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Appendix G.1 - Geotechnical ReportAppendix G.1 Geotechnical Report NMG Geotechnical, 2021 Travertine SPA Draft EIR SCH# 201811023 Technical Appendices October 2023 NMG Geotechnical, Inc, August 27, 2021 Project No. 18186-01 To: Hofmann Management Company c/o TRG Land Design 898 Production Place Newport Beach, California 92663 Attention: Mr. Mark Rogers Subject: Preliminary Geotechnical Evaluation and Planning Study, Proposed Residential Development at Travertine, City of La Quinta, California In accordance with your authorization, NMG Geotechnical, Inc. (NMG) has performed a preliminary geotechnical evaluation and planning study for the proposed Travertine mixed-use development in the city of La Quinta, California. We have reviewed the grading plan prepared by ProActive Engineering Consultants, received by NMG on May 20, 2019, in light of the geotechnical conditions at the site in order to provide geotechnical recommendations for the proposed grading and development. This report will also be used for preparation of the project Environmental Impact Report (EIR). Prior subsurface investigations have been performed at and adjacent to the site by various consultants (Appendix A). In addition, NMG conducted geophysical surveys at three locations, performed geologic mapping of the site, and completed an infiltration study for the two proposed water quality basins in the eastern portion of the site. The infiltration study included drilling of seven hollow -stem- auger borings to depths of 20 to 40 feet, percolation testing in five of the borings, laboratory testing, and evaluation of design infiltration rates. The collected data was compiled and are the basis for our findings, conclusions, and recommendations presented in this report. The 200 -scale grading plan was used as the base map to present boring and test pit locations and geologic mapping for the site (Preliminary Geotechnical Map: Plates 1 and 2). The 200 -scale grading and topographic maps and test pit data were also utilized to prepare an Approximate Rock Distribution Map (Plate 3). This report presents our findings and provides preliminary remedial grading and foundation design recommendations for the proposed development concept. Based on our findings, we conclude that the proposed development is feasible provided it is designed, graded and constructed in accordance with the preliminary geotechnical recommendations in this report. Additional geotechnical exploration, review, and analysis may need to be performed during the future design phases and as rough grading plans become available. The recommendations provided herein will then be confirmed and/or updated as necessary based on our findings. 17991 Fitch • Irvine, California 92614 • PHONE (949) 442-2442 • FAX (949) 476-8322 • www.nmggeotechnical.com 18186-01 August 27, 2021 If you have any questions regarding this report, please contact our office. We appreciate the opportunity to provide our services. Respectfully submitted, NMG GEOTECHNICAL, INC. Anthony Zepeda, CEG 2681 Project Geologist dt,,,„, - cot - Terri Wright, CEG -'1342 Principal Geologist TW/AZ/SBK/grd Distribution: (1) Addressee (E -Mail) 210827 update report ii Shahr'ooz 'Bob" Karimi, RCE 54250 Principal Engineer NMG 18186-01 August 27, 2021 TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 Purpose and Scope of Work 1 1.2 Site Location and Description 2 1.3 Proposed Conceptual Development and Grading 3 1.4 Site History and Prior Investigations/Grading 3 1.5 Field Exploration 5 1.6 Laboratory Testing 5 2.0 GEOTECHNICAL FINDINGS 7 2.1 Geologic Setting and Soil Mapping 7 2.2 Earth Units 7 2.3 Laboratory Testing and Soil Properties 9 2.4 Groundwater and Surface Water/Flood Potential 10 2.5 Regional Faulting and Seismicity 11 2.6 Slope Stability and Mass Movements 12 2.7 Settlement 12 2.8 Regional Subsidence 13 2.9 Erosion Potential and Scour Protection 13 2.10 Rippability and Oversize Rocks 13 2.11 Infiltration Testing 14 2.12 Earthwork Bulking/Shrinking and Subsidence 15 3.0 CONCLUSION AND PRELIMINARY RECOMMENDATIONS 16 3.1 General Conclusion and Recommendation 16 3.2 Earthwork and Grading Specifications 16 3.3 Remedial Grading and Overexcavation 16 3.4 Rippability 17 3.5 Oversize Rock Crushing 17 3.6 Placement of Oversize Material 17 3.7 Slope Stabilization 18 3.8 Groundwater Conditions 19 3.9 Settlement 19 3.10 Foundation Design 19 3.11 Storm Water Infiltration Feasibility 20 3.12 Trench Excavations and Backfill 20 3.13 Lateral Earth Pressures 20 3.14 Preliminary Pavement Design 21 3.15 Structural Setbacks 22 3.16 Seismic Design Guidelines 22 3.17 Subdrains 23 3.18 Expansion Potential 23 3.19 Cement Type and Corrosivity 23 3.20 Exterior Concrete 23 3.21 Slope Maintenance and Protection 25 3.22 Surface Drainage 25 210827 update report iii NMG 18186-01 August 27, 2021 3.23 Additional Geotechnical