaluated at this site is the expansion potential of the near surface soils. Over time, expansive soils will experience cyclic drying and wetting as the dry and wet seasons pass. Expansive soils experience volumetric changes (shrink/swell)as the moisture content of the clayey soils fluctuate. These shrink/swell cycles can impact foundations and lightly loaded slabs-on-grade when not designed for the anticipated expansive soil pressures. Expansive soils cause more damage to structures, particularly light buildings and pavements,than any other natural hazard,including earthquakes and floods (Jones and Holtz,1973). Expansion potential may not manifest itself until months or years after construction. The potential for damage to slabs-on-grade supported on expansive soils can be reduced by placing non-expansive fill underlying the slabs-on-grade and extending the foundations to depths necessary to establish a moisture cutoff. In evaluation of the expansive soils,expansion index testing was performed on representative samples of the near surface soils. The expansion index testing was performed in accordance with ASTM D4829. The testing conducted by our firm indicated that the near surface soils are expansive and had a low expansion potential,with an expansion index value of 34. Based on the low expansive potential of the soils tested,recommendations for use of an imported non-expansive engineered fill below interior and exterior slabs on grade are provided to limit the heave to the 1 inch vertical rise specified by Walmart. 6.4 Slope Grading and Slope Setbacks:The existing soils encountered during our investigation consisted primarily of silty sands,lean clays,and sandy lean clays,which based on our field observations,exhibit a potential for excessive erosion as evidenced by the existing onsite erosional features. Given the desert-type climate at the site, establishing and maintaining adequate surface vegetation for slopes to reduce the potential for erosion will be difficult without a dedicated irrigation system. In order to reduce the potential for excessive soil erosion,slope movements and related maintenance of the detention basin side slopes,the basin slopes shall not be greater than 2½H to 1V. If steeper basin slopes are desired,alternative recommendations for use of selectively graded on-site soils for fill material less susceptible to erosion, cement treating the on-site soils to be used in the exposed slope, or the use of a protective liner could be considered. Foundations should be setback from cut,fill,and native slopes to provide adequate foundation support and protection against erosion and shallow slope movements. The January 2, 2018 Overall Grading Plan indicates slopes associated with the proposed detention basin near the intersection of Third Street and Cambern Avenue are planned in proximity to the building walls for the proposed Walmart store (near Cambern Avenue),which is concern from a geotechnical standpoint. To reduce the potential for seepage from the basin to saturate the soil and rock supporting the foundations, a minimum setback between the building and all foundations and the basin of 15 feet should be used. Recommendations for the stormwater basin are provided in the recommendations section of this report. Pavements, exterior flatwork and landscaping improvements may be placed within the setback area,however,these improvements may be subject to damage from future slope movement or erosion. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 18 6.5 Static Settlement and Bearing Capacity of Shallow Foundations: The increases in effective stress to underlying soils which can occur from new foundations and structures, placement of fill,withdrawal of groundwater,etc.can cause vertical deformation of the soils,which can result in damage to the overlying structure and improvements.The differential component of the settlement is often the most damaging. In addition, the allowable bearing pressures of the soils supporting the foundations were evaluated for shear and punching type failure of the soils resulting from the imposed foundation loads. Based on the subsurface data and laboratory testing performed as part of this report,static settlement was estimated. In order to reduce the potential for excessive differential static settlement of new foundations,it is recommended new foundations be supported on engineered fill established by over- excavation and compaction. New foundations supported on engineered fill as recommended in this report would reduce the estimated static total and differential settlement to 1 inch and ½inch in 40 feet,respectively. In addition, as part of site preparation, all existing fill soils and soils which were disturbed from the prior demolition activities will need to be over-excavated and the excavations backfilled with engineered fill. The static settlement estimates are based upon a net allowable soil bearing pressure of 2,000 pounds per square foot for footings supported on engineered fill (for dead- plus-live loads). The net allowable soil bearing pressure is the additional contact pressure at the base of the foundations caused by the structure. The weight of the soil backfill and the weight of the concrete may be neglected in design. The net allowable soil bearing pressure was selected to satisfy the settlement criteria and Terzaghi bearing capacity equations for spread foundations. A minimum factor of safety of 3 was used to determine the allowable bearing capacity based on the Terzaghi equations. For the purpose of design,seismic settlements should be considered in addition to the static settlements. Estimates of potential seismic settlement are provided in the section of this report entitled “Liquefaction and Seismic Settlement” of this report. 6.6 Interior Slab-on-Grade Construction: Several issues need to be considered to limit the potential for damage to slabs during construction. These issues include: 1) differential slab movement at interior columns (if any); 2) aggregate base sections below the slabs, and 3) construction equipment loads on the slabs. The method of slab construction at interior columns can potentially damage the overlying slabs. In some cases,the subgrade preparation for the slab is not continuous across the top of spread footings. Often,the zone above the top of footings is backfilled with concrete during slab placement. This results in a differential slab support condition and increases differential concrete shrinkage which often causes cracking at the soil/base-to-concrete transition. This crack appears as an outline of the underlying footing at the floor surface. The potential for this type of slab cracking can be reduced by backfilling the zone above the top of the footing and below the bottom of slabs with an approved backfill material and/or an aggregate base section below the floor slab. This procedure will provide more uniform support for the slabs which should reduce the potential for cracking. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 19 Compacted subgrade can experience instability under construction traffic loads resulting in heaving and depressions in the subgrade during critical pours. This condition becomes more critical during wet winter and spring months. A layer of aggregate base (AB) can reduce the potential for instability under the construction traffic. Also, the improved support characteristics of the AB can be used in the design of the slab sections. Based on the soils encountered and the recommendations provided herein for placement of aggregate base below interior slabs,a design modulus of subgrade reaction of 150 pounds per square inch per inch may be used for design of interior slabs on grade. It should be noted that construction equipment can impart intense loads on slabs and pavements. The loads from construction equipment that may operate on slabs or pavements should be assessed by the contractor prior to placing equipment on the slab. 6.7 Faulting and Seismic Design Coefficients: The site is not located in an Alquist- Priolo Earthquake Fault Zone. The nearest known active or potentially active fault is the Elsinore (Glen Ivy) Fault, located about 3.2 miles (5.1 kilometers) west of the site. Therefore,the potential for fault rupture at the site is considered low. It is our understanding that the 2016 CBC will be used for structural design. Based on the 2016 CBC,the site is classified as a stiff soil (SD)site with standard penetration resistance, N-values averaging between 15 and 50 blows per foot for the upper 100 feet BSG. A Maximum Considered Earthquake (geometric mean)peak ground acceleration adjusted for site effects (PGAM)of 0.856g was determined for the site using the Ground Motion Parameter Calculator provided by the United States Geological Survey (http://earthquake.usgs.gov/designmaps/us/application.php). A Maximum Considered Earthquake magnitude of 6.7 was applied in the analysis based on deaggregation analysis (United States Geological Survey deaggregation website http://geohazards.usgs.gov/deaggint/2008/. A table providing the recommended site coefficients and earthquake spectral response acceleration values for the project site is included in the “Foundations”recommendations section of this report. 6.8 Liquefaction and Seismic Settlement: Liquefaction and seismic settlement are conditions that can occur under seismic shaking from earthquake events. Liquefaction describes a phenomenon in which a saturated,cohesionless soil loses strength during an earthquake as a result of induced shearing strains. Lateral and vertical movements of the soil mass, combined with loss of bearing can result. Shallow groundwater conditions, granular soils, higher intensity earthquakes, and particularly long duration of ground shaking are the requisite conditions for liquefaction. Based on our review of The Riverside County Land Information System website,the subject site is mapped in an area shown to have a very high potential for liquefaction. Liquefaction and seismic settlement analyses were based on the data from the CPTs and the results of laboratory testing. The liquefaction and seismic settlement analyses were conducted using the computer program LiquefyPro,developed by CivilTech Software. A horizontal ground acceleration of 0.856g and a Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 20 predominant maximum considered earthquake magnitude of 6.7 were used for the evaluation. Soil parameters,such as wet unit weight,N-value,fines content,and depth of N-value tests,were input for the soil layers encountered throughout the depths explored.At the time of this investigation, groundwater was encountered at depths ranging from 13a to 25 feet BSG. A groundwater depth of 10 feet BSG was utilized for the liquefaction/seismic settlement analysis. The results of the seismic settlement analysis indicated a total seismic settlement up to 1¼ inches and a differential seismic settlement of about ¾inches in 40 feet, provided the site preparation is followed that is recommended in this report. 6.9 Asphaltic Concrete (AC)Pavements: Recommendations for asphaltic concrete pavement structural sections are presented in the "Recommendations"section of this report. The structural sections were designed using the American Association of State Highway and Transportation Officials (AASHTO) design method.The traffic loading data for Walmart Supercenter stores were obtained from the Walmart Geotechnical Investigation Specifications and Report Requirements (January 31, 2018). The "standard duty" pavement for the store should be designed for a life of 20 years and an ESAL (18 kips)of 15 axles per day. This equates to an ESAL of 109,500 for the design life of the pavement and a Traffic Index of 7.0. The "heavy duty" pavement should be designed for a life of 20 years and an ESAL (18 kip)of 46 axles per day. This equates to an ESAL of 335,800 and a Traffic Index of 8.0. If traffic loading is anticipated to be greater than assumed, the pavement sections should be re-evaluated. The subgrade support characteristics of the native soils were evaluated using Resistance (R)-value tests. The results of the tests on samples collected indicated R-values of 40, 41, 59, and 58. The recommendations for asphaltic concrete pavements were prepared using an R-value of 40. Asphaltic concrete pavement section details are described in the Recommendations Section and are presented on Drawing No. 5 in Appendix A. 6.10 Portland Cement Concrete (PCC) Pavements: Recommendations for Portland Cement Concrete pavement structural sections are presented in the "Recommendation" section of this report. The structural section was based primarily on the Portland Cement Association’s "Thickness Design of Highway and Street Pavements.” The traffic loading data for Walmart Supercenter stores were obtained from the Walmart Geotechnical Investigation Specifications and Report Requirements (January 31, 2018 ). The "standard duty"pavement for the store should be designed for a life of 20 years and an ESAL (18 kip) of 15 axles per day. This equates to an ESAL of 109,500 for the design life of the pavement. The "heavy duty" pavement should be designed for a life of 20 years and an ESAL (18 kip) of 46 axles per day. This equates to an ESAL of 335,800 for the design life of the pavement. If traffic loading is anticipated to be greater than assumed, the pavement sections should be re-evaluated. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 21 The PCC pavement sections were designed for a life of 20 years,a load safety factor of 1.1,an ESAL (18 kips)of about 15 axles per day (this equates to 109,500 ESALs for the design life of the standard duty pavements),and an ESAL (18 kips)of about 46 axles per day (this equates to 335,800 ESALs for the design life of the heavy duty pavements,and a modulus of rupture of 550 pounds per square inch (compressive strength of 3,500 psi)at 28 days for concrete. Tests performed on the native soils indicated a correlated k-value of 175 psi/in. A higher k-value than the subgrade k-value is provided for this pavement section,since the concrete will be underlain by a 6-inch layer of Class 2 aggregate base material (minimum R-value of 78). Therefore, a k-value of 215 psi/in at the top of the aggregate base was used in design. PCC pavement section details are presented on Drawing No. 6 in Appendix A. 6.11 Soil Corrosion: The risk of corrosion of construction materials relates to the potential for soil-induced chemical reaction. Corrosion is a naturally occurring process whereby the surface of a metallic structure is oxidized or reduced to a corrosion product such as iron oxide (i.e., rust). The metallic surface is attacked through the migration of ions and loses its original strength by the thinning of the member. Soils make up a complex environment for potential metallic corrosion. The corrosion potential of a soil depends on numerous factors including soil resistivity, texture, acidity, field moisture and chemical concentrations. In order to evaluate the potential for corrosion of metallic objects in contact with the onsite soils,chemical testing of soil samples was performed by Moore Twining as part of this report. The test results are included in Appendix C of this report. Conclusions regarding the corrosion potential of the soils tested are included in the Conclusions section of this report based on the National Association of Corrosion Engineers (NACE) corrosion severity ratings listed in Table No. 2, below. Table No. 2 Soil Resistivity (ohm cm)Corrosion Potential Rating >20,000 Essentially non-corrosive 10,000 - 20,000 Mildly corrosive 5,000 - 10,000 Moderately corrosive 3,000 - 5,000 Corrosive 1,000 - 3,000 Highly corrosive <1,000 Extremely corrosive The results of soil sample analyses indicate that the near-surface soils exhibit a “highly corrosive” to “moderately corrosive” corrosion potential to buried metal objects. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 22 If the manufacturers or suppliers cannot determine if materials are compatible with the soil corrosion conditions,a professional consultant, i.e., a corrosion engineer, with experience in corrosion protection should be consulted to provide design parameters. Moore Twining does not provide corrosion engineering services. 6.12 Sulfate Attack of Concrete: Degradation of concrete in contact with soils due to sulfate attack involves complex physical and chemical processes. When sulfate attack occurs, these processes can reduce the durability of concrete by altering the chemical and microstructural nature of the cement paste. Sulfate attack is dependent on a variety of conditions including concrete quality,exposure to sulfates in soil/groundwater and environmental factors. The standard practice for geotechnical engineers in evaluation of the soils anticipated to be in contact with concrete is to perform testing to determine the sulfates present in the soils. The test results are then compared with the provisions of ACI 318,section 4.3 to provide guidelines for concrete exposed to sulfate- containing solutions. Common methods used to resist the potential for degradation of concrete due to sulfate attack from soils include,but are not limited to the use of sulfate-resisting cements,air- entrainment and reduced water to cement ratios. The soil corrosion data should be provided to the manufacturers or suppliers of materials that will be in contact with soils (pipes or ferrous metal objects,etc.)to provide assistance in selecting the protection and materials for the proposed products or materials. If the manufacturers or suppliers cannot determine if materials are compatible with the soil corrosion conditions, a professional consultant,i.e.,a corrosion engineer,with experience in corrosion protection should be consulted to provide design parameters. 7.0 CONCLUSIONS Based on the data collected during the field and laboratory investigations, our geotechnical experience in the vicinity of the project site,and our understanding of the anticipated construction, the following general conclusions are presented. 7.1 The site is considered geotechnically suitable for the proposed construction with regard to support of the proposed improvements, provided the recommendations contained in this report are followed. 7.2 The near surface soils encountered generally consisted of silty sands from the surface to depths ranging from 1 foot to about 8½feet BSG. Below the near surface sands, interbedded layers of sandy silty clays, sandy lean clays, lean clays, clayey sands, sandy silts,poorly graded sands with silt,and silty sands were encountered to the depth of approximately 45 feet BSG. In addition, the near surface lean clays and sandy lean clays,where encountered,within the upper 5 feet BSG were generally described as “slightly cemented”hardpan soils. Three (3) of the test borings conducted within the proposed Walmart building area encountered undocumented fill soils from the surface to depths ranging from 1 to 3½feet BSG. Also, two (2) Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 23 test borings conducted outside of the limits of the proposed Walmart building encountered undocumented fills from the surface to depths of 2½and 8½feet BSG. The undocumented fills generally consisted of silty sand soils with trash and concrete debris. 7.3 The results of the expansion index testing indicated that the near surface sandy lean clay soils are expansive and have a low expansion potential. 7.4 Groundwater was encountered in eight (8)borings at depths ranging from 13a to 25 feet BSG,drilled during our June 2011 field exploration. Test boring B-16 was left open for a period of 24 hours. After a period of 24 hours, groundwater was measured at a depth of 23½feet BSG in test boring B-16. At the time of our January 2018 field exploration,groundwater was encountered in one of the CPT soundings (CPT-2)at a depth of 13 feet BSG. Groundwater could not be measured in the other CPT sounding holes as the holes collapsed upon removal of the cone. 7.5 Weakly cemented “hard pan”type soils were encountered within the upper 5 feet BSG. Based on the presence of shallow hardpan soils, perched water due to infiltration of surface water could result. 7.6 The majority of the Walmart building pad and the southern third of the site was occupied by many large,mature eucalyptus trees. Removal of the trees, root structures,root balls and organics will be a critical part of site preparation. It is anticipated that the root systems will be extensive and may extend to the minimum depths of 4 to 5 feet BSG. Site preparation will require removal of all existing trees, root balls roots and organics and disposal of these materials offsite. 7.7 Site preparation recommendations are provided in this report to reduce the static settlement of new foundations to 1 inch total and ½inch differential in 40 feet in accordance with the Walmart Geotechnical Investigation Specifications and Report Requirements by supporting new foundations on engineered fill. 7.8 Based on our evaluations from the CPT data,total seismic settlement up to 1¼inches and a differential seismic settlement of about ¾inches in 40 feet were estimated based on the design earthquake and provided the site preparation is followed that is recommended in this report. 7.9 Due to the poor drainage characteristics of the near surface soils, the presence of shallow groundwater,and the cementation noted within the near surface soils in the majority of the borings,it is not recommended to rely on the near surface soils for infiltration. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 24 7.10 The site is not located in an Alquist-Priolo Earthquake Fault Zone. Therefore, the potential for fault rupture at the site is considered low. 7.11 Chemical testing of soil samples indicated the soils exhibit a “highly corrosive” to “moderately corrosive” corrosion potential and a negligible potential for sulfate attack on concrete placed in contact with the near surface soils. 8.0 RECOMMENDATIONS Based on the evaluation of the field and laboratory data and our geotechnical experience in the vicinity of the project,we present the following recommendations for use in the project design and construction. However, this report should be considered in its entirety. When applying the recommendations for design, the background information, procedures used, findings, evaluation, and conclusions should be considered. The recommended design consultation by Moore Twining are integral to the development of construction documents. 8.1 General 8.1.1 When available,Moore Twining should be provided the final grading plans to verify the recommendations provided herein are appropriate. In addition, the landscape,civil,and foundation plans, when available, should be provided to Moore Twining for review. The recommendations presented in this report could change depending on the proposed site improvements, grading,etc. Therefore, it is critical that improvement plans, when available, be provided to Moore Twining for review. 8.1.2 A plan should be developed to identify existing improvements which will require removal. As a minimum, the plan should show the existing improvements planned for removal such as the existing trees, former septic tanks,underground utilities,etc. In addition, the plan should identify the location of the former swimming pool that requires over-excavation and compaction of the backfill soils. These elements should be removed in their entirety and the resulting excavations backfilled with engineered fill. 8.1.3 A preconstruction meeting including, as a minimum, the owner, general contractor,foundation and paving subcontractors, civil engineer, and the construction testing laboratory should be scheduled by the general contractor at least one week prior to the start of clearing and grubbing. The purpose of the meeting should be to discuss critical project issues, concerns and scheduling. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 25 8.1.4 The contractor is responsible for including in the base bid the costs to perform the work required by the project plans,the project specifications,the City of Lake Elsinore, and Riverside County, whichever is most stringent. After review of the geotechnical report and the aforementioned documents, the contractor(s)bidding on this project should determine if the data are sufficient for accurate bid purposes. If the data are not sufficient, the contractor should conduct,or retain a qualified geotechnical engineer to conduct,supplemental studies and collect more data as required to prepare accurate bids. 8.1.5 The contractor should monitor the existing improvements to remain which are within influence of the work,such as existing improvements along property lines. The contractor should be required to take precautions to prevent damage to the existing improvements and adjacent properties during excavation. 8.1.6 Contractors should anticipate that subgrade instability may occur during periods of inclement weather. Where wet, unstable soil conditions are experienced,stabilization may be achieved by use of a geotextile fabric and compacted aggregate base, or chemical (i.e., lime, cement, etc.) treatment. 