Investigation and Plan Reviews 25 3.24 Geotechnical Observation and Testing During Grading and Construction 25 4.0 LIMITATIONS 27 Appendices Appendix A — Appendix B — Appendix C — Appendix D — Appendix E — Appendix F — Appendix G — References and Definitions Boring and Test Pit Logs Laboratory Test Results Seismic Parameters Geophysical Study Infiltration Testing Data General Earthwork and Grading Specifications Figures and Plates Figure 1 — Site Location Map — Rear of Text Figure 2 — USDA Soil Map — Rear of Text Figure 3 — Regional Geology Map (Dibblee, 2008) — Rear of Text Figure 4 — Regional Geology Map (CGS, 2012) — Rear of Text Figure 5 — Regional Fault Map — Rear of Text Figure 6 — Seismic Hazards Map — Rear of Text Figure 7 — Retaining Wall Drainage Detail — Rear of Text Plates 1 and 2 — Preliminary Geotechnical Map — In Pocket Plate 3 — Approximate Rock Distribution Map — In Pocket 210827 update report iv NMG 18186-01 August 27, 2021 1.0 INTRODUCTION 1.1 Purpose and Scope of Work NMG Geotechnical, Inc. (NMG) has prepared this report of geotechnical evaluation and planning - level study for the proposed Travertine mixed-use development in the city of La Quinta, California. We have reviewed the proposed grading and development in light of the geotechnical conditions at the site in order to provide preliminary geotechnical recommendations for the proposed grading and development. This report will also serve as the technical Appendix G for the EIR. We have reviewed the grading plan prepared by ProActive Engineering, received by NMG on May 20, 2019. The grading plan was used as the base map for our Preliminary Geotechnical Map (Plates 1 and 2) to present the geologic mapping and locations of geotechnical borings, percolation test borings, seismic lines, and test pits at the site. The 200 -scale grading and topographic maps and test pit data were also utilized to prepare an Approximate Rock Distribution Map (Plate 3). Our scope of work was as follows: • Acquisition, review and compilation of available geologic/geotechnical reports and maps for the subject site and surrounding area. A reference list and definitions of terms used in this report are included in Appendix A. • The 200 -scale Preliminary Geotechnical Map (Plates 1 and 2) provides a compilation of the boring and test pit locations at and adjacent to the site from this and previous geotechnical studies. Boring and test pit logs by NMG and others are included in Appendix B. • Review of historic aerial photographs dating back to the late 1940s and historic topographic maps dating back to the early 1900s. A list of reviewed photographs is included in Appendix A. • Geologic mapping of alluvial fans and exposures of bedrock in the mountains and hills adjacent to the proposed development. Geologic field mapping was performed on May 9 and 10, 2019. The geologic mapping is presented on the Preliminary Geotechnical Map (Plates 1 and 2). • A geophysical study was performed on May 9, 2019 to evaluate the rippability potential of the onsite materials at the anticipated locations of the deepest cuts. The approximate locations of the seismic lines are provided on the Preliminary Geotechnical Map (Plates 1 and 2). The complete geophysical refraction study is included in Appendix E. • An infiltration study was performed August 9 through 12, 2021, that included drilling and sampling of seven hollow -stem -auger borings at the two proposed water quality basins in the eastern portion of the site. Percolation testing was performed in five of the borings in general conformance with the Riverside County Design Handbook for Low Impact Development Best Management Practices. The boring logs are included in Appendix B. The percolation test data are presented in Appendix F. • An Approximate Rock Distribution Map (Plate 3) was prepared based on the percentages of boulders (oversize) recorded in the test pits to show the amount of oversize that may be generated during grading. 210827 update report 1 NMG 18186-01 August 27, 2021 • Laboratory testing by NMG included moisture density, grain size and collapse testing. We also reviewed laboratory test results by others, including grain size distribution, consolidation, maximum density, optimum moisture content, permeability, expansion index, and corrosion potential. Laboratory test results by NMG and others are included in Appendix C, the in-situ moisture and density test results are included on the boring logs in Appendix B. • Evaluation of faulting and seismicity in accordance with the 2019 California Building Code (CBC) and the current standard of practice. Seismic design parameters are included in Section 3.16 and the data in Appendix D. • Geotechnical evaluation and analysis of the compiled data with respect to the proposed development. Geologic analysis included preparation of the geotechnical map and review of prior data compiled for this report. Geotechnical analysis included evaluation of rippability, rock (oversize) quantification, groundwater, settlement, slope stability, infiltration rate calculation, and development of preliminary grading recommendations. This task also included review of the preliminary grading plan in light of the geotechnical conditions. Geotechnical grading recommendations are included in Sections 3.2 to 3.7, and the General Earthwork and Grading Specifications are provided in Appendix G. • Preparation of this report with our findings, conclusions, and preliminary recommendations for the subject development. 1.2 Site Location and Description The approximately 855 -acre site is located in the southern most portion of the City of La Quinta. The property is accessed from the east, via a gate and dirt road over the levee from the western end of 62nd Avenue (Plate 2). The site consists of east -facing mountain -front alluvial fan, sloping gently at approximately 3 to 6 percent toward the east. Existing elevations vary from a high of 270 feet above mean sea level (msl) in the west, to a low of 30 feet above msl in the east near 62nd Avenue. Locally, where 62nd Avenue and Madison Avenue are proposed to cross the existing levee, elevations at the toes of the levee are below sea level (-10 feet msl). The highest elevation within the boundary of the grading is 455 feet msl in the southwest corner where two water tanks are proposed. Site drainage sheet flows over the land surface toward existing washes and ultimately drains to the east. These flows historically made their way into the Whitewater River located 7 miles to the east of the site; however, a levee was constructed with infiltration ponds (Thomas E. Levy Groundwater Replenishment Facility) west of the levee. Surface flows are now impounded and infiltrate into the Coachella Valley groundwater basin. An abandoned vineyard is present within the central portion of the site. Miscellaneous remnants of this operation are still present, consisting of trellises, root balls, irrigation -related pipelines and well pads, and scattered rock piles likely generated during grading of the vineyard. The remainder of the site is essentially in its native condition, with sparse vegetation and abundant cobbles and boulders at the surface. There were limited utilities noted during our site reconnaissance, including overhead electric and remnants of water/irrigation, which previously supplied water for the vineyard. A water line is 210827 update report 2 NMG 18186-01 August 27, 2021 present along 62nd Avenue, crossing the existing levee, which supplies water to the Thomas E. Levy Groundwater Replenishment Facility east of the project area. 1.3 Proposed Conceptual Development and Grading The proposed project covers an area of approximately 855 acres and will be comprised of a variety of land uses. Residential land uses will range from low to medium density (1.5 to 8.5 dwelling units per acre) and total up to 1,200 dwelling units of varying product types. A resort/spa facility is planned in the northern portion of the community to serve residents, tourists and recreational visitors. The facility features a 45,000 square foot boutique hotel with a 175 -seat restaurant, 97,500 square feet of lodging to allow 100 villas, and an 8,700 square foot spa and wellness center. A 4 -hole golf practice facility with a clubhouse is planned in the southeast portion of the site and will include a driving range, tracking bays, putting course, pro -shop, restaurant and bar, banquet and restaurant facility to be shared with wedding garden facilities. Bike lanes, pedestrian walkways, and a Travertine community trail system is proposed throughout the community. Recreational open space uses include picnic tables, barbeques, tot lot playground, two community parks and staging facilities for the regional interpretive trail. Proposed grading will consist of design cuts and fills up to 40 and 60 feet thick, respectively. The preliminary grading plan shows cut and fill slopes within the interior of the project at 3H:1V (horizontal to vertical) inclinations or flatter, up to 80 feet high. The perimeter slopes of the project are at inclinations of 2H:1 V or flatter, up to 30 feet high. There will be perimeter flood protection along the western and southern boundaries, that consists of a raised edge condition (2H:1V slope) with armored lining to protect against scour and erosion. There will be two paved public access roads and a paved emergency access road. Both 62nd Avenue and Madison Street extensions will include grading adjacent to and over the existing flood control levee, from the east and north, respectively. Jefferson Street will also be extended to the north (Plate 1), to connect to the Coral Canyon portion of Jefferson Street, ultimately connecting to 58th Avenue. Madison Street will be the emergency access, to connect to 60 Avenue and used by CVWD for access to their facilities. 