8.1.7 The Contractor should anticipate the potential for groundwater to be encountered in excavations extending greater than 10 feet BSG. Contractors should anticipate the need to provide dewatering from areas of grading, utility trench construction, etc. 8.1.8 In the event the prepared subgrade moisture conditions dry below the recommended moisture contents, additional moisture conditioning, or scarification, moisture conditioning and compaction would be necessary to re-establish the required moisture contents prior to placement of aggregate base and concrete slabs, etc. 8.2 Site Grading and Surface Drainage 8.2.1 It is critical to develop and maintain site grades which will drain surface and roof runoff away from foundations and floor slabs - both during and after construction.Adjacent exterior finished grades should be sloped a minimum of two percent for a distance of at least five feet away from the structure,or as necessary to preclude ponding of water adjacent to foundations,whichever is more stringent. Adjacent exterior grades which are paved should be sloped at least 1 percent away from the foundations. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 26 8.2.2 Shallow cemented “hardpan” type soils were encountered at the site which will increase the potential for perched water from surface irrigation and stormwater sources that infiltrate the near surface soils. Due to the low permeability of the “hardpan”material, water may infiltrate and result in a perched condition,ponding and migrating laterally over the top of the hardpan materials. Perched water will reduce the drainage capacity of the soils,increasing the potential for moisture-related problems. Therefore, providing and maintaining positive drainage collection systems, using thickened slab edges and deepened curbs and control of surface runoff and irrigation water will be important aspects of design and site development to reduce the potential for moisture-related problems. 8.2.3 It is recommended that landscape planted areas, etc. not be placed adjacent to the building foundations and/or interior slabs-on-grade. Trees should be setback from proposed structure at least 10 feet or a distance equal to the anticipated drip line radius of the mature tree. For example,if a tree has an anticipated drip-line diameter of 30 feet,the tree should be planted at least 15 feet away (radius) from proposed or existing buildings. 8.2.4 Landscaping after construction should direct rainfall and irrigation runoff away from the structure and should establish positive drainage of water away from the structure. Care should be taken to maintain a leak-free sprinkler system. 8.2.5 The curbs where pavements meet irrigated landscape areas or uncovered open areas should be extended to the bottom of the aggregate base section. This should reduce subgrade moisture from irrigation and runoff from migrating into the base section and reducing the life of the pavements. 8.2.6 Landscape and planter areas should be irrigated using low flow irrigation (such as drip,bubblers or mist type emitters). The use of plants with low water requirements are recommended. 8.2.7 Rain gutters and roof drains should be provided,and connected directly to the site storm drain system. As an alternative, the roof drains should extend a minimum of 5 feet away from the structure and the resulting runoff directed away from the structure at a minimum of 2 percent. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 27 8.3 Proposed Detention Basins It is our understanding that detention basins are planned east and southeast of the proposed Walmart store. The following recommendations have been prepared for the proposed basins. 8.3.1 In order to reduce the potential for soil erosion,slope movements and related maintenance of the detention basin side slopes,the basin slopes shall not be greater than 2½H to 1V and positive rooting vegetation, or other means of erosion protection,should be established for exposed slopes. If steeper basin slopes are required, Moore Twining should be contacted to provide alternative recommendations. 8.3.2 The sidewalls of the basins will require periodic maintenance due to the potential for erosion. Thus, erosion control should also be implemented for the side slopes of the basins. 8.3.3 The top of the side slopes of the basins should be graded to prevent runoff from flowing over the top of the slopes. Ramps (maintenance and sediment removal)into the basins should be protected against erosion where concentrated runoff may drain along the ramp. 8.3.4 To reduce the potential for seepage from the basin to saturate the soils and rock supporting adjacent improvements, a minimum horizontal setback between the buildings/all foundations and the basin slope face of 15 feet is recommended. Alternatively, slopes bordering the stormwater basin that are located within 15 feet of the building/foundations could be lined with a waterproof liner. In addition, structures should be setback from slopes to provide adequate foundation support and protection for the structure(s) against erosion. Foundations should be setback a minimum of a the height of the slope or 15 feet, whichever is less,from the top of descending slopes (foundations at the top of the slopes,including the storm water basin) exceeding 5 feet in height and exceeding 3½H to 1V. Setbacks should consider that some slope erosion will occur and that sediment will have to be removed periodically from the base of the slope.Pavements,exterior concrete flatwork and landscaping improvements may be placed within the setback area; however, these improvements may be subject to movement, distress,etc.from soil movements associated with subsurface migration of water from the basin. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 28 8.4 Underground Storm Water Storage Pipes and Bio Cell 8.4.1 In general,due to the potential for settlement from the introduction of water and long term saturation,stormwater infiltration systems which infiltrate water below or adjacent to proposed improvements are not recommended. If these types of features are required, sufficient setbacks to existing improvements should be maintained. Alternatively, specific measures such as deepened curbs, cutoffs, liners, etc. could be incorporated in the designs to reduce the potential for excessive settlement of improvements due to moisture and free-water migration from storm water systems. Where onsite stormwater system features are required for the project by a regulatory agency,these systems should be setback as far as possible from the proposed structures and improvements which are sensitive to settlement. At a minimum, it is recommended that storm water disposal systems be setback at least 15 feet from the proposed buildings and foundations. Storm water infiltration systems and detention systems below pavements should be expected to require added maintenance and pavement repairs due to differential settlement of the pavements. 8.4.2 If an open graded material such as crushed rock are required around the storm water storage pipes,a crushed rock may be used as bedding,haunching and to 12 inches above the pipe,provided these materials are fully encapsulated in a geotextile filter fabric,such as Mirafi 140N,to prevent migration of fine grained soils into the porous material. Open-graded rock, such as gravel, should be placed in thin horizontal lifts (6 to 8 inch lift thickness)and compacted with vibratory equipment. A sufficient space should be provided beyond the storm drain pipes to allow for proper placement and compaction of the haunching and initial fill materials. Native on-site soils or import soils, may be used for the final fill from 12 inches above the pipe to final design grades. Where storage pipes are buried below pavements, in order to reduce the potential for reflective cracking of the pavement,a layer of Mirafi 600X geotextile fabric should be considered below the aggregate base layer over the top of the backfill for the storage pipes. The geotextile fabric should extend a horizontal distance of 5 feet beyond the outside edge of the backfill for the underground stormwater storage pipe excavation. 8.4.3 Leaking storm drain storage piping could result in settlements,sloughing, etc. causing damage to surface improvements,pavements,flatwork,etc. Thus, the storage pipes should be designed to be “watertight” and it is recommended the pipe manufacturer be requested to certify that the pipes proposed for the project are “watertight.” Leaks or excessive seepage should Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 29 be immediately repaired. It is also recommended the Contractor be required to inspect the stormwater pipes associated with the storm water disposal system using a video camera inspection or other suitable methods prior to placement of pavements to verify that the pipelines are constructed properly and are “watertight.” The Contractor should be requested to provide the inspection results and confirm the watertight conditions prior to placing pavements or slabs over the subsurface stormwater storage pipes. 8.5 Site Preparation 8.5.1 The Contractor should locate all on-site water wells (if any)and former septic system components. All wells and septic systems encountered during construction should be abandoned per state and local requirements and the project specifications under the observation of the CTL. The Contractor should obtain an abandonment permit from the local environmental health department, and issue certificates of abandonment to the owner upon completion. At a minimum, it is recommended that the well casings be removed to a minimum depth of 60 inches below the finished grade and the excavations backfilled with engineered fill. 8.5.2 Subsurface improvements such as irrigation lines (if any), former foundations,utilities,former septic systems,etc.,should be removed entirely and not crushed or buried in place. The resulting excavations should be cleaned of all loose,organic or disturbed soils, the exposed native soils should be scarified to a depth of 8 inches,then compacted as engineered fill. The excavation should be backfilled with compacted engineered fill. 8.5.3 The area of the former swimming pool in the area of the former residences is shown on Drawing No.3 in Appendix A. As part of preparation of the site, the area of the former swimming pool should be excavated to remove all fill soils and extend to the depth required to expose undisturbed native soils. The bottom of the excavation should be scarified to a depth of 8 inches,moisture conditioned,and compacted as engineered fill,and the excavation then backfilled as engineered fill. 8.5.4 The area of the former residences and garages are shown on Drawing No. 3 in Appendix A. The fill soils and disturbed soils in the area of the former structures associated with the former residence should be over-excavated to a minimum of three (3) feet BSG, or until undisturbed native soils are exposed,whichever is greater.The bottom of the excavations should be scarified to a depth of 8 inches, moisture conditioned, and compacted as engineered fill, and the excavation then backfilled as engineered fill. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 30 8.5.5 A significant number of large trees are present at the site that will require removal. The proper removal of existing trees and their associated root structures is an important aspect of this project and should be properly planned and monitored. Excavation of tree roots, root balls, etc. may require excavation to depths of 4 to 5 feet below existing site grades. Therefore, the contractor should anticipate excavations to minimum depths of about 5 feet to remove all root systems greater than about 1/4 inch in diameter and concentrations of organics greater than 3 percent. Soils containing organic matter such as root clumps,roots exceeding ¼inch in diameter,with organic contents above 3 percent should be completely removed and not used as engineered fill. Limbs, tree branches, roots, etc. should not be disced into the soils. These materials should be screened or raked and hand-picked, as necessary,to ensure proper removal of all roots and organics prior to use of the onsite soils as engineered fill. A tree and root removal plan should be developed by the Contractor. The plan should specify how the Contractor proposes to remove the trees,roots,and organic matter generated during the removal process. The plan should also specify how the excavations and loose soils disturbed during this process will be addressed. The bottom of the excavation should extend a minimum of 12 inches below the bottom of the tree root ball and root systems to be removed. Upon removal, the resulting soils should be scarified to a minimum depth of 8 inches and compacted as engineered fill prior to backfilling operations. The Walmart CTL should be contacted to observe removal of the tree roots and organics as part of the site preparation. 8.5.6 Stripping shall be conducted in all areas of existing surface vegetation and where root systems are present. The general depth of stripping should be sufficiently deep to remove the root systems and organic topsoils. A minimum stripping depth of about 4 inches is recommended. The actual depth of stripping should be reviewed by the CTL at the time of construction. Deeper stripping and excavation will be required to remove the root systems of the existing trees as described in this report. Stripping and clearing of debris should extend throughout the areas of the proposed improvements. These materials will not be suitable for use as engineered fill; however, stripped topsoil may be stockpiled and reused in landscape areas at the discretion of the owner. 8.5.7 Walmart Store Building Pad:After excavation and removal of existing surface and subsurface improvements,trees,root systems,organics and stripping of surface vegetation and root structures, the subgrade soils in the proposed Walmart building pad area shall be prepared by over-excavation to a depth of 12 inches below improvements to be removed (i.e. foundations, septic systems,utilities,etc.),to the depth to remove existing undocumented fills (encountered to depths ranging from 1 to 8½feet BSG),to the depth Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 31 required to remove the tree root systems (estimated to extend to depths ranging from 4 to 5 feet BSG),to a minimum depth of 48 inches below preconstruction site grades,to a minimum of 12 inches below the bottom of the existing drainage features identified in this report,and to a depth of 2½ feet below the bottom of new foundations, whichever requires the deeper excavation. Over-excavation should include the entire building pad limits. The building pad is defined as the areas to be occupied by the building,adjacent sidewalks, garden center, porches, ramps, stoops, truck wells/docks, concrete aprons, compactor pad,etc.,and to a minimum horizontal distance of five (5) feet beyond these areas, or to a horizontal distance equal to the depth of engineered fill at the outside edge of these improvements,whichever is greater. The project civil engineer should show the minimum limits of the building pad on the plans. Slot cutting only below foundations will not be allowed. Upon approval of the over-excavation by the Walmart CTL, the subgrade soils at the bottom of the over-excavation should be scarified to a depth of 12 inches,moisture conditioned between optimum and three (3) percent above optimum moisture content and compacted as engineered fill. 8.5.8 For the purpose of this report,the slabs on grade within the Walmart building pad should be underlain by 6 inches of non-recycled Class 2 aggregate base or Crushed Aggregate Base (CAB)over a minimum of 6 inches of imported, non-expansive engineered fill over the depth of engineered fill recommended above. As an alternative to the use of an imported non-expansive engineered fill,the interior slabs on grade may be supported on a minimum of 10 inches of non-recycled Class 2 aggregate base or Crushed Aggregate Base (CAB) over the depth of engineered fill recommended below foundations. 8.5.9 Outlot Pads:After excavation and removal of existing trees,root systems, organics and stripping of surface vegetation and root structures,the subgrade soils in the proposed outlot building pad areas should be prepared by over- excavation to a depth of 12 inches below improvements to be removed,to the depth to remove undocumented fills (if any),to a minimum depth of 48 inches below preconstruction site grades,or to 2½feet below foundations, whichever provides the deeper excavation. Over-excavation should include the entire building footprints and overbuild zones. The building pad is defined as the areas to be occupied by the building, adjacent sidewalks, and to a minimum horizontal distance of five (5) feet beyond these areas, or to a horizontal distance equal to the depth of engineered fill at the outside edge of these improvements,whichever is Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 32 greater. The project civil engineer should show the overbuild line on the plans. Slot cutting only below foundations will not be allowed. Upon approval of the over-excavation by the Walmart CTL,the subgrade soils at the bottom of the over-excavation should be scarified to a depth of 12 inches, moisture conditioned between optimum and three (3) percent above optimum moisture content and compacted as engineered fill. The upper 6 inches of engineered fill placed in the building pad should consist of onsite or imported, non-expansive fill with an expansion index of 15 or less. 8.5.10 It is recommended that extra care be taken by the Contractor to ensure that the horizontal and vertical extent of the over-excavation and compaction conform to the site preparation recommendations presented in this report. This is the sole responsibility of the Contractor. The Contractor shall verify in writing to the owner that the horizontal and vertical over-excavation limits were completed in conformance with the recommendations of this report,the project plans,and the specifications (the most stringent applies). This verification shall be performed by a licensed surveyor. The licensed surveyor shall provide a plan and cross-sections that demonstrate that the horizontal and vertical extent of the over-excavation required by this report was achieved. The surveyor shall also provide a written report that states the over-excavation was performed in accordance with the project geotechnical engineering report. This verification should be provided prior to requesting pad certification or excavating for foundations. 8.5.11 After excavation and removal of existing trees,root systems,organics and stripping of surface vegetation and root structures,the subgrade soils in areas of proposed pavements,exterior concrete slabs or areas to receive fill outside the building pad should be prepared by excavation to a minimum of 12 inches below preconstruction site grades,12 inches below the bottom of the aggregate base,or to the depth required to remove the tree root systems (estimated to extend to depths ranging from 4 to 5 feet BSG), to the depth to remove undocumented fills (encountered to depths ranging from 1 to 8½feet BSG),whichever is greater. Following excavation, the exposed subgrade soils shall be scarified to a minimum depth of 8 inches,moisture conditioned to between optimum and three (3)percent above optimum moisture content and compacted as engineered fill. The subgrade preparation performed for the new pavement and exterior slab areas outside the pads should extend a minimum of 2 feet beyond the edge of the planned improvements, or by a distance equal to the depth of fill, whichever is greater. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 33 8.5.12 Structural loads for miscellaneous foundations (such as retaining walls, sound walls,trash enclosures,screen walls,monument signs,etc.)should be evaluated on a case by case basis to develop supplemental recommendations for site preparation and foundation design. In lieu of a case by case evaluation,after excavation and removal of existing trees,root systems, organics and stripping of surface vegetation and root structures,the subgrade soils in areas of proposed pavements, exterior concrete slabs or areas to receive fill outside the building pad should be prepared by excavation to a minimum of 36 inches below preconstruction site grades,12 inches below the bottom of the aggregate base,or to the depth required to remove the tree root systems (estimated to extend to depths ranging from 4 to 5 feet BSG), to a minimum of 12 inches below the bottom of the footing, to the depth to remove undocumented fills (encountered to depths ranging from 1 to 8½feet BSG),whichever is greater. Following excavation, the exposed subgrade soils shall be scarified to a minimum depth of 8 inches,moisture conditioned to between optimum and three (3)percent above optimum moisture content and compacted as engineered fill.The zone of engineered fill shall extend at least 5 feet beyond the edges of foundations on all sides. The resulting excavation should be backfilled to finished grades with engineered fill. 8.5.13 All fill required to bring the site to final grades should be placed as engineered fill. In addition, all onsite soils excavated or disturbed should be compacted as engineered fill. 8.5.14 Open graded gravel or rock material such as ¾-inch crushed rock or ½-inch crushed rock shall not be used on this project,including trench backfill. In the event an agency having jurisdiction requires the use of an open graded rock,the open-graded rock shall be fully encapsulated in a geotextile fabric. 8.5.15 Final grading shall produce a pad ready to receive a slab-on-grade which is smooth,planar,and resistant to rutting. The finished pad or portion thereof shall not depress more than one-half (½) inch under the wheels of a fully loaded water truck,or equivalent loading. If depressions more than one-half (½)inch occur,the contractor shall perform remedial grading to achieve this requirement at no cost to the owner. In addition, the moisture content of the final grading should be maintained within optimum to three (3)percent above optimum moisture content prior to placement of AB and excavations for footings. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 34 8.6 Engineered Fill 8.6.1 The on-site near surface soils encountered predominantly included silty sands with interbedded layers of lean clay and sandy lean clay soils,which exhibit expansive characteristics. During our January 2018 supplemental investigation,gravel was noted to have been spread over the ground surface in the area of the former residential properties. The existing near surface soils that have an expansion index of less than 50 and are free of organics (less than 3 percent by weight), free of roots and debris, and oversized materials greater than 3 inches in largest dimension will be suitable for use as fill material below a depth of 6 inches below the recommended aggregate base within the Walmart building and over-build zone and directly below the aggregate base outside of the building pad preparation limits,provided they are properly moisture conditioned and compacted. The existing gravel cover in the area of the former residential development (southern portion of the site) may be reused as engineered fill,provided the gravel is thoroughly mixed with on-site soils to create a well blended fill material. The upper 12 inches slabs on grade within the building pad should consist of 6 inches of Class 2 aggregate base or crushed aggregate base (CAB),over 6 inches of imported, non-expansive engineered fill. Additional mechanical effort should be anticipated to remove or pulverize the excavated cemented “hardpan” material and blend it with onsite soils prior to use as engineered fill. Oversized material should be removed from the fill soils as necessary to establish a well-graded fill material with a maximum particle size of 3 inches in largest dimension. The Contractor should be aware that the on-site undocumented fill soils will require processes such as hand picking or screening to remove debris and oversized material prior to reuse as engineered fill. If soils other than those considered in this report are encountered,Moore Twining should be notified to provide alternate recommendations. 8.6.2 The compactability of the native or import soils is dependent upon the moisture contents,subgrade conditions,degree of mixing,type of equipment, as well as other factors. The evaluation of such factors was beyond the scope of this report;therefore,it is recommended that they be evaluated by the contractor during preparation of bids and construction of the project. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 35 8.6.3 Import fill soil (if needed) should be non-expansive, free of recycled materials,and granular in nature with the following acceptance criteria recommended. Percent Passing 3-Inch Sieve 100 Percent Passing No. 4 Sieve 85 - 100 Percent Passing No. 200 Sieve 15 - 40 Plasticity Index Less than 15 Expansion Index (ASTM D4829)Less than 15 Organics Less than 3 percent by weight R-Value Minimum 40 Sulfates < 0.05 percent by weight Min. Resistivity > 5,000 ohms-cm A minimum of 14 days prior to importing fill materials such as soils or aggregate base,the Contractor shall submit a certification signed by a registered geologist or civil engineer with a minimum of five (5)years of experience in environmental sampling and testing of soils (i.e., an environmental specialist), which states: “To the best of my personal knowledge,the import material has been sampled and tested,is not contaminated and does not contain constituents at concentrations that exceed regulatory action levels that would be cause for regulatory action if brought to the attention of the regulatory agency having jurisdiction.” The environmental specialist’s certification shall include the rationale for the testing protocol,the procedures used to sample the material, the quantity of material to be imported to the site,signed reports from the analytical testing laboratory,chain of custody documents,an analysis of the results of the tests relative to applicable action levels in the State of California,and the methods that will be used to ensure that the material delivered and incorporated into the project is representative of the material that was sampled and tested. As a minimum,the sampling frequency and analytical testing protocol shall comply with the procedures recommended in the Department of Toxic Substances Control,“Information Advisory, Clean Imported Fill Material,” dated October 2001. In lieu of sampling and testing aggregate base materials (or bedding sand)from virgin sand and gravel sources,a letter stating that the aggregate base (or bedding sand)comprises materials entirely from natural (virgin)sources and that the aggregate base (or bedding sand)is non- contaminated may be provided by the Contractor. After approval of the Contractor’s submittal and prior to being transported to the site, the import fill material shall also be tested and approved by the retail tenant’s Construction Testing Laboratory (CTL) for the above geotechnical characteristics. The Contractor shall allow a minimum of seven (7) working days for each import source to be tested by the CTL for compliance with the geotechnical characteristics specified herein. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 36 8.6.4 Dock walls and retaining walls should be constructed with imported, non- recycled,non-expansive granular free draining backfill placed within the zone extending from a distance of 1 foot laterally from the bottom of the wall footing at a 1 horizontal to 1 vertical gradient to the surface. The onsite soils are not allowed within a 1 horizontal to 1 vertical plane from the back of the retaining wall footings. This requirement should be detailed on the construction drawings. Granular wall backfill should meet the following requirements, or may include a Class 2 aggregate base. Percent Passing 3-Inch Sieve 100 Percent Passing No. 4 Sieve 85 - 100 Percent Passing No. 200 Sieve 5 - 35 Internal Angle of Friction 30 degrees 8.6.5 Imported, non-expansive soil should be placed in loose lifts approximately 8 inches thick,moisture-conditioned to between optimum to three (3)percent above optimum moisture content,and compacted to a non-yielding condition at a dry density of at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. 8.6.6 On-site soils should be placed in loose lifts approximately 8 inches thick, moisture-conditioned to between optimum and three (3) percent above optimum moisture content,and compacted to a non-yielding condition at a dry density of at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. 8.6.7 In-place density tests should be conducted in accordance with ASTM D6938 (nuclear methods) at a frequency of at least: Area Minimum Test Frequency Building Area 1 test per 2,500 square feet per lift Pavements or Areas of Mass Grading 1 test per 10,000 square feet per lift Utility Lines 1 test per 200 feet per lift Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 37 8.6.8 Open graded gravel and rock material such as ¾-inch crushed rock or ½-inch crushed rock should not be used as backfill including trench backfill. In the event gravel or rock is required by a regulatory agency for use as backfill (Contractor to obtain a letter from the agency stating the requirement for rock and/or gravel as backfill),all open graded materials shall be fully encased in a geotextile filter fabric, such as Mirafi 140N, to prevent migration of fine grained soils into the porous material. Gravel and rock cannot be used without the written approval of Walmart. If the contractor elects to use crushed rock (and if approved by Walmart),the contractor will be responsible for slurry cut off walls at the locations directed by the CTL. Crushed rock should be placed in thin (less than 8 inch)lifts and densified with a minimum of three (3) passes using a vibratory compactor. 8.6.9 Aggregate base below the interior building slab on grade shall be non- recycled and comply with Class 2 aggregate base (AB)per State of California Standard Specifications or comply with Crushed Aggregate Base (CAB)per the Greenbook. Aggregate base used for pavement construction should comply with Class 2 aggregate base in accordance with the State of California Standard Specifications,Crushed Aggregate Base (CAB) or Crushed Miscellaneous Base (CMB) per the Greenbook. Aggregate base shall be compacted to a minimum relative compaction of 95 percent in accordance with ASTM D1557 standards. Documentation, including laboratory test data, should be provided to the Walmart CEC prior to delivery of the aggregate base to the site indicating that the aggregate base meets project specifications and is non-recycled, where applicable. 8.6.10 Recycled materials cannot be used in the building pad. 8.7 Foundations The following recommendations are intended for design of the Walmart building improvements and miscellaneous foundations associated with site improvements. These recommendations are not intended to be applied to structures in the outlots. 8.7.1 Spread and continuous footings supported on engineered fill prepared as recommended in the Site Preparation section of this report may be designed for a maximum net allowable soil bearing pressure of 2,000 pounds per square foot for dead-plus-live loads. This value may be increased by one- third for short duration wind or seismic loads. The weight of the footing and the soil backfill may be ignored in design. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 38 8.7.2 All footings should have a minimum width of 15 inches,regardless of load. All perimeter footings should be supported at a minimum depth of 24 inches below the top of the slab, or 18 inches below the lowest adjacent grade, whichever is deeper. Interior foundations should extend a minimum of 18 inches below the bottom of the interior floor slab. 8.7.3 The foundations should be designed and reinforced for the anticipated differential settlements. A structural engineer experienced in foundation design should recommend the thickness,design details and concrete specifications for the foundations and slabs on grade based on:a total static settlement of 1 inch;a differential static settlement of ½inch in 40 linear feet of continuous footings for footings supporting masonry walls;a differential settlement of L/500 between column foundations,where L is the horizontal distance between column foundations;a total swell of 1 inch;a total seismic settlement of 1 inch and a differential seismic settlement of up to b inch in 40 feet (provided the site preparation recommended in this report is followed). 8.7.4 The foundations should be continuous around the perimeter of the structure and interior slabs to reduce moisture migration beneath the structure. Continuous perimeter foundations should be extended through doorways and/or openings that are not needed for support of loads. 8.7.5 Miscellaneous lightly loaded (less than 1.5 kips per lineal foot)foundations may be supported on spread or continuous footings supported on engineered fill as recommended in the Site Preparation section of this report.Footings extending to a minimum depth of 12 inches below the lowest adjacent finished grade and a minimum width of 15 inches for these improvements may be designed for a maximum allowable soil bearing pressure of 2,000 pounds per square foot for dead-plus-live loads for footings. This value may be increased by one-third for short duration wind or seismic loads. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 39 8.7.6 The following values were developed using the Ground Motion Parameter Calculator provided by the United States Geological Survey (http://earthquake.usgs.gov/) in accordance with the 2016 CBC. Seismic Factor 2016 CBC Value Site Class D Maximum Considered Earthquake (geometric mean) peak ground acceleration adjusted for site effects (PGAM) 0.856 Mapped Maximum Considered Earthquake (geometric mean) peak ground acceleration ASCE 7-10 (PGA) 0.856 Spectral Response At Short Period (0.2 Second), Ss 2.231 Spectral Response At 1-Second Period, S1 0.885 Site Coefficient (based on Spectral Response At Short Period), Fa 1.000 Site Coefficient (based on spectral response at 1-second period) Fv 1.500 Maximum considered earthquake spectral response acceleration for short period, SMS 2.231 Maximum considered earthquake spectral response acceleration at 1 second, SM1 1.327 Five percent damped design spectral response accelerations for short period, SDS 1.487 Five percent damped design spectral response accelerations at 1-second period, SD1 0.885 8.7.7 The moisture content of the footing excavations and the prepared subgrade should be maintained by the contractor until placement of concrete. If the excavations are allowed to dry, conditioning and remedial measures should be conducted to establish moisture contents of at least optimum moisture. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 40 8.7.8 Foundation excavations should be observed by the Walmart Construction Testing Laboratory (CTL)prior to the placement of steel reinforcement and concrete to verify conformance with the intent of the recommendations of this report. The Contractor is responsible for proper notification for scheduling the observations and receipt of written confirmation of this observation prior to placement of steel reinforcement. 8.8 Frictional Coefficient and Earth Pressures 8.8.1 The bottom surface area of concrete footings or concrete slabs in direct contact with engineered fill can be used to resist lateral loads. An allowable coefficient of friction of 0.34 can be used for design. In areas where slabs are underlain by a synthetic moisture barrier,an allowable coefficient of friction of 0.10 can be used for design. 8.8.2 The allowable passive resistance of the native soils and engineered fill may be assumed to be equal to the pressure developed by a fluid with a density of 275 pounds per cubic foot for level soil conditions. The upper 6 inches of subgrade soils in landscape areas should be neglected in determining the total passive resistance. The passive pressure was calculated based on a passive earth pressure coefficient of 2.75 and a minimum soil unit weight of 100 pounds per cubic foot. 8.8.3 The onsite soils are not considered suitable for use as backfill of vertical walls,such as the loading dock area retaining walls. Backfill of these features extending within a zone defined by a 1 Horizontal to 1 Vertical plane from the back of the wall foundation to the ground surface should consist of an imported,granular fill meeting the requirements of section 8.6.3 of this report,or a Class 2 aggregate base. This requirement should be depicted on the project plans. The active and at-rest pressures of imported, granular backfill placed in accordance with this report,may be assumed to be equal to the pressures developed by a fluid with a density of 43 and 65 pounds per cubic foot,respectively. These pressures assume level ground surface and do not include the surcharge effects of construction equipment,loads imposed by nearby foundations and roadways and hydrostatic water pressure. 8.8.4 The active and at-rest pressures for the imported wall backfill soils were calculated based on an active earth pressure coefficient of 0.33, an at rest coefficient of 0.50,and a soil unit weight of 130 pounds per cubic foot. The compacted soils behind the retaining walls should not have a compacted unit weight above 130 pounds per cubic foot (with moisture). If the soils have a Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 41 unit weight of greater than 130 pounds per cubic foot,the soils should be over-excavated and replaced at a lower degree of compaction. If the backfill soils must be placed at a unit weight of over 130 pounds per cubic foot to achieve minimum compaction requirements the material should not be used as backfill behind retaining walls. 8.8.5 The at-rest pressure should be used in determining lateral earth pressures against walls which are not free to deflect. For walls which are free to deflect at least one percent of the wall height at the top,the active earth pressure may be used. 8.8.6 The above earth pressures assume that the backfill soils will be drained. Therefore,all retaining walls should incorporate the use of a backdrain as recommended in this report. 8.8.7 Since the pressures recommended in this section do not include vehicle surcharges,it is recommended to use lighter hand operated or walk behind compaction equipment to avoid wall damage during construction. Heavier compaction equipment could cause loads in excess of design loads which could result in cracking,excessive rotation,or failure of a retaining structure. 8.8.8 The wall designer should determine if seismic increments are required. If seismic increments are required, Moore Twining should be contacted for recommendations for seismic geotechnical design considerations for the retaining structures. 8.9 Retaining Walls 8.9.1 When available,the locations,types and heights of proposed retaining walls should be reviewed by Moore Twining to evaluate the actual backfill materials,proposed construction, drainage conditions, and other design geotechnical parameters. The following recommendations were based on general assumptions for conventional, cantilever type retaining walls. 8.9.2 Structural loads for lightly loaded retaining walls or screen walls should be supported on engineered fill prepared as recommended in the Site Preparation section of this report.Retaining wall foundations should extend to a minimum depth of 12 inches below lowest adjacent grade and shall have a minimum width of 15 inches. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 42 8.9.3 Retaining wall foundations supported on engineered fill prepared as recommended in this report may be designed for a maximum net allowable soil bearing pressure of 2,000 pounds per square foot for dead-plus-live loads. This value may be increased by one-third for short duration wind or seismic loads. 8.9.4 Retaining walls should be constructed with imported, non-expansive, granular backfill placed within the zone extending from the bottom of the wall footing at a 1 horizontal to 1 vertical gradient to the surface. Backfill should consist of an imported,granular fill meeting the requirements of section 8.6.3 of this report, or a Class 2 aggregate base. 8.9.5 Segmented wall design (mechanically stabilized walls)should be conducted by a California licensed geotechnical engineer familiar with segmented wall design and having successfully designed at least three walls at sites with similar soil conditions. None of the data included in this report should be used for segmented wall design. A design level geotechnical report should be conducted to provide wall design parameters. If the designer uses the data in this report for wall design,the designer assumes the sole risk for this data. In addition,the designer shall perform sufficient inspections to certify that the wall was constructed per the approved plans and specifications. 8.9.6 Retaining walls may be subject to lateral loading from pressures exerted from the soils,groundwater,slabs-on-grade,and pavement traffic loads,adjacent to the walls. In addition to earth pressures, lateral loads due to slabs-on- grade,footings,or traffic above the base of the walls should be included in design of the walls. The designer should take into consideration the allowable settlements for the improvements to be supported by the retaining wall. 8.9.7 All retaining walls should be constructed with a drain system including perforated drain pipes surrounded by at least 1.5 cubic foot (per lineal foot) of Caltrans Class 2 permeable material, as depicted on Drawing No. 4 in Appendix A. Class 2 permeable material should be compacted to 95 percent relative compaction in accordance with ASTM D1557. Drain pipes should be placed near the wall to adequately reduce the potential for hydrostatic pressures behind the wall. Drainage should be directed to pipes which gravity drain to closed pipes of the storm drain or subdrain system. Drain pipe outlet invert elevations should be sufficient (a bypass should be constructed if necessary)to preclude hydrostatic surcharge to the wall in the event the storm drain system did not function properly. Clean out and inspection points should be incorporated into the drain system. Drainage should be directed to the site storm drain system. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 43 8.9.8 For loading dock area retaining walls only, as an alternative to using drain pipes behind the wall to reduce the potential for hydrostatic pressures behind the wall,weep holes may be used,provided that a continuous crushed rock (minimum 1 cubic foot per lineal foot of 3/4 inch rock) and filter fabric section is provided directly behind the wall. The weep holes cannot have the potential for clogging. The weep holes should discharge directly to an approved drainage. Details regarding the loading dock drain system are shown on Drawing No. 4 in Appendix A. 8.9.9 If open graded materials such as crushed rock are used as drain material, these materials should be fully encased in filter fabric and compacted to a non-yielding condition under the observation of the Walmart CTL. These materials,if used,must be placed in maximum lifts of 6 inches and compacted using vibratory equipment. A Caltrans Class 2 permeable material,installed without the use of filter fabric,is preferable to open graded material as it presents a lower potential for clogging than the filter fabric. 8.9.10 The Contractor should use light hand operated or walk behind compaction equipment in the zone equal to one wall height behind the wall to reduce the potential for damage to the wall during construction. Heavier compaction equipment could cause loads in excess of design loads which could result in cracking,excessive rotation,or failure of a retaining structure. The Contractor is responsible for damage to the wall caused by improper compaction methods behind the wall. 8.9.11 If retaining walls are to be finished with dry wall, plaster,decorative stone, etc.,waterproofing measures such as manufactured drainage boards (i.e., Miradrain 6000 or 6200 or approved alternative) should be applied to moisture proof the exterior of the walls. Waterproofing should also be used if effervescence (discoloration of wall face)is not acceptable. The waterproofing system should be designed by a qualified professional. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 44 8.10 Interior Slabs-on-Grade The recommendations provided herein are intended only for the design of the Walmart interior concrete slabs-on-grade and their proposed uses,which do not include construction loading. The building contractor should assess the slab section and determine its adequacy to support any proposed construction loads. 8.10.1 The interior floor slab should be reinforced for the anticipated temperature and shrinkage stresses,settlement and swell. Provided the interior floor slab for the proposed Walmart store is supported on the recommended 6 inches of Class 2 aggregate base or non-recycled crushed aggregate base (CAB)over a minimum of 6 inches of imported non-expansive engineered fill,a modulus of subgrade reaction of 150 pounds per square inch per inch,may be used for design.In addition,a structural engineer experienced in slab-on-grade design should recommend the thickness,design details and concrete specifications for the proposed slabs-on-grade for a total static settlement and heave of 1 inch,a differential settlement of L/500 (where L is the horizontal distance in feet between any two points on the floor slab)and a differential static settlement and heave of ½ inch between new slabs and adjacent existing foundations. 8.10.2 It is recommended new concrete slabs-on-grade be supported on a minimum of 6 inches of non-recycled,Class 2 aggregate base or non-recycled crushed aggregate base (CAB) over a minimum of 6 inches of imported non- expansive engineered fill over the depth of moisture conditioned,compacted subgrade soils recommended in the section entitled,“Site Preparation.” The minimum 6 inches of AB over 6 inches of an imported granular fill is recommended directly below the slabs-on-grade to improve the slab support characteristics and for construction purposes. As an alternative to importing a non-expansive engineered fill below the 6 inch aggregate base layer, interior floor slabs may be supported on a minimum of 10 inches of non- recycled Class 2 aggregate base or non-recycled crushed aggregate base (CAB)over the depth of engineered fill recommended below foundations. The aggregate base should be moisture conditioned to within optimum to three (3)percent over optimum moisture content, and compacted to a minimum of 95 percent relative compaction (ASTM D1557) to a non- yielding condition. 8.10.3 The slabs and underlying subgrade should be constructed in accordance with current American Concrete Institute (ACI) standards. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 45 8.10.4 The subgrade soils should be tested to verify that the in-situ moisture content is at least optimum just prior to placement of the aggregate base, the vapor retarding membrane,and construction of the slab. If the moisture is below optimum,the dry soils should be moisture conditioned to slightly above the optimum moisture content and maintained until vapor retarding membrane or concrete placement. The moisture content of the subgrade soils should be tested and proper moisture verified by the Walmart CTL within 48 hours of placement of the vapor retarding membrane or the concrete for the slab-on- grade if a vapor retarding membrane is not used. If necessary to achieve the recommended moisture content, the native subgrade could be over-excavated, moisture conditioned as necessary and compacted as engineered fill 8.10.5 ACI recommends that the interior slab-on-grade be placed directly on a vapor retarder when the potential exists that the underlying subgrade or sand layer could be wet or saturated prior to placement of the slab-on-grade. It is our understanding that the exposed slab-on-grade will be covered with vinyl ceramic tile. It is recommended that Stegowrap 15 or equivalent should be used where floor coverings,such as carpet and tile,are anticipated or where moisture could permeate into the interior and create problems. The layer of Stegowrap 15 should overlay the non-recycled aggregate base layer. It should be noted that placing the PCC slab directly on the vapor barrier will increase the potential for cracking and curling;however, ACI recommends the placement of the vapor retarding membrane directly below the slab to reduce the amount vapor emission through the slab-on-grade. Based on discussions with Stego Industries,L.L.C.,the Stegowrap can be placed directly on the AB and the concrete can be placed directly on the Stegowrap. It is recommended that the design professional obtain written confirmation from Stego Industries that this product is suitable for the specific project application. It is recommended that the slab be moist cured for a minimum of 7 days to reduce the potential for excessive cracking. The underslab membrane should have a high puncture resistance (minimum of approximately 2,400 grams of puncture resistance),high abrasion resistance, rot resistant, and mildew resistant. It is recommended that the membrane be selected in accordance with ASTM C 755,Standard Practice For Selection of Vapor Retarder For Thermal Insulation and conform to ASTM E 154 Standard Test Methods for Water Vapor Retarders Used in Contact with Earth Under Concrete Slabs,on Waters, or as Ground Cover. It is recommended that the vapor barrier selection and installation conform to the ACI Manual of Concrete Practice, Guide for Concrete Floor and Slab Construction (302.1R-96),Addendum, Vapor Retarder Location and ASTM E 1643, Standard Practice for Installation of Water Vapor Retarders Used In Contact with Earth or Granular Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 46 Fill Under Concrete Slabs. In addition, it is recommended that the manufacturer of the floor covering and floor covering adhesive be consulted to determine if the manufacturers have additional recommendations regarding the design and construction of the slab-on-grade,testing of the slab-on-grade, slab preparation,application of the adhesive, installation of the floor covering and maintenance requirements. It should be noted that the recommendations presented in this report are not intended to achieve a specific vapor emission rate. 8.10.6 The membrane should be installed so that there are no holes or uncovered areas. All seams should be overlapped and sealed with the manufacturer approved tape continuous at the laps so they are vapor tight. All perimeter edges of the membrane, such as pipe penetrations, interior and exterior footings,joints,etc., should be caulked per manufacturer’s recommendations. 8.10.7 Tears or punctures that may occur in the membrane should be repaired prior to placement of concrete per manufacturer’s recommendations. Once repaired,the membrane should be inspected by the contractor and the owner to verify adequate compliance with manufacture’s recommendations. 8.10.8 The moisture retarding membrane is not required beneath exposed concrete floors,such as warehouses and garages,provided that moisture intrusion into the structure are permissible for the design life of the structure. 8.10.9 Additional measures to reduce moisture migration should be implemented for floors that will receive moisture sensitive coverings. These include: 1) constructing a less pervious concrete floor slab by maintaining a low water- cement ratio as recommended by ACI in the concrete for slabs-on-grade,2) ensuring that all seams and utility protrusions are sealed with tape to create a "water tight"moisture barrier,3)placing concrete walkways or pavements adjacent to the structure, 4) providing adequate drainage away from the structure,5)moist cure the slabs for at least 7 days,and 6)locating lawns, irrigated landscape areas, and flower beds away from the structure. 8.10.10 The Contractor shall test the moisture vapor transmission through the slab, the pH,internal relative humidity,etc.,at a frequency and method as specified by the flooring manufacturer or as required by the plans and specifications,whichever is most stringent. The results of vapor transmission tests,pH tests,internal relative humidity tests, ambient building conditions,etc.should be within floor manufacturer’s and adhesive manufacturer’s specifications at the time the floor is placed. It is recommended that the floor manufacturer and subcontractor review and approve the test data prior to floor covering installation. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 47 8.10.11 To reduce the potential for damaging slabs during construction the following recommendations are presented:1)design for a differential slab movement of ½ inch relative to perimeter foundations; 2) provide aggregate base below the slabs;and 3)the loaded track and/or pad pressure of any crane which will operate on slabs or pavements should be considered in the design of the slabs and evaluated by the contractor prior to loading the slab. If cranes are to be used,the contractor should provide slab loading information to the slab design engineer to determine if the slab is adequate. 8.10.12 Backfill the zone above the top of footings at interior column locations, building perimeters,and below the bottom of slabs with an approved backfill and/or an aggregate base section as recommended herein for the area below interior slabs-on-grade. This procedure should provide more uniform support for the slabs which may reduce the potential for cracking. 8.10.13 If construction traffic will be traveling over the aggregate base material or the aggregate base will be used as a working surface,the contractor should determine an adequate aggregate base section thickness for the type and methods of construction proposed for the project. The proposed compacted subgrade can experience instability under high frequency concrete truck loads during slab construction resulting in heaving and depressions in the subgrade during critical pours. This condition becomes more critical during wet winter and spring months. Often the aggregate base can reduce the potential for instability under the construction traffic. 8.11 Exterior Slabs-On-Grade The recommendations for exterior slabs provided below are not intended for use for slabs subjected to vehicular traffic. Recommendations for asphaltic concrete pavements and Portland cement concrete slabs subjected to vehicular traffic are included in later sections of this report. 8.11.1 Site preparation for exterior slabs-on-grade should be prepared in accordance with the recommendations section entitled,“Site Preparation.” Exterior concrete slabs-on-grade located adjacent to the building should be supported on a minimum of 6 inches of aggregate base or non-recycled crushed aggregate base (CAB)over 6 inches of imported,non-expansive fill,over the subgrade soils prepared as recommended in the Site Preparation section of this report.Exterior concrete slabs-on-grade which are not located adjacent to the building should be supported on a minimum of 6 inches of aggregate base or non-recycled crushed aggregate base (CAB)over subgrade soils prepared as recommended in the Site Preparation section of this report. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 48 8.11.2 The exterior slabs-on-grade should be designed with thickened edges which extend to the bottom of the aggregate base below the slabs, or deeper as determined by the designer. This should reduce the potential for infiltration of water into the aggregate base below exterior slabs. 8.11.3 Since exterior sidewalks and flatwork are typically constructed at the end of the construction process,the moisture conditioning conducted during earthwork can revert to natural dry conditions. Placing concrete walks and finish work over dry or slightly moist subgrade should be avoided. Written test results indicating passing density and moisture tests should be in the general Contractor’s possession prior to placing concrete for exterior flatwork. 8.11.4 The exposed subgrade soils to receive imported engineered fills below exterior slabs should be tested to verify adequate compaction and moisture conditions prior to placing the imported engineered fills. If adequate compaction and moisture is not verified, the disturbed subgrade should be scarified,moisture conditioned to between optimum and three (3) percent above optimum moisture content and compacted to a minimum of 95 percent of the maximum dry density as determined by ASTM Test Method D1557. 8.11.5 The exposed imported engineered fill soils to receive aggregate base below exterior slabs should be tested to verify adequate compaction and moisture conditions prior to placing the aggregate base section, and also within 48 hours of placement of the concrete for the slab-on-grade. If adequate compaction and moisture is not verified,the disturbed subgrade should be over-excavated,scarified,and compacted to a minimum of 95 percent of the maximum dry density as determined by ASTM Test Method D1557 at between optimum and three (3) percent above optimum moisture content. 8.12 Asphaltic Concrete Pavements 8.12.1 The subgrade soils below asphaltic concrete pavements should be prepared as recommended in the Site Preparation section of this report. 8.12.2 The exposed subgrade soils to receive aggregate base below pavements should be tested to verify adequate compaction and moisture conditions prior to placing the aggregate base section,and also within 48 hours of placement of the pavements. If adequate compaction and moisture is not verified, the disturbed subgrade should be over-excavated,scarified,and compacted to a minimum of 95 percent of the maximum dry density as determined by ASTM Test Method D1557 at between optimum and three (3) percent above optimum moisture content. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 49 8.12.3 The contractor shall proof roll the subgrade of the areas to receive pavements prior to placement and compaction of the aggregate base (AB). All unstable areas should be removed,stabilized,and replaced with engineered fill to achieve a stable condition under the observation of the Walmart CTL. 8.12.4 Prior to placement of asphaltic concrete adjacent to slabs-on-grade, curbs, and gutters,the Contractor shall compact the area immediately adjacent to these features with equipment that can provide adequate compactive effort to the aggregate base adjacent to the vertical face of the concrete to achieve a dense, non-yielding condition. 8.12.5 Based on the results of the laboratory R-value testing included in this report, an R-value of 40 and an effective subgrade resilient modulus (MR)of 10,800 pounds per square inch were used to estimate the pavement section thicknesses. The subgrade modulus was estimated based upon a correlation included in the AASHTO Guide for Design of Pavement Structures and “drainage”conditions assumed based on the average monthly rainfall data for the site area. The following parameters were applied in the calculations based on the Walmart Geotechnical Investigation Specifications and Report Requirements: -A reliability of 85 percent; -A combined standard error (SO) of 0.45; -An initial serviceability index of 4.2; and -A terminal serviceability index 2.0. The AASHTO Road Test identified that 85 percent of the public considered the pavement condition unacceptable at a terminal serviceability index of 2.0. Based on the AASHTO Guide for Design of Pavement Structures, the following pavement section thicknesses were estimated for the standard and heavy duty pavements. Among the assumptions in the analysis, the pavement section design assumes that proper maintenance,such as sealing and repair of localized distress,will be performed on an as needed basis for longevity and safety,and that irrigation systems will be controlled to prevent excessive overspray and irrigation runoff onto the pavements. If the pavements are placed prior to construction, or if more frequent traffic is anticipated,Moore Twining should be contacted to re-evaluate the pavement sections. Cross sections depicting the pavement sections are included on Drawing No. 5 in Appendix A of this report. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 50 Table No. 3 Recommended Two-Layer Asphaltic Concrete Pavement Sections Pavement Type Traffic Index AC Thickness (inches) AB Thickness (inches) Compacted Subgrade (inches) Standard Duty (ESAL = 109,500) 7.0 3.5 6.0 12 Heavy Duty (ESAL = 335,800) 8.0 4.5 6.0 12 AC -Asphaltic Concrete compacted to an average relative compaction of 93 percent with no single test value below a relative compaction of 91 percent and not single test value being above a relative compaction of 97 percent of the reference laboratory design according to AASHTO T209 or ASTM D2041. AB -Aggregate Base compacted to at least 95 percent relative compaction (ASTM D-1557) Subgrade -Subgrade soils compacted to at least 95 percent relative compaction (ASTM D-1557) 8.12.6 The Contractor shall verify the thickness of the aggregate base prior to paving. The thickness shall be verified at a minimum frequency of 1 test location per 20,000 square feet of paved area. The test shall consist of excavating the aggregate base and measuring the thickness. The Contractor shall arrange for the Walmart Construction Testing Laboratory (CTL) to observe these tests. The Contractor shall provide these measurements and locations in writing to Walmart. The Contractor shall repair the areas indicating deficiencies at no cost to Walmart. 8.12.7 The completed pavements should be cored at the locations and frequency required by the specifications to verify proper thickness 8.12.8 Pavement section design assumes that proper maintenance,such as sealing and repair of localized distress,will be performed on an as needed basis for longevity and safety. 8.12.9 Pavement materials and construction method should conform to Sections 26 and 39 of the State of California Standard Specification Requirements. 8.12.10 The asphaltic concrete,including joint density,should be compacted to an average relative compaction of 93 percent,with no single test value being below a relative compaction of 91 percent, and no single test value being above a relative compaction of 97 percent, of the referenced laboratory density according to ASTM D2041. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 51 8.12.11 The asphalt concrete should comply with the requirements for a Type B asphalt concrete as described in Section 39 of the 2010 (non-revised)State of California Department of Transportation (Caltrans) standard specifications,or the requirements of the governing agency,whichever is most stringent. The contractor shall provide mix designs, prepared and signed by a registered civil engineer in California,to the Walmart CEC for review and approval prior to placement of asphaltic concrete. 8.12.12 If the paved areas are to be used during construction, or if the type and frequency of traffic are greater than assumed in design,the pavement section should be re-evaluated for the anticipated traffic. 8.13 Portland Cement Concrete (PCC) Pavements Recommendations for Portland cement concrete pavement structural sections are presented in the following subsections. The PCC pavement design assumes a minimum modulus of rupture of 550 psi. The design professional should specify where heavy duty and standard duty slabs are used based on the anticipated type and frequency of traffic. 8.13.1 The subgrade below Portland cement concrete pavement sections should be prepared as recommended in the Site Preparation section of these recommendations.Any soft or unstable areas identified during compaction should be removed and compacted as engineered fill. 8.13.2 The moisture content of the upper 12 inches of the subgrade soils should be tested and confirmed to be between optimum and three (3) percent above optimum prior to placement of the base section. 8.13.3 The following pavement section thicknesses were determined based on the minimum 20 year design life and the ESAL specified by Walmart for “Standard”and “Heavy Duty”pavements. A design modulus of subgrade reaction k-value of 215 psi/in,was used,considering a recommended 6-inch layer of aggregate base material (minimum R-Value of 78)over the on-site compacted soils. The designs are based on a design life of 20 years. The design thicknesses were prepared based on the procedures outlined in the Portland Cement Association (PCA)document,“Thickness Design for Concrete Highway and Street Pavements,” assuming the following: 1) minimum of 4,000 psi concrete,2)load transfer by aggregate interlock or dowels,3)with a concrete shoulder or thickened edge,4)a load safety factor of 1.1,and 5)truck loading consisting of 18 kip equivalent single axle loading as specified in the Walmart criteria. Cross sections depicting the pavement sections are included on Drawing No. 6 in Appendix A of this report. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 52 Pavement Type PCC Layer Thickness (inches) AB Layer Thickness (inches) Compacted Subgrade (inches) Standard Duty 6.5 6.0 12.0 Heavy Duty 6.5 6.0 12.0 PCC -Portland Cement Concrete (minimum Modulus of Rupture=550 psi) AB -Aggregate Base compacted to at least 95 percent relative compaction (ASTM D1557) Subgrade -Subgrade soils compacted to at least 95 percent relative compaction (ASTM D-1557) 8.13.4 The PCC pavement should be constructed in accordance with American Concrete Institute requirements,the requirements of the project plans and specifications,whichever is the most stringent. The pavement design engineer should include appropriate construction details and specifications for construction joints,contraction joints,joint filler,concrete specifications, curing methods, etc. 8.13.5 Concrete used for PCC pavements shall possess a minimum flexural strength (modulus of rupture)of 550 pounds per square inch. A minimum compressive strength of 4,000 pounds per square inch,or greater as required by the pavement designer,is recommended. Specifications for the concrete to reduce the effects of excessive shrinkage, such as maximum water requirements for the concrete mix, allowable shrinkage limits, contraction joint construction requirements,etc.should be provided by the designer of the PCC slabs. 8.13.6 The pavement section thicknesses provided above assumes the design and construction will include sufficient load transfer at construction joints. Coated dowels or keyed joints are recommended for construction joints to transfer loads. The joint details should be detailed by the pavement design engineer and provided on the plans. 8.13.7 Contraction and construction joints should include a joint filler/sealer to prevent migration of water into the subgrade soils. The type of joint filler should be specified by the pavement designer. The joint sealer and filler material should be maintained throughout the life of the pavement. 8.13.8 Contraction joints should have a depth of at least one-fourth the slab thickness,e.g.,1.5-inches for a 6-inch slab. Specifications for contraction joint spacing, timing and depth of sawcuts should be included in the plans and specifications. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 53 8.13.9 Stresses are anticipated to be greater at the edges and construction joints of the pavement section. A thickened edge is recommended on the outside of slabs subjected to wheel loads. 8.13.10 Joint spacing in feet should not exceed twice the slab thickness in inches, e.g.,12 feet by 12 feet for a 6-inch slab thickness. Regardless of slab thickness, joint spacing should not exceed 15 feet. 8.13.11 Lay out joints to form square panels. When this is not practical, rectangular panels can be used if the long dimension is no more than 1.5 times the short. 8.13.12 Isolation (expansion)joints should extend the full depth and should be used only to isolate fixed objects abutting or within paved areas. 8.13.13 Pavement section design assumes that proper maintenance such as sealing and repair of localized distress will be performed on a periodic basis. 8.13.14 Pavement construction should conform to Sections 40 and 90 of the State of California Standard Specifications. 8.14 Pervious Concrete Pavements for Proposed Parking Stalls Away from the Building The strength properties of pervious concrete pavements are anticipated to be significantly lower than a conventional,structural concrete pavement. Our previous experience testing pervious concrete indicates a range of modulus of rupture of about 200 to 300 pounds per square inch (psi) may be obtainable. Therefore, this report provides various section thicknesses for pervious concrete pavement sections considering modulus of rupture values of 200 psi,250 psi and 300 psi. The final thickness of the concrete pavement should be determined based on the modulus of rupture of the pervious concrete (mix)design developed by the manufacturer of the pervious concrete. It is recommended a submittal be provided to the owner, civil engineer and Moore Twining a minimum of 10 days prior to use of the material. The submittal should include the results of tests documenting the mix design characteristics (including minimum modulus of rupture,compressive strength, density, etc.), material proportions, and all supporting laboratory test data. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 54 8.14.1 Since the pervious pavements (such as those being planned) allow surface water to drain through the pavement surface,into the aggregate base, the design will result in flooding and saturation of the subgrade and aggregate base materials. These aspects of a pervious pavement are contrary to good pavement design and construction practices which collect and drain surface runoff away from the subgrade to preserve subgrade strength and stability in order to maximize the service life of pavements. Thus, pervious pavements would be anticipated to result in increased maintenance costs,distress,repair and replacement when compared with conventional pavement designs. Pervious concrete pavements are not recommended to be constructed near the proposed building or foundations. In addition, documents such as the ACI Manual of Concrete Practice (ACI 522R)indicate that the success of pervious concrete pavement applications has been mixed: “Further research is needed to improve the strength and durability of pervious concrete.” At this time, design procedures for pervious concrete structural capacity are limited to application of conventional concrete pavement design methods. In our opinion,the use of these design procedures may not be the most appropriate for pervious pavement design,which do not specify reduced subgrade strength characteristics for the pavements due to inundated base sections. It is our opinion that the design procedures used are subject to more variations in performance when applied to pervious concrete. 8.14.2 Pervious pavement construction is typically limited within sidewalks and parking stalls and is not extended for areas of higher loading due to poor long term performance under cyclical vehicle loading.In the event pervious pavements are constructed within drive aisles, the maintenance costs, distress, repair and replacement would be increased when compared with pervious pavements within parking stalls. 8.14.3 Due to the poor drainage characteristics of the near surface soils,the presence of shallow groundwater,and the cementation noted within the near surface soils in the majority of the borings,it would not be recommended to rely on a long term infiltration capacity for the near surface soils for disposal of stormwater. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 55 8.14.4 Migration of water from the pervious pavement storage rock section below the adjacent pavements would be expected to reduce the life of the adjacent asphalt concrete pavements and may create other maintenance concerns due to seepage water. To reduce these concerns, waterproof barriers/cutoffs such as thickened edges should be provided from the edge of the pervious pavement section to the bottom of the aggregate base section to reduce the potential for lateral migration of subsurface water from the drain rock section under the pervious pavements. The membrane will also reduce the potential for migration of adjacent subgrade soils into the base section of the pervious pavements. 8.14.5 After site stripping,removal of root systems and removal of existing surface and subsurface improvements,areas of proposed pervious pavements should be over-excavated as recommended in the “Site Preparation”section of this report. The upper 12 inches of subgrade soils should be compacted to a minimum of 95 percent relative compaction (ASTM D 1557) at a moisture content of between optimum and three (3)percent over optimum moisture content. 8.14.6 The following pavement section thicknesses are based on a design modulus of subgrade reaction (k-value)of 100 psi/in. The section thickness was determined based on a design life of 20 years based on the standard duty loading. Pervious pavements are not recommended in drive aisles or heavy duty paving areas. The design thicknesses were prepared based on the procedures outlined in the ACI Manual of Concrete Practice, section ACI 330R assuming the following:1)a minimum of modulus of rupture as listed in the following table,and 2)a modulus of subgrade reaction (k-value)of 100 psi/in. If greater traffic loading is anticipated, Moore Twining should be contacted to provide alternative recommendations. The pavement section thickness for the pervious concrete pavements should be selected based on the minimum modulus of rupture achieved by the pervious concrete pavement mix design. It is recommended the pervious concrete pavement manufacturer provide laboratory test results indicating that the pervious concrete mix proposed for use meets the minimum modulus of rupture required for design to the Owner,Civil Engineer,and Moore Twining a minimum of 10 days prior to construction. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 56 Traffic Index Concrete Modulus of Rupture, MR (psi) Pervious Concrete Pavement Layer Thickness (inches) Compacted Aggregate Base, AB, Thickness (inches) Filter Fabric Compacted Subgrade (inches) Standard Duty Paving for Parking Stalls 7.0 200 10.0 Per Civil Engineer 12.0 7.0 250 9.0 Per Civil Engineer 12.0 7.0 300 8.0 Per Civil Engineer 12.0 MR-Pervious Concrete minimum Modulus of Rupture (flexural strength) Geotextile Layer- A layer of Mirafi 600X should be placed between the subgrade soils and the base section Subgrade -Prepare subgrade in accordance with the “Site Preparation” section of this report. The final 12 inches of subgrade soils should be compacted to at least 95 percent relative compaction (ASTM D-1557)at a moisture content between optimum and three (3)percent above optimum moisture content. However, in the event that a minimum infiltration rate has been assumed,the designer may require that compaction effort not be applied to the subgrade soils. The designer should specify the required preparation for the subgrade soils on the plans. Notes-1. The aggregate base section thicknesses and material requirements for stormwater design purposes should be specified by the project civil engineer; however, the aggregate base section thicknesses provided should not be less than 18 inches. 2. A cutoff such as a thickened edge, deepened concrete curb or waterproof barrier should be provided along all the edges of the pervious pavement base section,extending into the subgrade soils to prevent lateral migration of water into the adjacent subgrade soils and aggregate base section below adjacent improvements. 8.14.7 Prior to placement of any aggregate base material,in order to reduce migration of fines into the aggregate base materials,it is recommended that the bottom of the prepared subgrade soils be lined with a geotextile fabric (specified by the Civil Engineer). The geotextile fabric should be overlapped at joints per the manufacturer’s requirements. 