62nd Avenue will be the main entrance to the site and the existing approach on the eastern side of the levee will be lengthened to soften grade with embankments likely supported with retaining structures. Additionally, culvert/arch crossings are anticipated to support the roadway extensions on the west side of the levee at 62nd Avenue and the south side of the levee for Madison Street. The alignment of Jefferson Street will cross over the Guadalupe dike at the northwest corner of the project, and may also include culvert/arch crossings. 1.4 Site History and Prior Investigations/Grading Based on historic aerial photographs dating back to the 1940s and historic topographic maps dating back to the early 1900s, the following site history can be detailed: • The earliest topographic map reviewed was from 1904. The natural drainages and dry creeks appear roughly in the same location as today. The map indicates very little development of structures and roadways within the Coachella Valley area. 210827 update report 3 NMG 18186-01 August 27, 2021 • In 1949, the site appears to be in its natural condition and predates the flood control levee (Dike No. 4) to the east. Visible lineaments representing the shoreline of ancient Lake Cahuilla are evident in the photographs. Other geomorphic features, such as the Martinez Landslide and varying -age alluvial fans and desert varnish/pavement are visible. The site remained in this condition through the 1950s. • By 1977, the flood control levee and associated control/conveyance levees were constructed. No infiltration ponds were yet constructed. The remainder of the project area appears to be in its native condition. • By 1998, a portion of the site was being utilized for agriculture (vineyard) and appears to generally be in the present-day condition. • Between 2006 and 2009, the Thomas E. Levy groundwater replenishment infiltration ponds were graded on the western side of the flood control levee. We have compiled and reviewed the data from numerous geotechnical studies performed at and near the site. A summary of the reports obtained and the investigations performed is presented below. A complete reference list is provided in Appendix A. The boring and test pit logs by others are included in Appendix B and the laboratory test results by others in Appendix C. • Sladden Engineering (2001) performed a geotechnical evaluation of the existing levee (Dike No. 4 Flood Control Levee) adjacent to the development. The evaluation included excavation of 10 hollow -stem -auger borings to depths of 11.5 to 46.5 feet. • URS Corporation (2002) performed a geotechnical investigation near the site for the proposed recharge facility. Their investigation included 12 hollow -stem borings to depths of 26.5 to 28 feet, 8 test pits to depths of 11 to 15 feet, installation of two groundwater wells and geotechnical laboratory testing. • Sladden Engineering (2005a) performed a geotechnical exploration for adjacent development immediately north of the subject site ("Coral Canyon" Development). This exploration included drilling of 12 hollow -stem -auger borings to depths of 8.0 to 30.5 feet. • Earth Systems Southwest (2007b) performed a geotechnical exploration for the proposed extension of Madison Street. This study included excavation of four hollow -stem -auger borings, laboratory testing, and preparation of the report. • Earth Systems Southwest (2007c) performed infiltration testing for storm water facilities proposed for the Travertine project. This study included excavation of seven hollow -stem - auger borings, in-situ infiltration testing, collection of surface samples, laboratory testing, and preparation of a report summarizing their findings. • Earth Systems Southwest (2007d) later prepared a geotechnical engineering report for the Travertine project, which included a field exploration consisting of excavation of 49 test pits ranging in depth from 7 to 26 feet below existing grade, sample collection, and laboratory testing. This report includes the bulk of the data utilized during our review and development of the preliminary geotechnical recommendations provided herein. 210827 update report 4 NMG 18186-01 August 27, 2021 1.5 Field Exploration Our field exploration started with two days of site reconnaissance and geologic mapping performed on May 9 and 10, 2019. The geologic mapping is shown on the Preliminary Geotechnical Map (Plates 1 and 2) utilizing the existing topography and rough grading plan as the base map. The map represents a compilation of the regional geologic mapping, along with aerial photograph interpretation and site-specific mapping. A seismic refraction survey was performed onsite within areas of the deepest planned cuts in order to review rippability and the potential presence of buried granitic rock. The survey consisted of three seismic lines ranging from 350 to 470 feet long with geophone spacing ranging from 7.5 to 10 feet apart. The locations of the seismic lines are shown on the Preliminary Geotechnical Map (Plates 1 and 2) and the complete seismic refraction survey report is included in Appendix E. Additional field exploration was performed on August 9 and 10, 2021 in the southeast portion of the site, where two water quality basins are proposed near 62nd Avenue. This work included drilling, logging, and sampling of seven 8 -inch -diameter hollow -stem borings (H-1, H-2, P-1 through P-5) to depths between 20 and 40 feet below ground surface with a truck -mounted drill rig. Samples were taken using the Standard Penetration Test (SPT) (1.38 -inch inside -diameter) and modified California split -barrel ring sampler (2.5 -inch inside -diameter). The samplers were driven into the soil with a 140 -pound automatic safety hammer, free -falling 30 inches on the truck- mounted rig. The drive samples were also used to obtain a measure of resistance of the soil to penetration (recorded as blows -per -foot on our geotechnical boring log). Representative bulk samples of onsite soil were collected from the drill cuttings and SPT samples. Relatively undisturbed samples were also collected using the modified California split barrel ring sampler. The borings were backfilled with cuttings and tamped for compaction. The approximate locations of these and prior borings are shown on the Geotechnical Map (Plates 1 and 2). The boring logs are included in Appendix B. Percolation testing was performed in five borings (P-1 through P-5) on August 10 and 12, 2021 in general conformance with the Riverside County Whitewater River Region Stormwater Quality Best Management Practice Design Handbook for Low Impact Development (2014). This method was approved by the city for use on the Travertine site prior to the work being performed. Two- inch -diameter slotted PVC pipe and granular sand (No. 3) backfill (annular space) was installed within the borings to prevent caving of the native sandy soils during testing. A 4,000 -gallon heavy- duty water truck was used to supply water during testing. Percolation test results are discussed in Section 2.11 and presented in Appendix F. 1.6 Laboratory Testing Due to the dry clean sandy nature of the alluvial soils at the site, undisturbed samples were difficult to collect. Therefore, the majority of laboratory testing was performed on selected bulk and disturbed soil samples. The testing performed included: • Moisture content and dry density as possible; • Grain size; and • Collapse tests. 210827 update report 5 NMG 18186-01 August 27, 2021 Laboratory tests were conducted in general conformance with applicable ASTM standards. Laboratory test results by NMG and others are presented in Appendix C. In-situ moisture and dry density results are included on the geotechnical boring logs (Appendix B). 210827 update report 6 NMG 18186-01 August 27, 2021 2.0 GEOTECHNICAL FINDINGS 2.1 Geologic Setting and Soil Mapping The site is situated on substantial alluvial fan deposits at the base of the Santa Rosa Mountains, located within the Peninsular Range geomorphic province of southern California. The project area lies along the west side of Coachella Valley, approximately 14 miles northwest of the Salton Sea. The site is situated west of ancient Lake Cahuilla that once inundated the Coachella Valley. Bedrock is exposed along the northern perimeter and southwest corner of the site and consists of Mesozoic -age plutonic (granitic) rocks. Bedrock units present in the adjacent Santa Rosa Mountains to the west include both Mesozoic -age granitic rock and Pre -Cenozoic -age granitic and metamorphic rocks. Surficial deposits include numerous generations of Quaternary -age alluvial fan deposits. Soil mapping by the U.S. Department of Agriculture (USDA, 2020) only covers portions of the project area. We have used the existing available data and modified/extended the soil mapping to cover the project area based on the soil types presented in the USDA mapping and our field mapping. Figure 2 presents the combined soils mapping. The granitic bedrock outcrops and elevated older alluvial fan deposits largely composed of cobbles and boulders have been designated as Rock Outcrop and Rubble Land, respectively, in the USDA mapping. The lower - lying younger alluvial fans and active wash materials are also designated as the Carrizo stony sand and Carsitas gravelly sand. This material is generally granular and subject to erosion. 