8.14.8 The pervious concrete pavement should be constructed in accordance with the requirements of the ACI Manual of Concrete Practice,“Specification of Pervious Concrete Pavement”(ACI 522.1),this report and the project plans, whichever is the most stringent. 8.14.9 Concrete used for pervious concrete pavements shall possess a minimum flexural strength (modulus of rupture)of 200,250,or 300 pounds per square inch as specified based on the final thickness of the pavement section (see table herein). The final pavement thickness should be selected based on the minimum modulus of rupture achieved by the pervious concrete mix. A Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 57 minimum compressive strength of 2,000 pounds per square inch, or greater as required by the pavement designer, is recommended. Specifications for the concrete to reduce the effects of excessive shrinkage,such as limiting the maximum water requirements for the concrete mix should be incorporated into the pervious concrete mix. 8.14.10 Contraction joint construction,including spacing,layout,depth,timing,etc. should be conducted in accordance with the requirements of ACI 522.1, “Specification for Pervious Concrete Pavement.” 8.14.11 Pavement section design assumes that proper maintenance such as cleaning, vacuuming,removal of fines,and repair of localized distress will be performed on a periodic basis. The requirements for maintenance, cleaning and identification of restricted uses of the pavement should be specified by the civil engineer. The owner and operator of the facility should be notified of these requirements. 8.15 Temporary Excavations 8.15.1 It is the responsibility of the contractor to provide safe working conditions with respect to excavation slope stability. The contractor is responsible for site slope safety,classification of materials for excavation purposes, and maintaining slopes in a safe manner during construction. The grades, classification and height recommendations presented for temporary slopes are for consideration in preparing budget estimates and evaluating construction procedures. 8.15.2 Temporary excavations should be constructed in accordance with CAL OSHA requirements. Temporary cut slopes should not be steeper than 1.5:1, horizontal to vertical,and flatter if possible. If excavations cannot meet these criteria, the temporary excavations should be shored. 8.15.3 In no case should excavations extend below a 1.5H to 1V zone below existing improvements which are to remain after construction. Excavations which are required to be advanced below the 1.5H to 1V envelope should be shored to support the soils, foundations, and slabs. 8.15.4 Shoring should be designed by an engineer with experience in designing shoring systems and registered in the State of California. Moore Twining should be provided with the shoring plan to assess whether the plan incorporates the recommendations in the geotechnical report. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 58 8.15.5 Excavation stability should be monitored by the contractor. Slope gradient estimates provided in this report do not relieve the contractor of the responsibility for excavation safety. In the event that tension cracks or distress to the structure occurs, during or after excavation, Walmart should be notified immediately and the contractor should take appropriate actions to minimize further damage or injury. 8.16 Utility Trenches 8.16.1 Based on the shallow depth to groundwater encountered, the Contractor should be aware that dewatering may be required for excavations near or below the depth of groundwater (anticipated to be as high as approximately 10 feet BSG). The contractor should anticipate the need for stabilization and dewatering for utility trench construction near groundwater. 8.16.2 Trenches excavated through areas of non-expansive fill should be selectively excavated and backfilled to re-establish the minimum specified non- expansive fill section. In the event non-expansive fill materials become co- mingled with expansive soils, additional imported non-expansive fill materials will be required to establish the non-expansive fill sections recommended in this report. 8.16.3 The utility trench subgrade should be prepared by excavation of a neat trench without disturbance to the bottom of the trench. If sidewalls are unstable, the Contractor shall either slope the excavation to create a stable sidewall or shore the excavation. All trench subgrade soils disturbed during excavation, such as by accidental over-excavation of the trench bottom,or by excavation equipment with cutting teeth,should be compacted to a minimum of 95 percent relative compaction prior to placement of bedding material. The Contractor shall use such equipment as necessary to achieve a smooth undisturbed native soil surface at the bottom of the trench with no loose material at the bottom of the trench. The Contractor shall either remove all loose soils or compact the loose soils as engineered fill prior to placement of bedding, pipe and backfill of the trench. 8.16.4 The recommendations provided in this report include placement of an imported non-expansive engineered fill section below interior and exterior slabs on grade. Thus, utility trench backfill below the slabs will be required to selectively excavate,stockpile and backfill the non-expansive fill such that the non-expansive fill material is replaced in the upper section of the trench Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 59 backfill to match the thickness of the recommended non-expansive fill. The onsite clay soils or mixtures of the imported,non-expansive fill and clay soils should not be used as fill within 12 inches of concrete slabs on grade within the building pad,nor 6 inches below exterior slabs located outside the building pad. 8.16.5 The trench width,type of pipe bedding,the type of initial backfill, and the compaction requirements of bedding and initial backfill material for utility trenches (storm drainage,sewer, water, electrical, gas, cable, phone, irrigation,etc.)should be specified by the project Civil Engineer or applicable design professional in compliance with the manufacturer’s requirements, governing agency requirements and this report,whichever is more stringent. The contractor is responsible for contacting the governing agency to determine the requirements for pipe bedding, pipe zone and final backfill. The contractor is responsible for notifying Walmart if the requirements of the agency and this report conflict,the most stringent applies. For flexible polyvinylchloride (PVC)pipes,these requirements should be in accordance with the manufacturer’s requirements or ASTM D-2321,whichever is more stringent,assuming a hydraulic gradient exists (gravel,rock,crushed gravel, etc.cannot be used as backfill on the project). The width of the trench should provide a minimum clearance of 8 inches between the sidewalls of the pipe and the trench,or as necessary to provide a trench width that is 12 inches greater than 1.25 times the outside diameter of the pipe,whichever is greater. As a minimum,the pipe bedding should consist of 4 inches of compacted (95 percent relative compaction)select sand with a minimum sand equivalent of 30 and meeting the following requirements:100 percent passing the 1 inch sieve,and not more than 10 percent passing the No. 200 sieve. The bottom of the trench should be compacted as engineered fill prior to placement of the pipe bedding. The haunches and initial backfill (12 inches above the top of pipe)should consist of a select sand meeting these sand equivalent and gradation requirements that is placed in maximum 6-inch thick lifts and compacted to a minimum relative compaction of 95 percent using hand equipment. The final fill (12 inches above the pipe to the surface) should be on-site or imported soils placed as engineered fill. The project civil engineer should take measures to control migration of moisture in the trenches such as slurry collars, etc. 8.16.6 If ribbed or corrugated HDPE or metal pipes are used on the project,then the backfill should consist of select sand with a minimum sand equivalent of 30, 100 percent passing the 1/4 inch sieve,a minimum of 90 percent passing the No.4 sieve and not more than 10 percent passing the No. 200 sieve. The Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 60 sand shall be placed in maximum 6-inch thick lifts, extending to at least 1 foot above the top of pipe,and compacted to a minimum relative compaction of 95 percent using hand equipment. Prior to placement of the pipe, as a minimum,the pipe bedding should consist of 4 inches of compacted (95 percent relative compaction) sand meeting the above sand equivalent and gradation requirements for select sand bedding. The width of the trench should meet the requirements of ASTM D2321 listed in Table No. 4 (minimum manufacturer requirements). As an alternative to the trench width recommended above and the use of the select sand bedding, a lesser trench width for HDPE pipes may be used if the trench is backfilled with a 2-sack sand-cement slurry from the bottom of the trench to 1 foot above the top of the pipe. Table No. 4 Minimum Trench Widths for HDPE Pipe with Select Sand Bedding as Initial Backfill Inside Diameter of HDPE Pipe (inches) Outside Diameter of HDPE Pipe (inches) Minimum Trench Width (inches) per ASTM D2321-00 12 14.2 30 18 21.5 39 24 28.4 48 36 41.4 64 48 55 80 60 67.3 96 8.16.7 Open graded gravel and rock material such as ¾-inch crushed rock or ½-inch crushed rock should not be used as backfill including trench backfill. In the event gravel or rock is required by a regulatory agency for use as backfill (Contractor to obtain a letter from the agency stating the requirement for rock and/or gravel as backfill),all open graded materials shall be fully encased in a geotextile filter fabric,such as Mirafi 140N, to prevent migration of fine grained soils into the porous material. 8.16.8 Utility trench backfill placed in or adjacent to building areas,exterior slabs or pavements should be moisture conditioned to within optimum to 3 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. The Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 61 contractor should use appropriate equipment and methods to avoid damage to utilities and/or structures during placement and compaction of the backfill materials. 8.16.9 Trench backfill should be placed in 8 inch lifts, moisture conditioned to within optimum to three (3) percent above optimum and compacted to achieve the minimum relative compaction requirements. Lift thickness can be increased if the contractor can demonstrate the minimum compaction requirements can be achieved. 8.16.10 On-site soils and approved imported engineered fill may be used as final backfill (12 inches above the pipe to the ground surface) in trenches. However,rocks greater than 3 inches in any dimension will not be permitted in backfill placed between 1 foot above the top of any pipe and subgrade. 8.16.11 Jetting of trench backfill is not allowed to compact the backfill soils. 8.16.12 Where utility trenches extend from the exterior to the interior limits of a building, lean concrete should be used as backfill material for a minimum distance of 2 feet laterally on each side of the exterior building line to prevent the trench from acting as a conduit to exterior surface water. 8.16.13 Storm drains and/or utility lines should be designed to be “watertight.” If encountered,leaks should be immediately repaired. Leaking storm drain and/or utility lines could result in trench failure,sloughing and/or soil heave causing damage to surface and subsurface structures,pavements,flatwork, etc. In addition, landscaping irrigation systems should be monitored for leaks. It is recommended and the Contractor should be required to video inspect and/or pressure test the pipelines prior to placement of foundations, slabs-on-grade or pavements to verify that the pipelines are constructed properly and are “watertight.” The Contractor shall provide the Owner a copy of the video tape and a written summary of the pipe conditions prepared by the video inspection firm. The Contractor is required to repair all noted deficiencies at no cost to the owner. The Contractor should confirm,in writing,that the deflection of the HDPE pipe is within the requirements of the manufacturer after the pipe is installed and backfilled. 8.16.14 The plans should note that all utility trenches, including electrical lines, irrigation lines,etc.should be compacted to a minimum relative compaction of 95 percent per ASTM D-1557. 8.16.15 Utility trenches should not be constructed within a zone defined by a line that extends at an inclination of 1.5 horizontal to 1 vertical downward from the bottom of building foundations. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 62 8.17 Corrosion Protection 8.17.1 Buried metal objects should be protected in accordance with the manufacturer's recommendations based on a “highly corrosive” corrosion potential. The evaluation was limited to the effects of soils to metal objects; corrosion due to other potential sources,such as stray currents and groundwater,was not evaluated. If piping or concrete are placed in contact with deeper soils or engineered fill,these soils should be analyzed to evaluate the corrosion potential of these soils. 8.17.2 Corrosion of concrete due to sulfate attack is not anticipated based on the concentration of sulfates determined for the near-surface soils (0.0021, 0.0054,and “none detect”percent by dry weight concentrations of sulfate (minimum detection limits of 0.00060 percent)). According to provisions of ACI 318,section 4.3,the sulfate concentration falls in the negligible classification (0.00 to 0.10 percent by weight)for concrete. Thus, Type I or II cement may be used for concrete mixes in contact with the subsurface soils. 8.17.3 These soil corrosion data should be provided to the manufacturers or suppliers of materials that will be in contact with soils (pipes or ferrous metal objects,etc.) to provide assistance in selecting the protection and materials for the proposed products or materials. If the manufacturers or suppliers cannot determine if materials are compatible with the soil corrosion conditions,a professional consultant,i.e., a corrosion engineer, with experience in corrosion protection should be consulted to design parameters. Moore Twining is not a corrosion engineer; thus, cannot provide recommendations for mitigation of corrosive soil conditions. It is recommended that a corrosion engineer be consulted for the site specific conditions. 9.0 DESIGN CONSULTATION 9.1 Moore Twining should be provided the opportunity to review those portions of the contract drawings and specifications that pertain to earthwork operations and foundations prior to finalization to determine whether they are consistent with our recommendations. 9.2 It is the client's responsibility to provide plans and specification documents for our review prior to their issuance for construction bidding purposes. 9.3 If Moore Twining is not afforded the opportunity for review,we assume no liability for the misinterpretation of our conclusions and recommendations. This review is documented by a formal plan/specification review report provided by Moore Twining. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 63 10.0 CONSTRUCTION MONITORING 10.1 In the event that the earthwork operations for this project are conducted such that the construction sequence is not continuous, (or if construction operations disturb the surface soils)it is recommended that the exposed subgrade that will receive floor slabs,pavements,etc.be tested to verify adequate compaction and/or moisture conditioning. If adequate compaction or moisture contents are not verified, the fill soils should be over-excavated,scarified,moisture conditioned and compacted are recommended in the Recommendations of this report. 11.0 NOTIFICATION AND LIMITATIONS 11.1 The conclusions and recommendations presented in this report are based on the information provided regarding the proposed construction,and the results of the field and laboratory investigation, combined with interpolation of the subsurface conditions between boring locations. 11.2 The nature and extent of subsurface variations between borings may not become evident until construction. 11.3 If variations or undesirable conditions are encountered during construction,Moore Twining should be notified promptly so that these conditions can be reviewed and our recommendations reconsidered where necessary. It should be noted that unexpected conditions frequently require additional expenditures for proper construction of the project. 11.4 If the proposed construction is relocated or redesigned, or if there is a substantial lapse of time between the submission of our report and the start of work (over 12 months)at the site,or if conditions have changed due to natural cause or construction operations at or adjacent to the site,the conclusions and recommendations contained in this report should be considered invalid unless the changes are reviewed and our conclusions and recommendations modified or approved in writing. 11.5 Changed site conditions,or relocation of proposed structure,may require additional field and laboratory investigations to determine if our conclusions and recommendations are applicable considering the changed conditions or time lapse. 11.6 The conclusions and recommendations contained in this report are valid only for the project discussed in Section 3.4, Anticipated Construction. The use of the information and recommendations contained in this report for structures on this site not discussed herein or for structures on other sites not discussed in Section 3.3,Site Description is not recommended. The entity or entities that use or cause to use this report or any portion thereof for another structure or site not covered by this report shall hold Moore Twining, its officers and employees harmless from any and all claims and provide Moore Twining’s defense in the event of a claim. Proposed Walmart Store #2077 D82109.01-01 SWC of Cental Avenue and Cambern Avenue Lake Elsinore, California March 5, 2018 Page No. 64 11.7 This report has been prepared for the exclusive use of the CEC (Greenberg Farrow), Walmart and their successors. This report is issued with the understanding that it is the responsibility of the client to transmit the information and recommendations of this report to developers,owners,buyers,architects, engineers, designers, contractors, subcontractors,and other parties having interest in the project so that the steps necessary to carry out these recommendations in the design,construction and maintenance of the project are taken by the appropriate party. 11.8 This report presents the results of a geotechnical engineering investigation only and should not be construed as an environmental audit or study. 11.9 Our professional services were performed, our findings obtained, and our recommendations prepared in accordance with generally-accepted engineering principles and practices. This warranty is in lieu of all other warranties either expressed or implied. 11.10 Reliance on this report by a third party (i.e.,that is not a party to our written agreement)is at the party's sole risk. If the project and/or site are purchased by another party,the purchaser must obtain written authorization and sign an agreement with Moore Twining in order to rely upon the information provided in this report for design or construction of the project. We appreciate the opportunity to be of service to Greenberg Farrow. If you have any questions regarding this report, or if we can be of further assistance, please contact us at your convenience. Sincerely, MOORE TWINING ASSOCIATES, INC. Geotechnical Engineering Division Allen H. Harker, PG Professional Geologist Read L. Andersen, RGE Manager A-1 D82109.01 APPENDIX A DRAWINGS Drawing No. 1 -Site Location Map Drawing No. 2 -Test Boring and CPT Location Map Drawing No. 3 -Area of Former Residential Structures Drawing No. 4 -Retaining Wall and Loading Dock Wall Drainage Details Drawing No. 5 -Two Layer AC Pavement Section Thickness Details Drawing No. 6 -Portland Cement Concrete Pavement Thickness Details ExsLmmcSIGNAL (T0\ ^i^BE ' 'WE MODIF1SD) ^0[ BiS-AU.—';RIGHT UiftN- ^—^GENERAL COMMERCIAL x \^.:-_Vr -_^~—- s_pE_°^ rems-CT (USE: RESIDENTIAL) ' 1^^| .L____ /:. CAIVIBERN AVE. • (SECONDARY HWY':WROW), tj-^mia^^-^MAOUTLOT 1 I ""O-^R"U- ,,,_CD^IIV.OI^Q B-56 «; TB-5^CPT-2 B.8.(^98.^^tl-&41tH^^TA^g^F;rr%«w-a Ntt-11%t5 m 'i]£:--v--<;?HAR(?I.MG 5' SiDEW^L.K"*' ^ 69 ^&fesr~---.-JiT'|r1J -TT^smpna J^VMB^3 •-c^BMt®" :8T;9~4l ^^M(TrP)WSaS-S3^ ^ZA- -5\y TRlE^WlLLL,I BE!} 7\: "B-18| , t!^»:^WMi%^N^B^tM't^y^jB^^fm^fiLJEfi°rJotri-Lbt'3 -^CS^-J-A ±°f68ACG ! i—ol I WWW[WWM 9; S •/r^B-^8 „ , , TB-2? ~?--—-—-1 r®,^^...^%^-u.^1^" -TB-13x^.-i^ APPROXIMATE LIMITS OF AREAS PREVIOUSLY OCCUPIED BY SINGLE FAMILY HOMES AND SCATTERED EUCALYPTUS TREES (SEE DRAWING NO. 3) [-—] APPROXIMATE LIMITS OF DENSE EUCALYPTUS TREE GROVE F—i APPROXIMATE LIMITS OF SOILS BERMS AS NOTED DURING JULY 20111NVESTIGATION EXISTING RES/DENTIAL DEVELOPED LAND CPT-1 A APPROXIMATE LOCATION OF CONE PENETRATION TEST (CPT) ^ B-1 -^ ^( '; APPROXIMATE LOCATION OF FORMER DEBRIS/SOIL PILES ^^.y DRAINAGE EROSION FEATURES B-1fik APPROXIMATE TEST BORING LOCATION Gp-1 <S APPROXIMATE PERMEABILITY TEST LOCATION (F=2') APPROXIMATE THICKNESS OF FILL SOILS ENCOUNTERED ^150 APPROXIMATE SCALE IN FEET TEST BORING AND CPT LOCATION MAP PROPOSED WALMART STORE NO. 2077 SOUTHWEST CORNER OF CENTRAL AVENUE (ROUTE 74) AND CAMBERN AVENUE LAKE ELSINORE, CALIFORNIA FILE NO. 82109-01-02 DRAWN BY: RM PROJECT NO. D82109.01 DATE DRAWN: 03/02/18 APPROVED BY: DRAWING NO. 2 ) MOORE TWINING ^^SM i i / o^ 1 '-^-^<w^?p%^^!^^/:SS^ H ["e£SL^_"_~^/ L/. . . _ — . . . ."'.'^. .'•':';","_• IP.~TA^<;ES%!2831 P1^2. FLUSH, ;/'^.Z^ —F'.I^S^ ^—CAMBERN AVENUE ^°l".^;!s.;gnBPSi^^!/7^7CT®;FT=f^ .^'PT^PAROEJ/ IPABCEL.nPTR:N^Cfe\ ,PARbELPARCEL MAP 88-J'LB) 35/26=^=^^E-^=—^|^ ^ |^;qPTR PA—. /\^ pfi^n i /IJ (PTR PA._Jsi.SJABUSHLJ AT 5PUI Bt-TWLfcN UEX1 EH/AVLMULAND CAMBERfr-WEWjlE PER UNDERLYING MAP.CQt/MON j-QT-ltN^ HORTriWESTERLY /•1-^(i 377-09b-b33 !-.,OlffNER: GOHZALES RWL C29483 3RD ST.*J<£ ELS1KORE. CA 92332ZOMftO: R-A-20000iGfiANT DEED:©AREA OFFORMER POOL*) _ STRUCTURES PREVIOUSLYREMOVED IN 2012^,100APPROXIMATE SCALEIN FEETAREA OF FORMER RESIDENTIAL STRUCTURESPROPOSED WALMART STORE NO. 2077SOUTHWEST CORNER OF CENTRAL AVENUE(ROUTE 74) AND CAMBERN AVENUELAKE ELSINORE, CALIFORNIAFILE NO.82109-01-02DRAWN BY:RMPROJECT NO.D82109.01DATE DRAWN:03/02/18APPROVED BY:DRAWING NO.3MOORE TWININGASSOCIA TES, INC. sw^'^i't^'^me•;,„-»-«,-«»•«-flf^?0'^S'/M6Ses~"•Efi!-te, FLUSHm.D 'OUND 1" SP, T^C^-M^Hf;LO 700C FEE" SC'SH ^&^-TO ^.TAP^SH.J;.;L?';i;£<-r^N;'....(. .'r...T-iifilj .57RL£7 ^-3"-.;A^£RN"-AVDU?.?«fI \ww'^-/il;i !1it'S!lPTRPARCEl:PARCELJ-lli&-.igtsl I^J~ ^ I ,<"»..a:'/,"•&'. s'p, ^M'-•uJ;i:'~wk ^,\ 3-1" <t°vw00PTRPAMJElj/\ PARCELiPARCSL. iViAP 89M.Q: 36/2S4:-r^^i.: ... , ;°;^-y].u/].P, -WGECi. DISTANT—-^—^/\'' n-ic'^ .-' <:.wcs-s^^ /"PTR, PA' PARC"•&^2,&,^z.0:Q':i!UPTR PAFPARCy.S -^ -- -^.X iJSED^^K.-NE.8giiAREA OFFORMER POOLPi-a^'.:i'-a-s'II!-LLJUJQ^(f)Q^Ih-m:.I /;1R"..MsSt- !.:^1..t.'AiAfc-.^hJ A; -.ai-U! yL;','.--i-^ Uc-.t^K ^,-_NULWC CA?,iB£R^ •WH.NJL PER JllC-?...--!r~.:i t.t.^PHL-D FOR ceyyor'4 L3~ L'NL: );jr-:T-i\'<E'-iTLR,-'i'f-WK: A77-0f)t}^}33ffWUt:. GWffALES IVLL C; '294.S9 3RD ST. ;J^Kt El$i?3ft£. CA 925;.;; ZOMtMS; R-A-ZCtC-OGRWT DEEEi: IB^WO'ir't0 '-h c. BJTs 11-!^1s>^II3§e( ,y') , STRUCTURES PREVIOUSLYREMOVED IN 2012;s"-<£DEXTER AVENUE._u—^100APPROXIMATE SCALEIN FEETAREA OF FORMER RESIDENTIAL STRUCTURESPROPOSED WALMART STORE NO. 2077SOUTHWEST CORNER OF CENTRAL AVENUE(ROUTE 74) AND CAMBERN AVENUELAKE ELSINORE, CALIFORNIAFILE NO.82109-01-02DRAWN BY:RMPROJECT NO.D82109.01DATE DRAWN:03/02/18APPROVED BY:DRAWING NO.3MOORE TWININGASSOCIATES, INC. RETAINING WALL DRAINAGE DETAILFINISHED GROUND SURFACERETAIN ING WALLFINISHED GRADE / SURFACE4str...l1 .IMPORTED GRANULAR FILL(SEE SECTION 8.7.4OF GEOTECHNICAL REPORT)1,€%/^Wff^' i •• •Vfs'hn!'%%/'!- ''.!%ivmwn'•\Ky^iL\-'. • 'iVf'12" MINIMUM WIDTH; 1.5 CUBIC FOOT PERLINEAL FOOT OR^ALTRANS CLASS IIPERMEABLE M-ATERIAL4" MIN P^FORATED DRAIN PIPE.. .4*,vLOADING DOCK WALL DRAINAGE DETAILIdt'A .LOADING DOCK WALL_T_LOADING DOCK RAMP.<&. .'4•^FINISHED PAVEMENT SURFACEIMPORTEDGRANULAR FILL(SEE SECTION8.7.4 OFGEOTECHNICALREPORT)^MIN PERFORATED DRAIN PIPEDRAIN SURROUNDED BY MIN. 1.0 CUBIC FOOTPER UNEAL FOOT OF 3/4" OPEN GRADED ROCKFULLY ENCAPSULATED BY A GEOTEXTILE FILTERFABRIC (140N OR EQUAL).WEEP HOLES BAY BE USED IN LIEU OFPERFORATED PIPE AT LOADING DOCK WALLSONLY PROVIDED THEY DO NOT HAVE THEPOTENTIAL FOR CLOGGING AND DISCHARGE TOAN APPROVED DRAINAGERETAINING WALL AND LOADING DOCK WALLPROPOSED WALMART STORE NO. 2077SOUTHWEST CORNER OF CENTRAL AVENUE(ROUTE 74) AND CAMBERN AVENUELAKE ELSINORE, CALIFORNIAFILE NO.82109-01-02DRAWN BY:RMPROJECT NO.D82109.01DATE DRAWN:03/02/18APPROVED BY:DRAWING NO.4MOORE TWININGASSOCIATES, INC. ASPHALTIC CONCRETE PAVEMENT SECTIONSTWO-LAYERSTANDARD DUTY (Tl = 7.0)3.5"[><><>€>0<><><><><X><><>^12.0" MINIMUMTYPE B ASPHALTIC CONCRETE (1)CLASS 2 AGGREGATE BASE (2)COMPACTED SUBGRADE (95% RELATIVE COMPACTION) (3)HEAVY DUTY (Tl = 8.0)12.0" MINIMUMTTYPE B ASPHALTIC CONCRETE (1)CLASS 2 AGGREGATE BASE (2)COMPACTED SUBGRADE (95% RELATIVE COMPACTION) (3)NOTES: 1) IN ACCORDANCE WITH SECTION 39 OF THE CALIFORNIADEPARTMENT OF TRANSPORTATION, STANDARDSPECIFICATION.2) IN ACCORDANCE WITH SECTION 26 OF THE CALIFORNIADEPARTMENT OF TRANSPORTATION, STANDARDSPECIFICATION.3) PREPARE SUBGRADE BY OVER-EXCAVATION TO A MINIMUMDEPTH OF 12 INCHES BELOW PRECONSTRUCTION SITE GRADES,TO THE DEPTH REQUIRED TO REMOVE ALL TREE ROOTS, OR 12INCHES BELOW THE BOTTOM OF THE AGGREGATE BASE,WHICHEVER IS GREATER. FOLLOWING EXCAVATION, THEEXPOSED SUBGRADE SOILS SHALL BE SCARIFIED TO A MINIMUMDEPTH OF 8 INCHES, MOISTURE CONDITIONED TO WITHINOPTIMUM TO THREE (3) PERCENT ABOVE OPTIMUM MOISTURECONTENT AND COMPACTED AS ENGINEERED FILL. WHEREUNSTABLE SOILS ARE ENCOUNTERED THE BOTTOM OFOVER-EXCAVATION SHOULD BE STABILIZED IN ACCORDANCEWITH THE PROJECT SPECIFICATIONSTWO-LAYER AC PAVEMENT SECTION THICKNESSPROPOSED WALMART STORE # 2077-66SOUTHWEST CORNER OF CENTRAL AVENUE(ROUTE 74) AND CAMBERN AVENUELAKE ELSINORE, CALIFORNIAFILE NO.82109-01-02DRAWN BY:RMPROJECT NO.D82109.01DATE DRAWN:07/08/11APPROVED BY:DRAWING NO.5MOORE TWININGASSOCIATES, INC. PORTLAND CONCRETE PAVEMENT SECTIONSSTANDARD DUTY12.0" MINIMUMPORTLAND CEMENT CONCRETE (1)CLASS 2 AGGREGATE BASE (2)COMPACTED SUBGRADE (95% RELATIVE COMPACTION) (3)HEAVY DUTY6.5"T6.0"'*. '•< .'<<" ;d . . • •d12.0" MINIMUMPORTLAND CEMENT CONCRETE (1)CLASS 2 AGGREGATE BASE (2)COMPACTED SUBGRADE (95% RELATIVE COMPACTION) (3)NOTE: 1) PCC DESIGNER TO SPECIFY COMPRESSIVE STRENGTH REQUIREMENTS,CONCRETE MIX SPECIFICATIONS, DETAILS FOR CONSTRUCTION JOINTS,CONTRACTION JOINTS, JOINT FILLER, CONCRETE CURING, ETC. LOADTRANSFER SHOULD BE DESIGNED AT JOINTS.2) IN ACCORDANCE WITH SECTION 26 OF THE CALIFORNIA DEPARTMENT OFTRANSPORTATION, STANDARD SPECIFICATIONS.3) PREPARE SUBGRADE BY OVER-EXCAVATION TO A MINIMUM DEPTH OF 12INCHES BELOW PRECONSTRUCTION SITE GRADES, TO THE DEPTH REQUIREDTO REMOVE ALL TREE ROOTS, OR 12 INCHES BELOW THE BOTTOM OF THEAGGREGATE BASE, WHICHEVER IS GREATER. FOLLOWING EXCAVATION, THEEXPOSED SUBGRADE SOILS SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 8INCHES, MOISTURE CONDITIONED TO WITHIN OPTIMUM TO THREE (3) PERCENTABOVE OPTIMUM MOISTURE CONTENT AND COMPACTED AS ENGINEERED FILL.WHERE UNSTABLE SOILS ARE ENCOUNTERED THE BOTTOM OFOVER-EXCAVATION SHOULD BE STABILIZED IN ACCORDANCE WITH THEPROJECT SPECIFICATIONSPORTLAND CEMENT CONCRETE PAVEMENTPROPOSED WALMART STORE # 2077-66SOUTHWEST CORNER OF CENTRAL AVENUE(ROUTE 74) AND CAMBERN AVENUELAKE ELSINORE, CALIFORNIAFILE NO.82109-01-02DRAWN BY:RMPROJECT NO.D82109.01DATE DRAWN:07/08/11APPROVED BY:DRAWING NO.6MOORE TWININGASSOCIA TES, INC. B-1 D82109.01 APPENDIX B LOGS OF BORINGS AND CPTS This appendix contains the final logs of borings and CPTs. These logs represent our interpretation of the contents of the field logs and the results of the field and laboratory tests. The logs and related information depict subsurface conditions only at these locations and at the particular time designated on the logs. Soil conditions at other locations may differ from conditions occurring at these test boring and CPT locations.Also,the passage of time may result in changes in the soil conditions at these test boring and CPT locations. In addition,an explanation of the abbreviations used in the preparation of the boring logs and a description of the Unified Soil Classification System are provided at the end of the boring logs in Appendix B. Test Boring Latitude (deg)Longitude (deg)Elevation (Feet AMSL) B-1 33.693297 -117.332371 1,304 B-2 33.693014 -117.332717 1,303 B-3 33.693156 -117.331559 1,303 B-4 33.692957 -117.331329 1,300 B-5 33.693266 -117.331299 1,303 B-6 33.692789 -117.331088 1,298 B-7 33.692599 -117.331360 1,298 B-8 33.692676 -117.331549 1,298 B-9 33.692851 -117.331814 1,301 B-10 33.692288 -117.331619 1,300 B-11 33.692429 -117.331974 1,300 B-12 33.692011 -119.331939 1,298 B-13 33.691981 -117.332387 1,298 B-14 33.692336 -117.332364 1,299 B-15 33.692178 -117.332627 1,298 B-16 33.693537 -117.332039 1,307 B-17 33.692796 -117.332954 1,303 B-18 33.692581 -117.332678 1,298 B-19 33.692812 -117.332461 1,299 Test Boring Latitude (deg)Longitude (deg)Elevation (Feet AMSL) B-20 33.693540 -117.331670 1,304 B-21 33.693362 -117.331798 1,303 B-22 33.692084 -117.332110 1,303 B-23 33.692369 -117.332877 1,298 B-24 33.692565 -117.333122 1,303 B-25 33.692766 -117.333379 1,303 B-26 33.692958 -117.333629 1,302 B-27 33.693160 -117.333869 1,300 B-28 33.693351 -117.334116 1,303 B-29 33.693545 -117.334368 1,304 B-30 33.693718 -117.334683 1,305 B-31 33.693889 -117.334921 1,305 B-32 33.694140 -117.334635 1,307 B-33 33.693942 -117.334386 1,306 B-34 33.693740 -117.334140 1,305 B-35 33.693551 -117.333897 1,303 B-36 33.693353 -117.333640 1,303 B-37 33.696157 -117.333391 1,303 B-38 33.692959 -117.333156 1,303 B-39 33.693168 -117.332915 1,304 B-40 33.693365 -117.333162 1,305 B-41 33.693556 -117.333410 1,305 B-42 33.693758 -117.333664 1,305 B-43 33.693950 -117.333906 1,306 B-44 33.694145 -117.334161 1,308 B-45 33.694336 -117.334404 1,310 B-46 33.694542 -117.334147 1,311 B-47 33.694347 -117.333923 1,310 B-48 33.694145 -117.333674 1,308 B-49 33.693964 -117.333430 1,307 B-50 33.693752 -117.333180 1,307 Test Boring Latitude (deg)Longitude (deg)Elevation (Feet AMSL) B-51 33.693563 -117.332932 1,307 B-52 33.693367 -117.332691 1,306 B-53 33.693571 -117.332447 1,306 B-54 33.693763 -117.332697 1,308 B-55 33.693963 -117.332944 1,308 B-56 33.694154 -117.333201 1,309 B-57 33.694357 -117.333450 1,310 B-58 33.694549 -117.333695 1,312 B-59 33.694743 -117.333943 1,313 B-60 33.694946 -117.333721 1,315 B-61 33.694755 -117.333460 1,313 B-62 33.694560 -117.333214 1,312 B-63 33.694359 -117.332963 1,311 B-64 33.694162 -117.332719 1,310 B-65 33.693963 -117.332471 1,309 B-66 33.693777 -117.33225 1,308 CPT-1 33.693138 -117.331490 1,302 CPT-2 33.692886 -117.331769 1,301 CPT-3 33.692545 -117.332147 1,299½ CPT-4 33.692350 -117.332359 1,298½ CPT-5 33.693148 -117.332093 1,303½ CPT-6 33.693585 -117.332050 1,307½ CPT-7 33.693332 -117.332329 1,305½ CPT-8 33.692988 -117.332699 1,301 CPT-9 33.692794 -117.332914 1,302½ CPT-10 33.692602 -117.332678 1,298½ CPT-11 33.692669 -117.331488 1,299½ 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 3/6 6/6 11/6 3/6 7/6 13/6 13/6 17/6 19/6 2/6 6/6 11/6 17/6 24/6 24/6 11/6 13/6 8/6 SM CL SM CL FILL:SAND, Silty; Medium dense, damp, fine grained, light brown, with paper debris LEAN CLAY, Sandy; Very stiff, moist, low plasticity, brown, trace gravel, slightly cemented (hardpan) Hard SAND, Silty; Medium dense, damp, fine grained, brown, trace clay and fine gravel LEAN CLAY; Hard, moist, low plasticity, brown Very stiff, increase in moisture content, with trace fine gravel Bottom of Boring at 20 Feet EI=34 GRAVEL=2% SAND=42% -200=56% PI=15 LL=28 Drilling became more difficult 17 20 36 17 48 21 2 8 Test Boring: B-1 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,304 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 4/6 10/6 17/6 -- -- 24/6 10/6 16/6 20/6 6/6 10/6 10/6 14/6 16/6 18/6 10/6 12/6 15/6 SM CL SM CL SAND, Silty; Medium dense, damp, fine grained, brown LEAN CLAY, Sandy; Hard, moist, low plasticity, brown, with fine gravel, slightly cemented (hardpan) SAND, Silty; Medium dense, moist, fine to coarse grained, brown, with fine gravel 3 inch interbed of lean clay from 9.5-9.75 feet LEAN CLAY; Hard, moist, low plasticity, brown, with fine gravel With 6 inch interbed of silty fine to coarse sand, brown, with fine gravel Very stiff With a 12 inch interbed of brown silty fine sand, with fine gravel Bottom of Boring at 20 Feet DD=124 PCF Difficult drilling 27 24/6 36 20 34 27 9 6 Test Boring: B-2 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 8/6 2/6 2/6 -- -- -- 4/6 2/6 2/6 3/6 3/6 3/6 16/6 26/6 12/6 2/6 5/6 8/6 SM CL SAND, Silty; Loose, dry to damp, fine to coarse grained, light brown, with fine gravel Decrease in percent of medium to coarse sand Dense, increase in gravel content, with fine to coarse gravel Wet LEAN CLAY; Stiff, wet, low to medium plasticity, brown, trace fine gravel, with a rootlet Bottom of Boring at 20 Feet 4 -- 4 6 38 13 2 5 Test Boring: B-3 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:17.7 Feet BSG Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 1270 8/6 8/6 6/6 2/6 2/6 4/6 3/6 4/6 6/6 3/6 7/6 3/6 SM SM FILL:SAND, Silty; Medium dense, damp, fine to coarse grained , dark brown, with fine gravel and a little concrete debris SAND, Silty; Loose, moist, fine grained , dark brown, with fine gravel Medium dense With coarse rock fragments Bottom of Boring at 10 Feet 14 6 10 10 Test Boring: B-4 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,300 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 6/6 4/6 2/6 2/6 4/6 5/6 5/6 5/6 4/6 2/6 1/6 2/6 4/6 8/6 12/6 SM SAND, Silty; Loose, dry to damp, fine grained, with some medium to coarse sand, light brown, with fine gravel Moist, fine to coarse grained Very loose, increase in moisture content Medium dense Bottom of Boring at 15 Feet 6 9 9 3 20 Test Boring: B-5 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 9/6 13/6 16/6 6/6 9/6 13/6 16/6 20/6 20/6 4/6 6/6 8/6 3/6 4/6 5/6 SM CL SAND, Silty; Medium dense, damp, fine to medium grained, brown, with trace fine gravel, cemented (hardpan) Increase in moisture content, cementation (hardpan) , with calcification Dense LEAN CLAY; Stiff, moist, low plasticity, brown Increase in moisture content Bottom of Boring at 15 Feet 29 22 40 14 9 11 Test Boring: B-6 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,298 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 6/6 5/6 3/6 6/6 10/6 13/6 6/6 13/6 16/6 4/6 7/6 8/6 2/6 4/6 4/6 SM CL GP SAND, Silty; Loose, damp, fine grained, light brown, with fine gravel LEAN CLAY; Medium stiff, moist, low to medium plasticity, brown, with fine gravel Very stiff interbedded with thin layers of gravelly clay GRAVEL, Poorly Graded with Sand; Loose, wet, fine to coarse, gray Bottom of Boring at 15 Feet 8 23 29 15 8 3 10 11 Test Boring: B-7 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,298 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:13.3 Feet BSG Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 9/6 11/6 9/6 0/6 0/6 1/6 2/6 3/6 4/6 4/6 6/6 6/6 SM SM CL FILL:SAND, Silty; Medium dense, dry, fine to coarse grained, light brown, with fine to coarse gravel Very loose, with cloth debris, increase in moisture content Loose, with cloth debris and trace concrete debris SAND, Silty; Medium dense, moist, fine to coarse grained, brown, with fine to coarse gravel LEAN CLAY; Stiff, moist, low to medium plasticity, brown, with fine gravel Bottom of Boring at 10 Feet 20 1 7 12 Test Boring: B-8 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,298 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 3/6 2/6 2/6 2/6 3/6 4/6 -- -- -- 1/6 1/6 2/6 4/6 6/6 8/6 2/6 2/6 3/6 SM SM CL SM CL FILL:SAND, Silty; Loose, damp, fine to coarse grained, brown, with fine gravel, trace glass debris SAND, Silty; Loose, damp, fine to coarse grained, brown, with fine gravel LEAN CLAY; Medium stiff, moist, low plasticity, brown, with fine gravel SAND, Silty; Damp, fine to coarse grained, brown, with fine gravel LEAN CLAY, Sandy; Soft, moist, low plasticity, brown, trace fine gravel Stiff, high plasticity, with trace fine gravel Wet, increase in percent sand and gravel, with some interbeded clayey sands Bottom of Boring at 20 Feet DD=114.3 PCF 4 7 -- 3 14 5 5 Test Boring: B-9 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,301 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:19 Feet BSG Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 1270 8/6 4/6 3/6 1/6 1/6 1/6 1/6 2/6 1/6 4/6 7/6 10/6 2/6 2/6 2/6 SM CL CL SAND, Silty; Loose, dry to damp, fine grained, light brown, with fine gravel Very loose, moist, brown, trace fine gravel LEAN CLAY; Very stiff, moist, low to medium plasticity, brown, with fine gravel LEAN CLAY, Sandy; Medium stiff, wet, low plasticity, brown 6 inch interbed of brown silty fine to coarse sand, with fine gravel and trace clay Bottom of Boring at 15 Feet 7 2 3 17 4 7 12 15 Test Boring: B-10 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,300 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:12.8 Feet BSG Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 1270 7/6 4/6 2/6 1/6 1/6 2/6 3/6 5/6 4/6 -- -- -- 3/6 5/6 6/6 3/6 6/6 9/6 SM CL SP-SM CL SAND, Silty; Loose, damp, fine to medium grained, brown, with fine gravel Moist Very loose Loose, increase in percent gravel content, with fine to coarse gravel LEAN CLAY, Sandy; Moist, low plasticity, brown, with fine gravel POORLY GRADED SAND, with silt; Medium dense, moist, fine to coarse grained, brown Wet LEAN CLAY, Sandy; Stiff, moist, low plasticity, brown, with fine gravel Bottom of Boring at 20 Feet DD=117.7 PCF -200= 8% PI-NP LL=NV 6 3 9 -- 11 15 9 Test Boring: B-11 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,300 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:17.7 Feet BSG Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 5/6 2/6 2/6 2/6 3/6 5/6 2/6 1/6 1/6 1/6 1/6 1/6 4/6 7/6 12/6 SM CL SAND, Silty; Loose, dry to damp, fine to coarse grained, light brown, with fine to coarse gravel Reddish-brown Very loose, moist, fine grained, brown, with fine gravel LEAN CLAY; Very stiff, moist, low to medium plasticity, brown, with fine gravel and oxidation features Bottom of Boring at 15 Feet 4 8 2 2 19 6 Test Boring: B-12 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,298 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 8/6 7/6 6/6 2/6 1/6 2/6 1/6 2/6 1/6 2/6 3/6 3/6 SM SC SAND, Silty; Medium dense, damp, fine to coarse grained, brown, with fine to coarse gravel Moist Very loose SAND, Clayey; Loose, moist, fine grained, brown, with fine gravel Bottom of Boring at 10 Feet 13 3 3 6 Test Boring: B-13 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,298 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 1/6 1/6 1/6 -- -- -- 2/6 2/6 2/6 2/6 3/6 3/6 4/6 6/6 7/6 4/6 6/6 8/6 SM CL-ML SM GP SAND, Silty; Very loose, moist, fine grained, brown, with trace fine to coarse gravel and rootlets SILTY CLAY, Sandy; Medium stiff, moist, low plasticity, brown, with fine gravel SAND, Silty; Medium dense, moist, fine to coarse grained, brown, with fine to coarse gravel Wet GRAVEL, Poorly graded with sand; Medium dense, wet, fine, brown Bottom of Boring at 20 Feet DD=107.2 PCF GRAVEL=4% SAND=46% -200=50% PI=6 LL=22 2 -- 4 6 13 14 8 Test Boring: B-14 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,299 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:17.5 Feet BSG Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 9/6 7/6 4/6 4/6 4/6 6/6 4/6 5/6 6/6 3/6 3/6 4/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown, slightly cemented to a depth of 12 inches (hardpan) , with fine gravel Moist LEAN CLAY, Sandy; Stiff, moist, low plasticity, brown, with trace fine gravel Medium stiff, with trace fine to coarse gravel Bottom of Boring at 10 Feet 11 10 11 7 Test Boring: B-15 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/27/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,298 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % V MOORE TWININGfA '9 'A S S I A T£5, INC.Test Boring: B-16Project: Proposed Retail Tenant, Lake Elsinore, CaliforniaProject Number: D82109.01Drilled By: ABDrill Type: CME 75Auger Type: 6-5/8" Hollow Stem AugerLogged By: AHDate: 6/27/11Elevation: 1,307 Feet AMSLHammer Type: 140lb Auto TripELEVATION/DEPTH(feet)1305-1300-1295129012851280-0SOIL SYMBOLSSAMPLER SYMBOLSAND FIELD TEST DATA•5101520usesSMCL-MLCLDepth to GroundwaterFirst Encountered During Drilling: 23Soil DescriptionSAND, Silty; Loose, dry, fine to\ medium grained, light brown, with a|\l|ttle fine grave]SILTY CLAY, Sandy; Stiff, damp,low plasticity, brown, with finegravelVery stiffWith calcification, increase inpercent sandStiffSANDY, SILTY CLAY; mediumstiff, with fine gravelLEAN CLAY, Sandy; Stiff, wet, lowplasticity, brown, with a little finegravelRemarks3D=121 PCFPl=5-L=22Drilling becamenore difficultGravel=6%Sand=42%-200=52%Pl=7LL=245 FeetN-Valuesblows/ft.920147103SGMoistureContent %10Notes: Groundwater was encountered initially at 25 feet during drilling and at about 23.5 feetapproximately 24 hours later.Figure Number 'MOORE TWININGC I A T E 5, J N C.Test Boring: B-16Project: Proposed Retail Tenant, Lake Elsinore, CaliforniaProject Number: D82109.01Drilled By: ABDrill Type: CME 75Auger Type: 6-5/8" Hollow Stem AugerHammer Type: 140lb Auto TripLogged By: AHDate: 6/27/11Elevation: 1,307 Feet AMSLDepth to GroundwaterFirst Encountered During Drilling: 23.5 Feet BSGELEVATION/DEPTH(feet)12751270-1265-126012551250•3035455055SOIL SYMBOLSSAMPLER SYMBOLSAND FIELD TEST DATAi;^^1i/6!/61/6i/6i/6>/6i/6L6/6'7/6L6/6i0/650/5L6/632/6usesROCKSoil DescriptionMedium stiff, high plasticity, withfine to coarse gravelIncrease in percent sand andgravelStiffCLAYSTONE; Hard, highlyweathered, very weak rock, withoxidation, weathering features, witlsome slickenside surfacesSANDSTONE; Very dense, highlyweathered, very weak rock, fine tomedium grained, yellowish brown,with pyrite and clayBottom of Boring at 51.4 FeetRemarksN-Valuesblows/ft.594380/11>50MoistureContent %Notes: Groundwater was encountered initially at 25 feet during drilling and at about 23.5 feetapproximately 24 hours later.Figure Number 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 3/6 4/6 8/6 16/6 22/6 -- -- -- 3/6 5/6 7/6 4/6 5/6 6/6 2/6 5/6 6/6 SM CL SM SC SP-SM CL SAND, Silty; Loose, dry to damp, fine grained, light brown, with trace fine gravel LEAN CLAY, Sandy; Hard, damp, low plasticity, brown, cemented, with fine gravel SAND, Silty; Medium dense, damp, fine grained, light brown, with fine gravel SAND, Clayey; Medium dense, moist, fine to medium grained, brown, with fine gravel, slightly cemented (hardpan) SAND, Poorly Graded with silt; Medium dense, damp, fine to coarse grained, reddish-brown, with fine gravel LEAN CLAY; Stiff, moist, low to medium plasticity, reddish- brown, trace fine gravel No gravel With fine gravel Bottom of Boring at 21.5 Feet DD=116.2pcf -200=14% PI=NP LL=NV 7 38 -- 12 11 11 6 Test Boring: B-17 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 1/6 1/6 1/6 -- -- -- 9/6 11/6 11/6 4/6 6/6 8/6 4/6 7/6 8/6 1/6 2/6 2/6 ML SM CL SM-SC CL SILT, Sandy; Soft, damp, non plastic, light brown, with roots SAND, Silty; Very loose, damp, fine to coarse grained, brown, with roots Fine grained LEAN CLAY, Sandy; Very stiff, moist, low plasticity, brown, with fine gravel, with cementation (hardpan) Stiff, decrease in percent fine gravel Increase in percent fine gravel SAND, Silty to Clayey; Loose, very moist to wet, fine to coarse grained, brown, with fine gravel LEAN CLAY; Medium stiff, moist, low plasticity, brown, with fine gravel Bottom of Boring at 21.5 Feet DD=115.4 PCF 2 -- 22 14 15 4 7 Test Boring: B-18 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,298 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 1/6 1/6 2/6 7/6 9/6 11/6 6/6 10/6 17/6 5/6 7/6 7/6 7/6 8/6 6/6 1/6 2/6 6/6 SM CL SM CL FILL:SAND, Silty; Very loose, damp, fine to coarse grained, brown, with fine to coarse gravel Fine grained, with glass and hard plastic debris LEAN CLAY, Sandy; Very stiff, moist, low plasticity, brown, with roots and fine gravel No roots Stiff, with roots less than 1/4 inch, decrease in fine gravel SAND, Silty; Medium dense, moist, fine to medium grained, brown, with fine gravel LEAN CLAY, Sandy; Medium stiff, very moist, low to medium plasticity, brown, with fine gravel Bottom of Boring at 21.5 Feet -200=36% PI=NP LL=NV 3 20 27 14 14 8 Test Boring: B-19 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,299 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 1/6 1/6 6/6 4/6 4/6 4/6 6/6 8/6 5/6 9/6 8/6 4/6 4/6 5/6 SM CL SM-SC SAND, Silty; Very loose, damp, fine to medium grained, light brown, with fine gravel, with roots LEAN CLAY; Stiff, moist, low plasticity, brown, with fine gravel, with roots up to 1/4 inch in diameter Very stiff, slightly cemented (hardpan), with roots less than 1/4 inch in diameter Stiff SAND, Silty to Clayey; Loose, fine to coarse grained, brown, with fine gravel Bottom of Boring at 16.5 Feet 2 8 14 17 9 Test Boring: B-20 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,304 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 4/6 3/6 2/6 2/6 4/6 3/6 8/6 12/6 5/6 6/6 9/6 -- -- -- 2/6 2/6 4/6 6/6 3/6 2/6 SM CL SM CL SAND, Silty; Loose, damp, fine to coarse grained, light brown, with fine to coarse gravel Rootlets at 2 feet Increase in percent gravel LEAN CLAY; Very stiff, moist, low to medium plasticity, brown, with fine gravel, slight cementation (hardpan), with roots No gravel, no roots, with calcification SAND, Silty; Moist, fine to medium grained, brown, with fine gravel LEAN CLAY; Medium stiff, moist, low to medium plasticity, brown, with fine gravel 6 inch interbed of silty fine to coarse sand, with fine gravel from 20.5 - 21 feet Bottom of Boring at 21.5 Feet DD=114.8 PCF 7 6 20 15 -- 6 5 5 Test Boring: B-21 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:20 Feet BSG Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 4/6 8/6 -- -- -- 16/6 28/6 18/6 2/6 3/6 4/6 7/6 7/6 7/6 3/6 5/6 5/6 SM CL SAND, Silty; Medium dense, damp, fine to medium grained, brown, with fine gravel and roots LEAN CLAY; Stiff, moist, low plasticity, brown, with fine gravel, slight cementation ( hard pan) Hard, reddish-brown, with fine gravel, with calcification Medium stiff, low to medium plasticity, roots up to 3/4 inch Stiff, trace fine gravel, with calcification 3 inch interbed of silty fine to coarse sand, with fine gravel from 20 - 20. 25 feet Bottom of Boring at 21.5 Feet DD=130.4 PCF 12 -- 46 7 14 10 7 Test Boring: B-22 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AH Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1295 1290 1285 1280 1275 1270 3/6 5/6 6/6 10/6 17/6 20/6 16/6 20/6 27/6 8/6 10/6 7/6 SM SC CL SAND, Silty; Medium dense, damp, light brown SAND, Clayey; Medium dense, damp, light brown, with fine gravel LEAN CLAY, Sandy; Hard, moist, medium plasticity, brown, fine gravel, slight cementation (hardpan) Very stiff Bottom of Boring at 10 Feet 11 37 47 17 Test Boring: B-23 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,298 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 6/6 6/6 9/6 11/6 12/6 8/6 16/6 21/6 7/6 15/6 18/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown LEAN CLAY; Hard, moist, low to medium plasticity, brown with fine gravel, slight cementation (hardpan) Bottom of Boring at 10 Feet 12 23 37 33 Test Boring: B-24 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 3/6 4/6 6/6 7/6 10/6 13/6 9/6 21/6 18/6 5/6 11/6 32/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown, trace fine gravel LEAN CLAY; Very stiff, moist, low to medium plasticity, brown, with fine gravel, slight cementation (hardpan) Hard Bottom of Boring at 10 Feet 10 23 39 43 Test Boring: B-25 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 4/6 4/6 5/6 14/6 20/6 25/6 21/6 25/6 29/6 10/6 14/6 16/6 SM CL SAND, Silty; Loose, damp, fine grained, light brown, with fine to coarse gravel Trace clay LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Bottom of Boring at 10 Feet 9 45 54 Test Boring: B-26 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,302 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 1270 2/6 3/6 4/6 6/6 11/6 12/6 8/6 12/6 14/6 8/6 9/6 12/6 SM SC CL SAND, Silty; Loose, damp, fine grained, light brown SAND, Clayey; Loose, damp, fine grained, brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, slight cementation (hardpan), with fine gravel Bottom of Boring at 10 Feet 7 23 26 21 Test Boring: B-27 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,300 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 4/6 12/6 18/6 8/6 14/6 15/6 14/6 16/6 22/6 8/6 9/6 8/6 SM SC CL SAND, Silty; Dense, damp, fine grained, light brown SAND, Clayey; Dense, damp, fine to medium grained, light brown, with fine gravel LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Hard Very stiff Bottom of Boring at 10 Feet 30 29 38 17 Test Boring: B-28 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 5/6 7/5 8/6 10/6 12/6 11/6 14/6 21/6 13/6 24/6 23/6 SM SC CL SAND, Silty; Medium dense, damp, fine grained, light brown SAND, Clayey; Medium dense, damp, fine grained, light brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, slight cementation (hardpan), with fine gravel Hard Bottom of Boring at 10 Feet 12 22 35 47 Test Boring: B-29 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,304 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 1275 14/6 6/6 4/6 8/6 16/6 21/6 17/6 27/6 30/6 6/6 16/6 16/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown LEAN CLAY; Hard, moist, medium plasticity, brown 2 inch interbedded layer of silty sand with fine gravel from 6.3 - 6.5 feet Bottom of Boring at 10 Feet 10 37 57 32 3 8 9 Test Boring: B-30 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,305 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 1275 8/6 5/6 7/6 9/6 15/6 27/6 8/6 17/6 32/6 11/6 13/6 15/6 SM CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown, with fine gravel LEAN CLAY; Hard, moist, medium plsaticity, brown, with fine gravel, slight cementation (hardpan) Decrease in fine gravel content Very stiff Bottom of Boring at 10 Feet 12 42 49 28 Test Boring: B-31 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/28/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,305 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 7/6 7/6 7/6 8/6 9/6 9/6 14/6 21/6 32/6 8/6 14/6 9/6 SM SC CL SAND, Silty; Medium dense, damp, fine grained, light brown, with fine gravel