2.2 Earth Units The site is generally underlain by young and old alluvial fan deposits. Locally along the project perimeter, granitic bedrock is mapped. Undocumented artificial fill associated with grading of flood control levees and the abandoned vineyard are present at the site. Mapped earth units within the development area are described below, in the order of oldest to youngest. The approximate limits of the earth units are shown on the Preliminary Geotechnical Map (Plates 1 and 2). The earth units were based on regional mapping by others (Figures 3 and 4; Dibblee, 2008 and CGS, 2012), and site-specific mapping by Earth Systems Southwest (2007d). NMG refined the units based on review of aerial photographs and field mapping. Granitic Bedrock (gr): Exposed Mesozoic -age granitic bedrock is mapped within the adjacent mountains to the west-southwest and in the north -south trending ridgeline at the north end of the project area. The medium -grained, massive to foliated, granitic rock was found to be highly fractured and jointed near -surface with veins of feldspar and quartz. The Santa Rosa Mountains to the west expose granitic and metamorphic bedrock that are the source of the fan deposits that underlie the subject site. Older Alluvial Fan Deposits (Qof) were predominately mapped along the central and southwestern portions of the project area within the elevated fans. This unit was assigned based on fan morphology, relative elevation, magnitude of channel incision, and strong desert pavement and varnish development (Christenson and Purcell, 1985). While many generations of older alluvial fans may be present across the project area, we have designated this unit to represent older fans outside of the active alluvial fan. 210827 update report 7 NMG 18186-01 August 27, 2021 Based on test pits excavated and geotechnically logged by Earth Systems Southwest (2007d), TP - 30 through TP -32 and TP -39 encountered this earth unit. The material was found to generally consist of light brown to white well -graded fine to coarse sands (SW) with trace to little gravel that were dry and medium dense. The percentage of larger rock (cobbles and boulders) was found to generally range from 20 to 30 percent with an abundance near -surface (80+ percent) at some locations, likely representing the desert pavement. Based on our review of the site-specific data, there is no distinct correlation between earth unit and presence/quantity of cobbles and boulders. This is likely more closely linked to mountain -front proximity An Approximate Rock Distribution Map (Plate 3) was prepared to distinguish the limits and distribution of oversize material (boulders over 12 inches in the maximum diameter) based on the existing test pit logs and field descriptions. Younger Alluvial Fan Deposits (Qyf) were mapped across the majority of the project area and is the most prevalent earth unit within the development area. The younger alluvial fans were generally found to have little to no desert pavement or varnish development, mild channel incision, and a braided channel drainage pattern. Based on our mapping, the fan deposits include rocks of both granitic and metamorphic composition that are very hard and not weathered. These rocks are primarily rounded to subangular, cobble to small boulder (12- to 24 -inch) size over much of the site, and with boulders up to 2 to 4 feet in the fans to the west. This unit was encountered in all exploratory trenches by Earth Systems Southwest, except TP -30 through TP -32 and TP -39. The material was found to generally consist of light brown to white well -graded fine to coarse sand (SW) with trace to some gravel, locally with trace to little fines (silts and clays). Additionally, some of the material was found to consist of fine to coarse sandy gravel (GW). The sands and gravels were dry to damp, medium dense to dense, and friable. The test pit logs indicate that the percentage of cobbles and boulders was found to generally range from 2 to 50 percent, with a number of locations as high as 60 to 80 percent. The amount and size of boulders generally decreased to the east, away from the mountains. The younger alluvial fan deposits were found in our borings drilled in the eastern portion of the site near the future basins and the 62nd Avenue extension. Borings H-1 and H-2 were drilled to depths of 40 feet and encountered primarily gray to brownish -gray fine to coarse sands (SW, SP, SW -SM) with gravelly sand layers (SW/GW) that were between 5 and 10 feet thick. Continuous sampling performed to depths of 20 to 23 feet below the bottom of the basins did not encounter clayey or silty confining layers. Five borings P-1 through P-5 that were drilled to depths of 20 to 30 feet, also encountered similar younger alluvial fan deposits. Undocumented Artificial Fills (Afu): There are several generations of artificial fill onsite, including undocumented fill associated with vineyard and flood control levee grading. No test pits or exploration was performed within vineyard artificial fill. The fill appears to be of relatively minor thickness and of similar composition to the alluvial fans. More significant grading appears to have been performed along the western and southern perimeters of the vineyard where the natural drainage courses were realigned. This portion of artificial fill appears to have a large concentration of cobbles and boulders, likely to protect the vineyard from scour and heavy flows during rain. Additional piles of undocumented artificial fills are present at the northwestern portion of the vineyard and appear to be composed largely of cobbles and boulders. 