SAND, Clayey; Medium dense, damp, fine to medium grained, brown, with fine gravel LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel Hard, Slight cementation (hardpan) Very stiff Bottom of Boring at 10 Feet 14 18 43 23 Test Boring: B-32 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,307 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 7/6 7/6 7/6 6/6 13/6 15/6 6/6 17/6 21/6 6/6 12/6 15/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Hard Very stiff Bottom of Boring at 10 Feet 14 28 38 27 Test Boring: B-33 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,306 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 1275 1/6 4/6 8/6 11/6 18/6 23/6 16/6 28/6 30/6 9/6 14/6 17/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Bottom of Boring at 10 Feet 12 41 58 31 Test Boring: B-34 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,305 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 4/6 7/6 10/6 10/6 8/6 11/6 12/6 14/6 14/6 4/6 10/6 10/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown, with trace fine gravel LEAN CLAY; Very stiff, moist, medium plasticity, brown Bottom of Boring at 10 Feet 17 19 28 20 Test Boring: B-35 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 2/6 4/6 7/6 10/6 11/6 7/6 11/6 13/6 7/6 10/6 8/6 SM CL SAND, Silty; Loose, damp, fine to medium grained, light brown, with a little gravel LEAN CLAY; Very stiff, moist, medium plasticity, brown, with gravel, slight cementation (hardpan) Increase in percent gravel Bottom of Boring at 10 Feet 6 21 24 18 Test Boring: B-36 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 4/6 12/6 6/6 8/6 10/6 10/6 20/6 23/6 6/6 7/6 9/6 SM CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown, with gravel LEAN CLAY; Very stiff, moist, medium plasticity, brown, with gravel, slight cementation (hardpan) Hard, increase in percent gravel Very stiff Bottom of Boring at 10 Feet 16 18 43 16 Test Boring: B-37 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 3/6 4/6 12/6 4/6 12/6 14/6 4/6 16/6 18/6 4/6 17/6 20/6 SM SC CL SAND, Silty; Medium dense, damp, fine grained, light brown, trace fine gravel SAND, Clayey; Medium dense, damp, fine to medium grained, brown, with fine gravel Dense LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Bottom of Boring at 10 Feet 16 26 34 37 Test Boring: B-38 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,303 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1300 1295 1290 1285 1280 1275 2/6 5/6 10/6 11/6 11/6 11/6 11/6 17/6 17/6 10/6 15/6 18/6 SM CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Hard Bottom of Boring at 10 Feet 15 22 34 33 Test Boring: B-39 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,304 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 1275 3/6 6/6 8/6 11/6 18/6 16/6 11/6 16/6 20/6 8/6 16/6 22/6 SM SC CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown SAND, Clayey, Dense, damp, fine to medium grained, brown, with fine gravel LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel Bottom of Boring at 10 Feet 14 34 36 38 Test Boring: B-40 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,305 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 1275 1/6 5/6 6/6 6/6 6/6 13/6 8/6 13/6 20/6 10/6 13/6 13/6 SM CL SC SAND, Silty; Medium dense, damp, fine grained, light brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) SAND, Clayey; Dense, damp, fine grained, light brown, 6 inch interbed of lean clay with gravel Medium dense, with fine coarse gravel Bottom of Boring at 10 Feet 11 19 33 26 Test Boring: B-41 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,305 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 1275 1/6 2/6 5/6 10/6 12/6 15/6 11/6 16/6 22/6 7/6 12/6 9/6 SM SC CL SAND, Silty; Loose, damp, fine grained, light brown SAND, Clayey; Medium dense, damp, fine to medium grained, brown, with fine to coarse gravel LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Very stiff Bottom of Boring at 10 Feet 7 27 38 21 Test Boring: B-42 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,305 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 1/6 4/6 6/6 11/6 15/6 15/6 14/6 20/6 22/6 10/6 11/6 13/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown LEAN CLAY; Hard, moist, low to medium plasticity, brown, with fine gravel, slight cementation (hardpan) Very stiff Bottom of Boring at 10 Feet 10 30 42 24 Test Boring: B-43 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,306 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 1/6 4/6 4/6 9/6 16/6 17/6 16/6 19/6 27/6 16/6 19/6 12/6 SM CL SC CL SAND, Silty; Loose, dmp, fine grained, light brown Fine to medium grained LEAN CLAY; Hard, moist, low to medium plasticity, brown, with fine gravel, slight cementation (hardpan) SAND, Clayey; Dense, moist, fine to medium grained, with trace fine gravel LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Bottom of Boring at 10 Feet 8 33 46 31 Test Boring: B-44 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,308 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 1280 2/6 3/6 6/6 4/6 6/6 8/6 2/6 3/6 3/6 6/6 12/6 18/6 SM SC CL SM SAND, Silty; Loose, damp, fine grained, light brown, with a trace fine gravel SAND, Clayey; Medium dense, damp, fine to medium grained, brown, with fine gravel Loose LEAN CLAY; Hard, moist, low to medium plasticity, brown, with fine gravel SAND, Silty; Dense, damp, fine to medium grained, grayish brown, with gravel Bottom of Boring at 10 Feet 9 14 6 30 Test Boring: B-45 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,310 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 2/6 2/6 4/6 2/6 4/6 3/6 2/6 4/6 6/6 9/6 16/6 12/6 SM SAND, Silty; Loose, damp, fine grained, light brown 6 inch interbed of clayey sand Medium dense, fine to medium grained, with fine gravel Grayish brown, increase in gravel content Bottom of Boring at 10 Feet 6 7 10 28 Test Boring: B-46 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,311 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 1280 1/6 2/6 5/6 9/6 20/6 26/6 19/6 22/6 28/6 10/6 15/6 22/6 SM CL SC CL SAND, Silty; Loose, damp, fine grained, light brown LEAN CLAY; Hard, moist, low to medium plasticity, brown, with fine gravel SAND, Clayey; Very dense, moist, fine to medium grained, brown, with fine gravel, slight cementation (hardpan) LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Bottom of Boring at 10 Feet 7 46 50 37 3 5 5 Test Boring: B-47 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,310 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 2/6 4/6 4/6 4/6 7/6 9/6 6/6 9/6 11/6 9/6 15/6 17/6 SM CL SC CL SAND, Silty; Loose, damp, fine grained, light brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel SAND, Clayey; Medium dense, damp, fine to medium grained, brown, with fine gravel LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Bottom of Boring at 10 Feet 8 16 20 32 Test Boring: B-48 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,308 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 3/6 4/6 6/6 9/6 13/6 11/6 9/6 12/6 16/6 10/6 12/6 14/6 SM CL SAND, Silty; Medium dense, damp, fine grained, light brown LEAN CLAY; Very stiff, moist, low to medium plasticity, brown, with fine, gravel, slight cementation (hardpan) With fine coarse gravel With fine gravel Bottom of Boring at 10 Feet 10 24 28 26 Test Boring: B-49 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,307 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 3/6 5/6 5/6 8/6 9/6 10/6 12/6 18/6 15/6 13/6 13/6 17/6 4/6 4/6 4/6 SM CL SC CL SAND, Silty; Medium dense, damp, fine grained, light brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) SAND, Clayey; Dense, moist, fine to coarse grained, grayish brown, with fine gravel LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Medium stiff, increase in moisture content Bottom of Boring at 15 Feet 10 19 33 30 8 Test Boring: B-50 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,307 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 4/6 7/6 10/6 11/6 11/6 14/6 11/6 10/6 12/6 5/6 10/6 16/6 5/6 10/6 5/6 SM SC SM CL SAND, Silty; Medium dense, damp, fine grained, light brown SAND, Clayey; Medium dense, damp, fine to medium grained, light brown, with fine gravel 12 inch interbed of lean clay SAND, Silty; Medium dense, moist, fine to coarse grained, brown, with fine gravel LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Stiff, increase in moisture Bottom of Boring at 15 Feet 17 25 22 26 15 Test Boring: B-51 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,307 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 2/6 3/6 4/6 6/6 8/6 12/6 13/6 16/6 14/6 8/6 12/6 14/6 SM CL SC CL SAND, Silty; Loose, damp, fine to medium grained, light brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel SAND, Clayey; Dense, Moist, fine to coarse grained, brown, with fine gravel LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Bottom of Boring at 10 Feet 7 20 30 26 Test Boring: B-52 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/29/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,306 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 4/6 9/6 14/6 4/6 8/6 11/6 15/6 20/6 17/6 7/6 11/6 11/6 SM CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown, with fine gravel LEAN CLAY; Very stiff, damp, medium plasticity, brown, slight cementation (hardpan) Moist, with fine gravel Hard, increase in sand content Very stiff Bottom of Boring at 10 Feet 23 19 37 22 Test Boring: B-53 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,306 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 2/6 6/6 8/6 7/6 10/6 10/6 7/6 9/6 9/6 7/6 9/6 8/6 6/6 7/6 8/6 SM SC SM CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown SAND, Clayey; Medium dense, moist, fine to coarse grained, brown, with fine gravel SAND, Silty; Medium dense, damp, fine to coarse grained, brown, with fine gravel LEAN CLAY; Stiff, moist, medium plasticity, brown, with fine gravel Bottom of Boring at 15 Feet 14 20 18 17 15 Test Boring: B-54 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,308 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 2/6 3/6 5/6 7/6 8/6 10/6 10/6 15/6 18/6 6/6 8/6 11/6 3/6 4/6 5/6 SM CL SAND, Silty; Loose, damp, fine to medium grained, light brown LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Hard Very stiff Stiff, Increase in moisture content Bottom of Boring at 15 Feet 8 18 33 19 9 Test Boring: B-55 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,308 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 2/6 3/6 4/6 4/6 5/6 8/6 8/6 10/6 10/6 6/6 9/6 9/6 4/6 11/6 12/6 SM SC CL SM SAND, Silty; Loose, damp, fine to medium grained, light brown SAND, Clayey; Medium dense, moist, fine to medium grained, brown, with fine gravel Increase in clay content, slight cementation (hardpan) LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) SAND, Silty; Mediuum dense, moist, fine to coarse grained, grayish brown, with fine gravel Bottom of Boring at 15 Feet 7 13 20 18 23 Test Boring: B-56 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,309 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 1280 9/6 14/6 5/6 12/6 12/6 17/6 12/6 15/6 18/6 5/6 11/6 11/6 SM CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown, with fine gravel LEAN CLAY, with Sand; Very stiff, moist, low to medium plasticity, brown, with fine gravel, slight cementation (hardpan) Hard Very stiff Bottom of Boring at 10 Feet 19 29 33 22 Test Boring: B-57 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,310 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 2/6 4/6 4/6 10/6 17/6 19/6 17/6 22/6 20/6 6/6 9/6 9/6 SM SC CL SAND, Silty; Loose, damp, fine to medium grained, light brown SAND, Clayey; Dense, damp, fine to medium grained, brown, with fine gravel LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel Bottom of Boring at 10 Feet 8 36 42 18 Test Boring: B-58 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,312 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 2/6 3/6 6/6 12/6 14/6 19/6 19/6 22/6 16/6 5/6 7/6 8/6 SM SC SAND, Silty; Loose, damp, fine to medium grained, light brown SAND, Clayey; Dense, damp, fine to medium grained, brown, with fine gravel Medium dense, grayish brown Bottom of Boring at 10 Feet 9 33 38 15 Test Boring: B-59 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,313 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1315 1310 1305 1300 1295 1290 1285 2/6 3/6 3/6 2/6 3/6 3/6 3/6 3/6 3/6 8/6 9/6 10/6 4/6 9/6 4/6 SM CL SAND, Silty; Loose, damp, fine to medium grained, light brown With trace clay and fine gravel Moist LEAN CLAY; Very stiff, moist, medium plasticity, brown, with fine gravel, cementation (hardpan) Stiff Bottom of Boring at 15 Feet 6 6 6 19 13 Test Boring: B-60 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,315 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 5/6 8/6 5/6 7/6 10/6 15/6 7/6 12/6 18/6 10/6 11/6 11/6 7/6 7/6 5/6 SM SC CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown SAND, Clayey; Medium dense, damp, fine to medium grained, brown, with fine gravel LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, cementation (hardpan) Very stiff Stiff Bottom of Boring at 15 Feet 13 25 30 22 12 Test Boring: B-61 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,313 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 4/6 5/6 5/6 10/6 15/6 26/6 16/6 22/6 20/6 7/6 10/6 12/6 5/6 8/6 10/6 12/6 6/6 18/6 12/6 SM CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown LEAN CLAY; Hard, damp, medium plasticity, brown, with fine gravel, cementation (hardpan) Very stiff Hard Bottom of Boring at 13.5 Feet 10 41 42 22 22 30 Test Boring: B-62 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,312 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 2/6 2/6 3/6 12/6 20/6 22/6 18/6 17/6 18/6 10/6 13/6 15/6 5/6 10/6 13/6 18/6 6/6 13/6 12/6 SM CL SAND, Silty; Loose, damp, fine grained, light brown, LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, cementation (hardpan) Calcification Increase in percent sand With fine coarse gravel Bottom of Boring at 13.5 Feet 5 42 35 28 31 25 Test Boring: B-63 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:6-5/8" Hollow Stem Auger Elevation:1,311 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1310 1305 1300 1295 1290 1285 1280 1/6 5/6 5/6 12/6 15/6 18/6 10/6 18/6 18/6 6/6 7/6 8/6 3/6 4/6 6/6 SM SC CL SM CL SAND, Silty; Medium dense, damp, fine to medium grained, light brown SAND, Clayey; Medium dense, damp, fine to medium grained, light brown LEAN CLAY; Hard, moist, medium plasticity, brown, with fine gravel, cementation (hardpan) SAND, Silty; Medium dense, damp, fine to coarse grained, brown, with fine gravel LEAN CLAY; Stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) 3/4 inch gravel encountered while drilling from 10 - 15 feet Bottom of Boring at 15 Feet 10 33 36 15 10 Test Boring: B-64 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:8" Hollow Stem Auger Elevation:1,310 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 2/6 4/6 5/6 5/6 8/6 12/6 10/6 11/6 12/6 4/6 5/6 7/6 1/6 2/6 2/6 SM CL SAND, Silty; Loose, damp, fine grained, light brown, with trace clay LEAN CLAY; Very stiff, moist, medium plasticity, with fine gravel, slight cementation (hardpan) Stiff, cementation (hardpan) Medium stiff, medium to high plasticity Bottom of Boring at 15 Feet 9 20 23 12 4 Test Boring: B-65 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:8" Hollow Stem Auger Elevation:1,309 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 0 5 10 15 20 25 30 1305 1300 1295 1290 1285 1280 3/6 8/6 8/6 5/6 10/6 9/6 5/6 6/6 5/6 11/6 14/6 17/6 SM CL SC SAND, Silty; Medium dense, damp, fine to medium grained, light brown, with fine gravel LEAN CLAY, with Sand; Very stiff, moist, medium plasticity, brown, with fine gravel, slight cementation (hardpan) Stiff Hard SAND, Clayey; Moist, fine to medium grained, brown, with fine gravel Bottom of Boring at 15 Feet 16 19 11 31 Test Boring: B-66 Project:Proposed Walmart Store#2077-06, Lake Elsinore, California Project Number:D82109.01 Drilled By:AB Logged By:AR Drill Type:CME 75 Date:6/30/11 Auger Type:8" Hollow Stem Auger Elevation:1,308 Feet AMSL Hammer Type:140lb Auto Trip Depth to Groundwater:N/E Notes: ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description Remarks N-Values blows/ft. Moisture Content % 1. Test Borings were drilled from June 27, 2011 to June 30, 2011 using a CME 75 equipped with 6 5/8" and 8" O.D. Hollow Stem Augers and hand auger equipment. 2. Groundwater was encountered during drilling. See boring logs. 3. Test boring locations were located by pace with reference to the existing site features. Elevations were extrapolated based on our review of the Preliminary Site Topographic Plan provided by Greenberg Farrow 4. These logs are subject to the limitations, conclusions, and recommendations in this report. 5. The "N-value" reported for the California Modified Split Barrel Sampler is the uncorrected field blow count. This value should not be interpreted as an SPT equivalent N-value. 6. Results of tests conducted on samples recovered are reported on the logs. Abbreviations used are: DD = Natural dry density (pcf) LL = Liquid limit (%) UC = Unconfined compression (psf) PI = Plasticity index (%) -4 = Percent passing #4 sieve (%) pH = Soil pH -200 = Percent passing #200 sieve (%) SS = Soluble sulfates(%) SR = Soil resistivity (ohm-cm) Cl = Soluble chlorides(%) c = Cohesion (psf) NNNN = Angle of internal TS = Field Torvane Shear Strength friction (degrees) test (tsf) N/A = Not applicable pcf = pounds per cubic foot N/E = None encountered psf = pounds per square foot BSG = Below Site Grade Notes: Symbol Description Strata symbols fill lean clay/lean clay, Sandy silty sand poorly graded gravel poorly graded sand with silt Symbol Description clayey sand silty clay, Sandy bedrock silt silty sand to clayey sand KEY TO SYMBOLS Symbol Description Misc. Symbols Water table during drilling Boring continues Soil Samplers Standard penetration test California Modified split barrel ring sampler KEY TO SYMBOLS Moore Twining Associates, Inc Proposed Retail Store Filename GPS Maximum Depth Project Job Number Hole Number Operator Cone Number Date and Time 14.00 ft 1/30/2018 8:26:41 AM EST GW Depth During Test Net Area Ratio .8 CPT DATA ^^t^ll^t^^tel •10- gravelly sand to sand • 11 -very stiff fine grained (*) • 12 - sand to clayey sand (*) • 7 - silty sand to sandy silt 8 - sand to silty sand C* 9 - sand • 4 - silty clay to clay • 5 - clayey silt to silty clay • 6 - sandy silt to clayey silt C 1 - sensitive fine grained • 2 - organic material • 3 - clay Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc. Project Job Number Hole Number EST GW Depth During Test Proposed Retail Store D82109.01 CPT-02 Operator Cone Number Date and Time 14.00ft RCAS DDG1281 1/30/2018 9:10:52 AM Filename GPS Maximum Depth SDF(484).cpt 42.16ft Net Area Ratio .8 ixLU yQ£. CPT DATA TIP TSF 500 FRICTION TSF 20 0 Fs/Qt % SPTN 16 I 0 400 a:0^0 UJ >CO CQ I- 10 15 20 25 30 35 40 45 50 Jf 5 ^? : 1 - sensitive fine grained 12 - organic material 13 - clay 14 - silty clay to clay I 5 - clayey silt to silty clay 16 - sandy silt to clayey silt • 7 - silty sand to sandy silt ~ 8 - sand to silty sand G 9 - sand HO- gravelly sand to sand 111 - very stiff fine grained (*) 112- sand to clayey sand (*) Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc. Project Proposed Retail Store Job Number D82109.01 Hole Number CPT-03 EST GW Depth During Test Operator Cone Number Date and Time 14.00 ft RCAS DDG1281 1/30/2018 9:43:54 AM Filename GPS Maximum Depth SDF(485).cpt 48.88 ft Net Area Ratio .8 Q-LU CPT DATA TIP TSF 500 FRICTION TSF 20 I 0 Fs/Qt % SPTN 16|0 400 w.0 ^^0 LU >V) CD I- 10 15 20 25 30 35 40 45 50 ^ ^ ^r > ^- <1 T~ : 1 - sensitive fine grained 12 - organic material I 3 - clay 14 - silty clay to clay 15 - clayey silt to silty clay 16 - sandy silt to clayey silt • 7 - silty sand to sandy silt 8 - sand to silty sand G 9 - sand 110 - gravelly sand to sand 111 - very stiff fine grained (*) 112 - sand to clayey sand (*) Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc. Project Proposed Retail Store Job Number D82109.01 Hole Number CPT-04 EST GW Depth During Test Operator Cone Number Date and Time 14.00ft RCAS DDG1281 1/30/2018 10:19:53 AM Filename GPS Maximum Depth SDF(486).cpt 33.96 ft Net Area Ratio .8 : 1 - sensitive fine grained I 2 - organic material 13 - clay 14 - silty clay to clay 15 - clayey silt to silty clay 16 - sandy silt to clayey silt • 7 - silty sand to sandy silt 8 - sand to silty sand C1 9 - sand 10- gravelly sand to sand 11 - very stiff fine grained (*) 12- sand to clayey sand (*) Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc Filename GPS Maximum Depth Project Job Number Hole Number Proposed Retail Store Operator Cone Number Date and Time 14.00 ft 1/30/2018 11:02:18 AM EST GW Depth During Test Net Area Ratio .8 CPT DATA 10- gravelly sand to sand 11 - very stiff fine grained (*) 12- sand to clayey sand (*) 7 - silty sand to sandy silt 8 - sand to silty sand 9 - sand ; 1 - sensitive fine grained 2 - organic material 3 - clay 4 - silty clay to clay 5 - clayey silt to silty clay 6 - sandy silt to clayey silt Cone Size 10cm sauared S'Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc Filename GPS Maximum Depth Project Job Number Hole Number Proposed Retail Store Operator Cone Number Date and Time 14.00ft 1/30/2018 11:37:23 AM EST GW Depth During Test Net Area Ratio .8 CPT DATA 10 - gravelly sand to sand 11 - very stiff fine grained (*) 12 - sand to clayey sand (*) • 7 - silty sand to sandy silt ~ 8 - sand to silty sand E3 9 - sand C 1 - sensitive fine grained • 2 - organic material • 3 - clay 4 - silty clay to clay 5 - clayey silt to silty clay 6 - sandy silt to clayey silt Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc Project Job Number Hole Number Proposed Retail Store D82109.01 Filename GPS Maximum Depth Operator Cone Number Date and Time 14.00ft 1/30/2018 12:10:56 PW EST GW Depth During Test Net Area Ratio .8 CPT DATA : 1 - sensitive fine grained I 2 - organic material 13 - clay 14 - silty clay to day I 5 - clayey silt to silty clay 16 - sandy silt to clayey silt • 7 - silty sand to sandy silt ~ 8 - sand to silty sand n 9 - sand HO- gravelly sand to sand 111 - very stiff fine grained (*) 112- sand to clayey sand (*) Cone Size 10cm sauared S*Soil behavior hroe and SPT based on data from UBC-1983 Moore Twining Associates, Inc Project Job Number Hole Number Proposed Retail Store D82109.01 Filename GPS Maximum Depth Operator Cone Number Date and Time 14.00ft 1/30/2018 12:40:59 PM EST GW Depth During Test Net Area Ratio .8 CPT DATA ; 1 - sensitive fine grained I 2 - organic material I 3 - clay 14 - silty clay to clay I 5 - clayey silt to silty clay 16 - sandy silt to clayey silt • 7 - silty sand to sandy silt 8- sand to silty sand G 9 - sand 110- gravelly sand to sand 111 - very stiff fine grained (*) 112- sand to clayey sand (*) Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc. Project Job Number Hole Number EST GW Depth During Test Proposed Retail Store D82109.01 CPT-09 Operator Cone Number Date and Time 14.00 ft RCAS DDG1281 1/30/2018 1:08:05 PM Filename GPS Maximum Depth Net Area Ratio .8 D.Ole-5£. 10 15 20 25 30 35 40 45 50 CPT DATA TIP TSF 500 I 0 A FRICTION TSF 20 ^ Fs/Qt %16|0 C 1 - sensitive fine grained • 2 - organic material • 3 - clay • 4 - silty clay to clay • 5 - clayey silt to silty clay • 6 - sandy silt to clayey silt I 7 - silty sand to sandy silt 8 - sand to silty sand 9 - sand 110 - gravelly sand to sand 111 -very stiff fine grained (*) 112 - sand to clayey sand (*) Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc Operator Cone Number Date and Time 14.00 ft Filename GPS Maximum Depth Project Job Number Hole Number Proposed Retail Store EST GW Depth During Test CPT DATA ":, 1 - sensitive fine grained • 2 - organic material • 3 - clay 14 - silty clay to clay 15 - clayey silt to silty clay 16 - sandy silt to clayey silt • 7 - silty sand to sandy silt - 8 - sand to silty sand a 9 - sand 110- gravelly sand to sand 111 -very stiff fine grained (*) 112- sand to clayey sand (*) Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 Moore Twining Associates, Inc. Project Job Number Hole Number EST GW Depth During Test Proposed Retail Store D82109.01 CPT-11 Operator Cone Number Date and Time 14.00 ft RCAS DDG1281 1/30/2018 2:13:32 PWI Filename GPS Maximum Depth SDF(493).cpt 35.76 ft Net Area Ratio .8 1 - sensitive fine grained 12 - organic material I 3 - clay • 4 - silty clay to clay • 5 - clayey silt to silty clay • 6 - sandy silt to clayey silt • 7 - silty sand to sandy silt 8 - sand to silty sand C9 - sand 110 - gravelly sand to sand 111 - very stiff fine grained (*) 112- sand to clayey sand (*) Cone Size 10cm sauared S*Soil behavior tvoe and SPT based on data from UBC-1983 C-1 D82109.01 APPENDIX C RESULTS OF LABORATORY TESTS This appendix contains the individual results of the following tests. The results of the moisture content and dry density tests are included on the test boring logs in Appendix B. These data, along with the field observations, were used to prepare the final test boring logs in Appendix B. These Included:To Determine: Moisture Content (ASTM D2216) Moisture contents representative of field conditions at the time the sample was taken. Dry Density (ASTM D2937) Dry unit weight of sample representative of in-situ or in-place undisturbed condition. Consolidation (ASTM D2435) The amount and rate at which a soil sample compresses when loaded,and the influence of saturation on its behavior. Direct Shear (ASTM D3080) Soil shearing strength under varying loads and/or moisture conditions Grain-Size Distribution (ASTM D422) Size and distribution of soil particles,i.e.,sand,gravel and fines (silt and clay). Atterberg Limits (ASTM D4318) The consistency and "stickiness,” as well as the range of moisture contents within which the material is "workable Expansion Index (ASTM D4829) Swell potential of soil with increases in moisture content. R-Value (CTM 301) The capacity of a subgrade or subbase to support a pavement section designed to carry a specified traffic load. Sulfate Content (ASTM D4327) Percentage of water-soluble sulfate as (SO4)in soil samples. Used as an indication of the relative degree of sulfate attack on concrete and for selecting the cement type. Chloride Content (ASTM D4327) Percentage of soluble chloride in soil. Used to evaluate the potential attack on encased reinforcing steel. Resistivity (ASTM D1125) The potential of the soil to corrode metal. pH (ASTM D4972) The acidity or alkalinity of subgrade material. D-1 D82109.01 APPENDIX D PHOTOGRAPHIC LOG Photographic LogAppendix DD8210!Photograph No. 1: General view looking south during June 2011 investigationPhotograph No. 2: View within southern area of site, near residences withintrees during June 2011 investigation Photographic LogAppendix DD8210!Photograph No. 3 Erosional drainage feature within vacant field during June2011 investigationPhotograph No. 4: Erosional drainage feature within trees during June 2011investigation Photographic LogAppendix DD8210!Photograph No. 5: Close up oferosional feature within trees during June 2011investigationPhotograph No. 6: View of existing residence area during June 2011 investigation Photographic LogAppendix DD8210!Photograph No. 7: Over-size material near area of former debris/soil piles duringJune 2011 investigationPhotograph No. 8: Scattered rock debris near limits of former debris/soil pilesduring June 2011 investigation Photographic LogAppendix DD8210!Photograph No. 9: Fire Pit still existing in southeast portion of site after removalof residences during June 2018 supplemental investigationPhotograph No. 10: Cone Penetration Test being conducted during June 2018supplemental investigation in southern portion of site where residences wereremoved and eucalyptus trees remain. Photographic LogAppendix DD8210!Photograph No.ll: Viewing northwest along Cambern Avenue during June 2018supplemental investigation. Large boulder and Fire Pit remain in southeasternportion of site near Cambern Avenue after removal of residential properties. Photographic LogAppendix DD8210!Photograph No. 12: Viewing southwest from Cambern Avenue at erosionaldrainage crossing through southern portion of site, taken during January 2018supplemental investigation.Photograph No. 14: Viewing west from Cambern Avenue at erosional drainagecrossing through southern portion of site, taken during January 2018supplemental investigation. E-1 D82109.01 APPENDIX E GEOTECHNICAL INVESTIGATION FACT SHEET AND FOUNDATION SUBSURFACE PREPARATION 7/8/2011 (Revised 3/5/18) 1 of 7 GEOTECHNICAL INVESTIGATION FACT SHEET PROJECT LOCATION: __SWC of Cambern and Central Avenue, Lake Elsinore, California________________________ Engineer: _Read Andersen_________________________________ Phone #: _559-268-7021______ Geotechnical Engineering Co.: _Moore Twining Associates, Inc.Report Date:__March 5, 2018 Ground Water Elevation:At the time of our field exploration, groundwater was encountered in eight (8) borings at depths ranging from 13.33 to 25 feet BSG, drilled during our June 2011 field exploration.At the time of our January 2018 field exploration, groundwater was encountered in one of the CPT soundings (CPT-2) at a depth of 13 feet BSG. Date Groundwater Measured:_June 27 to June 30, 2011 and January 30, 2018 ____ Recommended Fill Soil Characteristics:Import Fill:Maximum Liquid Limit:25_Maximum Plasticity Index:15_ Onsite Engineered Fill: Maximum Liquid Limit:40_Maximum Plasticity Index:25_Expansion Index:Less than 50 (except the upper 6 inches of engineered fill placed in the building pads for the outlots shall consist of onsite or import, non-expansive fill with an expansion index of 15 or less. Topsoil/Stripping Depth:__4 inches___________ Building Pad Undercut:Over-excavate building pads to a depth of 12 inches below improvements to be removed (i.e. foundations, septic systems, utilities, etc.), to the depth to remove undocumented fills (encountered to depths ranging from 1 to 8½ feet BSG), to the depth required to remove the tree root systems (estimated to extend to depths ranging from 4 to 5 feet BSG), to a minimum depth of 48 inches below preconstruction site grades,or to 2½feet below foundations, whichever provides the deeper excavation. Specified Compaction: __95 percent of the maximum dry density determined per ASTM D1557 Recommended Moisture Content Range:0 percent to 3 percent above optimum Modified Proctor Results 132.4 pounds per cubic foot with optimum moisture content of 7.5 percent pH: ___7.3, 7.1, and 7.2 Corrective actions required for construction based on pH level noted:_N/A____ Resistivity:__5,600, 2,400, and 6,100 ohm-centimeters _________________________________ Corrective actions required for construction based on resistivity level noted: Buried metal objects shall be protected in accordance with the manufacturer's recommendations based on the “highly corrosive” corrosion potential of the soil. Cement Type: _Not Restricted due to Sulfate Condition (Type I and II cement OK) Recommended local DOT subbase/base material: _____Non Recycled Class 2 Aggregate Base or Crushed Aggregate Base (CAB)_ Recommended Compaction Control Tests: 1 Test for Each __2,500______ Sq. Ft. each Lift (bldg. area) 1 Test for Each __10,000______ Sq. Ft. each Lift (parking area) Structural Fill Maximum Lift Thickness __8___ in. (Measured loose) Subgrade Design R value = ____40_____ COMPONENT ASPHALT CONCRETE standard heavy standard heavy Stabilized Subgrade ____12____12______12______12___ Base Material ____6.0___6.0_______6.0______6.0___ (Local DOT AB) Asphalt Base Course __3.5 __4.5_ Leveling Binder Course __1.5___2.0__ Surface Course ___2.0____2.5_____6.5_____6.5___ NOTE:This information shall not be used separately from the geotechnical report. 7/8/2011 (Revised 3/5/18) 2 of 7 FOUNDATION DESIGN CRITERIA Include this form in the Geotechnical Report as an Appendix. PROJECT LOCATION:SWC of Cambern and Central Avenue, Lake Elsinore,California _____________________ Engineer: __Read Andersen_________________________________ Phone #: _559-268-7021______ Geotechnical Engineering Co.: _Moore Twining Associates, Inc.Report Date:_March 5, 2018 Foundation type: _Conventional Shallow Spread Foundations Supported on Engineered Fill _ Allowable bearing pressure:___2,000 psf_________ Factor of Safety against bearing failure: _3.0_____________ Minimum footing width: Individual: __15 inch min Continuous: ____15 inch min ________________ Minimum footing embedment: Exterior:24 inches below top of slab on grade or 18 inches below the lowest adjacent finished exterior surface grade, whichever is greater Interior:18 inches below bottom of slab on grade Frost depth: ____NA_________________________ Maximum foundation settlements: Total Static Settlement: ___1 inch Differential Static Settlement:_1/2 (0.53)inch in 40 feet for perimeter foundations___ L/500 for slab on grade and interior foundations____ Differential Seismic Settlement: Up to ¾inch differential over 40 feet (provided the recommended site preparation is followed) Slab: Potential vertical rise: ___1 inch Capillary Break (not a vapor barrier) describe:Fine choker course (if required)over 6 inches of non-recycled Class 2 Aggregate Base or CAB Subgrade reaction modulus:_150_ psi/in;Method obtained: _Aggregate Base over Compacted Subgrade Active Equivalent Fluid Pressures ____45 psf/ft Passive Equivalent Fluid Pressures_____275 psf/ft; neglect upper 6 inches in landscape areas_ Perimeter Drains (describe): Building:_____N/A_____ Retaining Walls :Min 1.5 cubic foot per lineal foot of Class 2 Permeable Material surrounding a perforated pipe Retaining Wall: At rest pressure:______65 psf/ft_______________________________ Coefficient of friction:_______0.34_______________________________ COMMENTS: ______________________________________________________________________________ _____________________________________________________________________________________________ _______________________________________________________________________________________ 7/8/2011 (Revised 3/5/18) 3 of 7 FOUNDATION SUBSURFACE PREPARATION WAL -MART JOB #2077-06 Lake Elsinore, California 3/5/18 UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS, THE LIMITS OF THIS SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 5 FEET BEYOND THE BUILDING AND APPURTENANCES OR TO A HORIZONTAL DISTANCE EQUAL TO THE DEPTH OF ENGINEERED FILL BELOW THE OUTSIDE EDGE OF THESE IMPROVEMENTS, WHICHEVER IS GREATER. APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUILDING PROPER (REFER TO DRAWING SHEET SP1), TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING SIDEWALKS, GARDEN CENTER, PORCHES, RAMPS, STOOPS, TRUCK WELLS/DOCKS, CONCRETE APRONS AT THE AUTOMOTIVE CENTER, COMPACTOR PAD, ETC. THE VAPOR BARRIER, WHERE REQUIRED, DOES NOT EXTEND BEYOND THE LIMITS OF THE ACTUAL BUILDING. ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB AND AGGREGATE BASE. REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR REQUIRED SLAB THICKNESS.AGGREGATE BASE BELOW THE INTERIOR BUILDING SLAB ON GRADE SHALL BE NON-RECYCLED AND SHALL COMPLY WITH THE REQUIREMENTS FOR CLASS 2 AGGREGATE BASE (AB)PER THE 2010 STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS (SECTION 26-1.02B). AGGREGATE BASE SHALL BE COMPACTED TO A MINIMUM RELATIVE COMPACTION OF 95 PERCENT IN ACCORDANCE WITH ASTM D1557 STANDARDS. DOCUMENTATION, INCLUDING LABORATORY TEST DATA,SHALL BE PROVIDED TO THE WALMART CEC PRIOR TO DELIVERY OF THE AGGREGATE BASE TO THE SITE INDICATING THAT THE AGGREGATE BASE MEETS PROJECT SPECIFICATIONS AND IS NON-RECYCLED, WHERE APPLICABLE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ACCURATE MEASUREMENTS FOR ALL CUT AND FILL DEPTHS REQUIRED.ANY PROPOSED EQUIVALENT ALTERNATIVE BASE MATERIAL MUST BE SUBMITTED FOR APPROVAL WITHIN 30 DAYS AFTER AWARD OF CONTRACT. ANY EQUIVALENT ALTERNATIVE SHALL ONLY BE USED IF APPROVED IN WRITING BY THE CEC AND AOR. LOCATION WITH RESPECT TO BOTTOM OF SLAB ON GRADE MATERIAL WALMART BUILDING PAD AREA: TOP 6 INCHES:AGGREGATE BASE (AB) 6 TO 12 INCHES IMPORTED NON-EXPANSIVE ENGINEERED FILL BELOW 12 INCHES ONSITE SATISFACTORY MATERIAL WITH AN EXPANSION INDEX OF LESS THAN 50,A MAXIMUM PARTICLE SIZE OF 3 INCHES, FREE OF ROOTS AND CONTAINING NOT MORE THAN 3 PERCENT ORGANICS PLACED AS ENGINEERED FILL LOCATION WITH RESPECT TO BOTTOM OF SLAB ON GRADE MATERIAL OUTLOT BUILDING PAD AREAS: 7/8/2011 (Revised 3/5/18) 4 of 7 TOP 6 INCHES:ONSITE SATISFACTORY NON-EXPANSIVE MATERIAL OR IMPORTED, NON-EXPANSIVE FILL WITH AN EXPANION INDEX OF 15 OR LESS BELOW 6 INCHES ONSITE SATISFACTORY WITH AN EXPANSION INDEX OF LESS THAN 50, A MAXIMUM PARTICLE SIZE OF 3 INCHES, FREE OF ROOTS AND CONTAINING NOT MORE THAN 3 PERCENT ORGANICS PLACED AS ENGINEERED FILL REMOVE SURFACE VEGETATIONS, TOPSOIL, ROOT SYSTEMS, ORGANIC MATERIAL, EXISTING FILL, AND SOFT OR OTHERWISE UNSUITABLE MATERIAL FROM THE BUILDING AREA. SITE PREPARATION SHALL INCLUDE REMOVAL OF TREE ROOTS TO REMOVE THE ROOT BALLS, AND ALL ROOT SYSTEMS GREATER THAN ABOUT 1/4 INCH IN DIAMETER.REMOVAL OF THE ROOT BALLS AND ROOT SYSTEMS MAY REQUIRE EXCAVATION TO DEPTHS OF UP TO ABOUT 5 FEET BSG.SOILS CONTAINING ORGANIC MATTER SUCH AS ROOT CLUMPS, ROOTS EXCEEDING ¼ INCH IN DIAMETER, WITH ORGANIC CONTENTS ABOVE 3 PERCENT SHALL BE COMPLETELY REMOVED AND NOT USED AS ENGINEERED FILL.THESE MATERIALS SHALL BE RAKED AND HAND-PICKED,OR SCREENED AS NECESSARY, TO REMOVE TREE ROOTS LARGER THAN ¼ INCH IN DIAMETER AND CONCENTRATED ROOT MASSES.LIMBS, TREE BRANCHES, ROOTS, ETC. SHALL NOT BE DISCED INTO THE SOILS. STRIPPING SHALL BE CONDUCTED IN ALL AREAS OF EXISTING SURFACE VEGETATION AND WHERE ROOT SYSTEMS ARE PRESENT. THE GENERAL DEPTH OF STRIPPING SHALL BE SUFFICIENTLY DEEP TO REMOVE THE ROOT SYSTEMS AND ORGANIC TOPSOILS. A MINIMUM STRIPPING DEPTH OF 4 INCHES IS RECOMMENDED.DEEPER STRIPPING MAY BE REQUIRED IN LOCALIZED AREAS. STRIPPING AND CLEARING OF DEBRIS SHALL EXTEND LATERALLY A MINIMUM OF 10 FEET OUTSIDE THE NEW FOOTING AND PAVEMENT PERIMETERS. THESE MATERIALS WILL NOT BE SUITABLE FOR USE AS ENGINEERED FILL THE PROPOSED BUILDING PAD AREA AND OVER-BUILD ZONE SHALL BE PREPARED BY OVER- EXCAVATION TO A DEPTH OF 12 INCHES BELOW IMPROVEMENTS TO BE REMOVED (I.E. FOUNDATIONS, SEPTIC SYSTEMS, UTILITIES,ETC.), TO THE DEPTH TO REMOVE UNDOCUMENTED FILLS (ENCOUNTERED TO DEPTHS RANGING FROM 1 TO 8½ FEET BSG),TO THE DEPTH REQUIRED TO REMOVE THE TREE ROOT SYSTEMS, TO A MINIMUM DEPTH OF 48 INCHES BELOW PRECONSTRUCTION SITE GRADES,AND TO A DEPTH OF 2½ FEET BELOW THE BOTTOM OF THE FOUNDATIONS, WHICHEVER PROVIDES THE DEEPER EXCAVATION. OVER-EXCAVATION SHALL INCLUDE THE ENTIRE BUILDING FOOTPRINT AND OVERBUILD ZONE. THE BUILDING PAD IS DEFINED AS THE AREAS TO BE OCCUPIED BY THE BUILDING, ADJACENT SIDEWALKS, GARDEN CENTER, PORCHES, RAMPS,STOOPS, TRUCK WELLS/DOCKS, CONCRETE APRONS, COMPACTOR PAD, ETC., TO A MINIMUM HORIZONTAL DISTANCE OF FIVE (5) FEET BEYOND THESE AREAS, OR TO A HORIZONTAL DISTANCE EQUAL TO THE DEPTH OF ENGINEERED FILL, WHICHEVER IS GREATER. SLOT CUTTING BELOW FOUNDATIONS WILL NOT BE ALLOWED. UPON APPROVAL OF THE OVER-EXCAVATION BY THE WALMART CTL, THE SUBGRADE SOILS AT THE BOTTOM OF THE OVER-EXCAVATION SHALL BE SCARIFIED TO A DEPTH OF 12 INCHES, MOISTURE CONDITIONED BETWEEN OPTIMUM AND THREE (3) PERCENT ABOVE OPTIMUM MOISTURE CONTENT AND COMPACTED AS ENGINEERED FILL. THE CONTRACTOR SHALL VERIFY IN WRITING TO THE OWNER AND CEC THAT THE HORIZONTAL AND VERTICAL OVER-EXCAVATION LIMITS WERE COMPLETED IN CONFORMANCE WITH THE FOUNDATION SUBSURFACE PREPARATION. THE VERIFICATION SHALL INCLUDE SURVEY DATA ON AN SCALED, AS-GRADED PLAN PREPARED BY A LICENSED SURVEYOR, DEMONSTRATING 7/8/2011 (Revised 3/5/18) 5 of 7 THAT THE HORIZONTAL AND VERTICAL OVER-EXCAVATION HAS BEEN ACHIEVED. THIS VERIFICATION SHALL BE PROVIDED PRIOR TO REQUESTING PAD CERTIFICATION. WET WEATHER CONDITIONS:CONTRACTORS SHALL ANTICIPATE THAT SUBGRADE INSTABILITY WILL BE ENCOUNTERED DURING EARTHWORK OPERATIONS DUE TO HIGH SOIL MOISTURE CONTENTS. WHERE WET, UNSTABLE SOIL CONDITIONS ARE EXPERIENCED, STABILIZATION MAY BE CONDUCTED BY USE OF A GEOTEXTILE FABRIC AND COMPACTED AGGREGATE BASE, OR CHEMICAL (I.E., LIME, CEMENT, ETC.) TREATMENT. THE CONTRACTOR SHALL INCLUDE IN THE BID THE COSTS FOR STABILIZATION OF ALL WET, UNSTABLE AREAS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. NO CHANGE ORDERS WILL BE ALLOWED FOR WET WEATHER CONDITIONS, WET SOIL, SOIL INSTABILITY,ETC.,OR MITIGATION MEASURES SUCH AS CHEMICAL TREATMENT, GEOTEXTILE FABRIC, ROCK, SOIL IMPORT, ETC. THE ON-SITE NEAR SURFACE SOILS ENCOUNTERED ARE PREDOMINANTLY SILTY SANDS WITH INTERBEDDED LAYERS OF LEAN CLAY AND SANDY LEAN CLAY SOILS WHICH EXHIBIT EXPANSIVE CHARACTERISTICS. THE EXISTING NEAR SURFACE SOILS THAT HAVE AN EXPANSION INDEX OF LESS THAN 50 AND ARE FREE OF ORGANICS (LESS THAN 3 PERCENT BY WEIGHT), FREE OF ROOTS AND DEBRIS,AND OVERSIZED MATERIALS GREATER THAN 3 INCHES IN LARGEST DIMENSION WILL BE SUITABLE FOR USE AS FILL MATERIAL BELOW A DEPTH OF 6 INCHES BELOW THE RECOMMENDED AGGREGATE BASE WITHIN THE BUILDING AND OVER-BUILD ZONE AND DIRECTLY BELOW THE AGGREGATE BASE OUTSIDE OF THE BUILDING OVER-BUILD ZONE, PROVIDED THEY ARE PROPERLY MOISTURE CONDITIONED AND COMPACTED. THE UPPER 12 INCHES BELOW SLABS ON GRADE WITHIN THE WALMART BUILDING PAD PREPARATION LIMITS SHALL BE SUPPORTED ON 6 INCHES OF CLASS 2 AGGREGATE BASE OR CRUSHED AGGREGATE BASE (CAB), OVER 6 INCHES OF IMPORTED NON-EXPANSIVE ENGINEERED FILL.AS AN ALTERNATIVE TO IMPORTING A NON-EXPANSIVE ENGINEERED FILL,THE SLABS ON GRADE MAY BE SUPPORTED ON A MINIMUM OF 10 INCHES OF NON-RECYCLED CLASS 2 AGGREGATE BASE OR NON-RECYCLED CRUSHED AGGREGATE BASE (CAB) OVER THE DEPTH OF ENGINEERED FILL RECOMMENDED BELOW FOUNDATIONS. THE UPPER 6 INCHES OF ENGINEERED FILL PLACED IN THE OUTLOT BUILDING PADS SHALL MEET THE BELOW REQUIREMENTS. IMPORT FILL SOIL SHALL BE NON-EXPANSIVE, FREE OF RECYCLED AGGREGATE BASE MATERIALS AND GRANULAR IN NATURE WITH THE FOLLOWING ACCEPTANCE CRITERIA RECOMMENDED. PERCENT PASSING 3-INCH SIEVE 100 PERCENT PASSING NO. 4 SIEVE 85 -100 PERCENT PASSING NO.200 SIEVE 15 -40 PLASTICITY INDEX LESS THAN 15 EXPANSION INDEX (ASTM D4829)LESS THAN 15 ORGANICS LESS THAN 3 PERCENT BY WEIGHT R-VALUE MINIMUM 40 SULFATES < 0.05 PERCENT BY WEIGHT MIN. RESISTIVITY > 10,000 OHMS-CM A MINIMUM OF 14 DAYS PRIOR TO IMPORTING FILL MATERIALS SUCH AS SOILS OR AGGREGATE BASE, THE CONTRACTOR SHALL SUBMIT A CERTIFICATION SIGNED BY A REGISTERED GEOLOGIST OR CIVIL ENGINEER WITH A MINIMUM OF FIVE (5) YEARS OF EXPERIENCE IN ENVIRONMENTAL SAMPLING AND TESTING OF SOILS (I.E., AN ENVIRONMENTAL SPECIALIST), WHICH STATES: “TO THE BEST OF MY PERSONAL KNOWLEDGE, THE IMPORT MATERIAL HAS BEEN SAMPLED AND TESTED, IS NOT CONTAMINATED AND DOES NOT CONTAIN CONSTITUENTS AT CONCENTRATIONS THAT EXCEED REGULATORY ACTION LEVELS THAT WOULD BE CAUSE FOR REGULATORY ACTION IF BROUGHT TO THE ATTENTION OF THE REGULATORY AGENCY HAVING JURISDICTION.” THE ENVIRONMENTAL SPECIALIST’S CERTIFICATION SHALL INCLUDE THE RATIONALE FOR THE TESTING PROTOCOL, THE PROCEDURES USED TO SAMPLE THE MATERIAL, THE QUANTITY OF MATERIAL TO BE IMPORTED TO THE SITE, SIGNED REPORTS FROM 7/8/2011 (Revised 3/5/18) 6 of 7 THE ANALYTICAL TESTING LABORATORY, CHAIN OF CUSTODY DOCUMENTS, AN ANALYSIS OF THE RESULTS OF THE TESTS RELATIVE TO APPLICABLE ACTION LEVELS IN THE STATE OF CALIFORNIA, AND THE METHODS THAT WILL BE USED TO ENSURE THAT THE MATERIAL DELIVERED AND INCORPORATED INTO THE PROJECT IS REPRESENTATIVE OF THE MATERIAL THAT WAS SAMPLED AND TESTED. AS A MINIMUM, THE SAMPLING FREQUENCY AND ANALYTICAL TESTING PROTOCOL SHALL COMPLY WITH THE PROCEDURES RECOMMENDED IN THE DEPARTMENT OF TOXIC SUBSTANCES CONTROL, “INFORMATION ADVISORY, CLEAN IMPORTED FILL MATERIAL,” DATED OCTOBER 2001. IN LIEU OF SAMPLING AND TESTING AGGREGATE BASE MATERIALS (OR BEDDING SAND) FROM VIRGIN SAND AND GRAVEL SOURCES, A LETTER STATING THAT THE AGGREGATE BASE (OR BEDDING SAND) COMPRISES MATERIALS ENTIRELY FROM NATURAL (VIRGIN) SOURCES AND THAT THE AGGREGATE BASE (OR BEDDING SAND) IS NON-CONTAMINATED MAY BE PROVIDED BY THE CONTRACTOR. AFTER APPROVAL OF THE CONTRACTOR’S SUBMITTAL AND PRIOR TO BEING TRANSPORTED TO THE SITE, THE IMPORT FILL MATERIAL SHALL ALSO BE TESTED AND APPROVED BY THE RETAIL TENANT’S CONSTRUCTION TESTING LABORATORY (CTL) FOR THE ABOVE GEOTECHNICAL CHARACTERISTICS. THE CONTRACTOR SHALL ALLOW A MINIMUM OF SEVEN (7) WORKING DAYS FOR EACH IMPORT SOURCE TO BE TESTED BY THE CTL FOR COMPLIANCE WITH THE GEOTECHNICAL CHARACTERISTICS SPECIFIED HEREIN. LOADING DOCK WALLS SHALL BE BACKFILLED WITH IMPORTED GRANULAR BACKFILL PLACED WITHIN THE ZONE EXTENDING FROM THE BOTTOM OF THE WALL FOOTING AT A 1 HORIZONTAL TO 1 VERTICAL GRADIENT TO THE SURFACE.THE ONSITE SOILS ARE NOT ALLOWED WITHIN A 1 HORIZONTAL TO 1 VERTICAL PLANE FROM THE BACK OF THE RETAINING WALL FOOTINGS.THIS REQUIREMENT SHALL BE DETAILED ON THE CONSTRUCTION DRAWINGS. GRANULAR WALL BACKFILL SHALL MEET THE FOLLOWING REQUIREMENTS: PERCENT PASSING 3-INCH SIEVE 100 PERCENT PASSING NO.4 SIEVE 85 -100 PERCENT PASSING NO.200 SIEVE 5 -35 INTERNAL ANGLE OF FRICTION 30 DEGREES THE BUILDING PAD SUBGRADE SURFACE, ALL FOOTING EXCAVATIONS AND EXPOSED SUBGRADE SOILS SHALL NOT BE ALLOWED TO DRY SUCH THAT THE MOISTURE CONTENT OF THE SOILS IS LESS THAN OPTIMUM MOISTURE CONTENT. THE EXPOSED SOILS SHALL BE CONTINUOUSLY MOISTENED TO MAINTAIN THE MOISTURE CONTENT ABOVE OPTIMUM UNTIL CONCRETE IS PLACED.THE CTL SHALL BE REQUESTED BY THE CONTRACTOR TO OBSERVE THE BOTTOMS AND SIDES OF THE FOUNDATION EXCAVATIONS AND EXPOSED SOILS TO VERIFY THAT THE EXPOSED SOILS ARE PROPERLY MOISTURE CONDITIONED. RECYCLED MATERIALS (SUCH AS PORTLAND CEMENT AND ASPHALTIC CONCRETE)SHALL NOT BE USED WITHIN THE BUILDING PAD AREA. IMPORTED, NON-EXPANSIVE SOIL SHALL BE PLACED IN LOOSE LIFTS APPROXIMATELY 8 INCHES THICK OR LESS, MOISTURE-CONDITIONED TO BETWEEN OPTIMUM TO THREE (3) PERCENT ABOVE OPTIMUM MOISTURE CONTENT, AND COMPACTED TO A NON-YIELDING CONDITION AT A DRY DENSITY OF AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557.ADDITIONAL LIFTS SHALL NOT BE PLACED IF THE PREVIOUS LIFT DID NOT MEET THE REQUIRED DRY DENSITY OR IF SOIL CONDITIONS ARE NOT STABLE. ON-SITE SOILS SHALL BE PLACED IN LOOSE LIFTS APPROXIMATELY 8 INCHES THICK OR LESS, MOISTURE-CONDITIONED TO BETWEEN OPTIMUM TO THREE (3)PERCENT ABOVE OPTIMUM MOISTURE CONTENT, AND COMPACTED TO A NON-YIELDING CONDITION AT A DRY DENSITY OF AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557. ADDITIONAL LIFTS SHALL NOT BE PLACED IF THE PREVIOUS LIFT DID NOT MEET THE REQUIRED DRY DENSITY OR IF SOIL CONDITIONS ARE NOT STABLE. 7/8/2011 (Revised 3/5/18) 7 of 7 THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONTINUOUS SPREAD FOOTINGS AT WALLS. THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS PREPARATION SHALL TAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. REFER TO THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION.THIS INFORMATION WAS TAKEN FROM A GEOTECHNICAL REPORT PREPARED BY MOORE TWINING ASSOCIATES, INC., DATED MARCH 5, 2018 (GEOTECHNICAL REPORT IS FOR INFORMATION ONLY AND IS NOT A CONSTRUCTION SPECIFICATION). F-1 D82109.01 APPENDIX F PAVEMENT DESIGN CALCULATIONS 1993 AASHTO Empirical Equation for Flexible PavementsEquation Solver^ f Variable Descriptions and Typical Values^ f Precautions^Solution DetailsClose IStep 1: Surface (HMA) Layer CalculationsCalculate SN* from the 1993 AASHTO empirical equation using the MRof Base 1 instead of the subgrade MR. This determines the amount ofsupport the surface HMA layer needs to provide in order for the base 1layer to perform adequately.MR of Base 1 = 28000 psiSN* = 1.395D* (rounded to nearest 1/2 inch) =SN;ao 0.42Minimum specified depth (Dmrn) = 0 inchesThe greater of D* and Dmm = Dsurf = 3.5 inchesSN contribution of Dsurf = Dsurf x ai = SNsurf = 1.47Calculated Surface Layer Depth = 3.5 inches|see the output. To make:he calculate button again.|r more information.OUTPUT'arameters|rmal Deviate (zs):APSI: |frat Number (SN):(to the nearest 1/2 inch)Surface:Base 1:>n layer depths:2.055cCalculate 1993 AASHTO Empirical Equation for Flexible Pavements[Equation Solver^ [Variable Descriptions and Typical Values^ (Precautions_lSolution DetailsClose ICLOSE THIS WINDOWStep 2: Base 1 Layer CalculationsCalculate SN from the 1993 AASHTO empirical equation using the MRof the subgrade. This determines the amount of support the surfaceand base 1 layers need to provide in order for the pavement toperform adequately.MR of Subgrade = 10800 psiSN = 2.045SNsurffrom Step 1 = 1.47SNbasel = SN - SNsurf = 0.575000000000001SNbasei 0.575000QOpQOO,00_lD* (rounded to nearest 1/2 inch) = —r— = — ~= ~ ~4~.S Inchies"ai 0.13Minimum specified depth (Dmin) = 0 inchesThe greater of D* and Dmin = Dbasei = 4.5 inchesSN contribution of Dbase i = Dbase 1 X ai = SNbase 1= 0.585Calculated Base I Layer Depth = 4.5 inches^ PREVIOUS STEP|see the output. To makeche calculate button again.|r more information.OUTPUT'arameters|rmal Deviate (ZR):APSI:^ral Number (SN):(to the nearest 1/2 inch)Surface:Base 1:»n layer depths:2.055:)Calculate 1993 AASHTO Empirical Equation for Flexible PavementsfEquation Solver| [Variable Descriptions and Typical Values^ f Precautions^Solution DetailsCloseStep 1: Surface (HMA) Layer CalculationsCalculate SN* from the 1993 AASHTO empirical equation using the MRof Base 1 instead of the subgrade MR. This determines the amount ofsupport the surface HMA layer needs to provide in order for the base 1layer to perform adequately.MR of Base 1 = 28000 psiSN* = 1.695D* (rounded to nearest 1/2 inch) =SN*ao 0.42Minimum specified depth (Dmm) = 0 inchesThe greater of D* and Dmin = Dsurf = 4.5 inchesSN contribution of Dsurf = Dsurf x ai = SNsurf = 1.89Calculated Surface Layer Depth = 4.5 inchesI see the output. To make:he calculate button again.|r more information.OUTPUT•arameters|rmal Deviate (ZR):APSI:^ral Number (SN): I(to the nearest 1/2 inch)Surface:Base 1:^n layer depths:2.475cCalculate:) 1993 AASHTO Empirical Equation for Flexible Pavementsf Equation Solver^ f Variable Descriptions and Typical Values^ f Precautions^Solution DetailsClose IStep 2: Base 1 Layer CalculationsCalculate SN from the 1993 AASHTO empirical equation using the MRof the subgrade. This determines the amount of support the surfaceand base 1 layers need to provide in order for the pavement toperform adequately.MR of Subgrade = 10800 psiSN = 2.445SNsurffrom Step 1 = 1.89SNbasel = SN - SNsurf = 0.555000000000001SNbase 10.555000QlOpOOO,p014.5 inchesCLOSE THIS WINDOWD* (rounded to nearest 1/2 inch) =ai 0.13Minimum specified depth (Dmm) = 0 inchesThe greater of D* and Dmin = Dbase i = 4.5 inchesSN contribution of Dbasei = Dbasel X ai = SNbasel= 0.585Calculated Base 1 Layer Depth = 4.5 inches^1 PREVIOUS STEP|see the output. To make[he calculate button again.|r more information.OUTPUT'arameters|rmal Deviate (ZR):APSI:jral Number (SN): |(to the nearest 1/2 inch)Surface:Base 1:in layer depths:2.475cCalculate