210827 update report 8 NMG 18186-01 August 27, 2021 Other artificial fills exist along the eastern perimeters of the site (future 62nd Avenue extension), where flood control levees were constructed under the jurisdiction of the Bureau of Reclamation. The levee is constructed with sloping sides, approximately 211:1V, and 30 to 35 feet above the adjacent natural elevations. A geotechnical study that included field exploration and borings was performed to evaluate the soil conditions within the levee and underlying native soils to determine the adequacy of the levee (Sladden, 2001). The soils were reportedly found to be an inconsistent mixture of brown silty sand (SM) and sandy silt (ML) with scattered gravel. The fill materials were found to be generally very firm, dense, dry to moist and adequate for levee support (Sladden, 2001). The report also indicates that the core was typically siltier than the soils exposed on the embankment. No report documenting the original construction of levee was available for our review. 2.3 Laboratory Testing and Soil Properties Based on our limited exploration, the matrix materials within the younger alluvial fan deposits encountered in the borings predominantly consisted of clean sands with gravel and varying amount of silt. The majority of the driven samples during our exploration were disturbed due to the presence of gravels and the dry nature of the sandy soils. The in-place moisture contents varied between 0.3 and 7.3 percent. Dry densities were obtained in eleven of the 63 samples and the densities varied between 116.7 and 126.5 pcf. In addition, blow counts generally varied between 20 and 80 blows per foot. Moisture contents and dry densities for the flood control levee fill ranged from 0.5 to 8.7 percent and 95 to 129 pcf, respectively (Sladden, 2001). Blow counts reportedly ranged from 26 to 100+ blows per foot. Grain Size Distribution: Grain -size distribution tests were conducted by NMG and others on bulk and/or ring samples. These samples were classified as poorly or well -graded sands with fines contents (passing Sieve No. 200) of 13 percent or less with a Unified Soil Classification System (USCS) of SW, SP or SW -SM. Note that it is likely most cobbles and boulders were screened out during sample collection and preparation. The grain size analysis represents the matrix materials (clay, silt, sand, and gravel) and should be reviewed with the associated test pit log for a more complete representation of the earth units. Grain -size distribution tests for the flood control levee fill were conducted on 69 bulk and/or ring samples. Sixty-six of these samples were classified as silty or clayey sands with fines contents in the range of 13 to 49 percent (USCS classification of SM or SC). Three of the samples were classified as sandy silt (USCS classification of ML) with fines contents in the range of 52 to 56 percent. Maximum Density and Optimum Moisture Content: The results of the maximum dry density testing by others indicate that the near -surface soils at depths of 0 to 5 feet have maximum dry densities ranging from 115.5 to 131.0 pcf with optimum moisture contents ranging from 3 to 12 percent. 210827 update report 9 NMG 18186-01 August 27, 2021 Maximum dry density testing of the flood control levee fill indicated that the near -surface soils at depths of 0 to 5 feet have maximum dry densities ranging from 131 to 134 pcf with optimum moisture contents ranging from 7 to 8 percent. Consolidation/Collapse: NMG performed hydro -consolidation tests on two relatively undisturbed ring samples collected at depths of 20 to 30 feet. Hydro -consolidation potential of the samples was estimated under the vertical load of 3.2 ksf, which is near or above the existing overburden pressures of the samples. The estimated hydro -consolidation potential of the samples ranged from 1.4 to 1.6 percent, which is considered to be moderate. The consolidation test results for the flood control levee fill indicated a collapse potential of less than 3.1 percent and swell potential of less than 0.1 percent upon addition of water at 0.575 and 0.72 kips per square foot (ksf) (Sladden, 2001). The report concluded that the higher collapse potential in the samples may have been attributed to the sample disturbance resulting from very high blow counts during collection. Consolidation testing of onsite materials was not performed during prior studies. The results of the consolidation tests are included in Appendix C. Corrosivity: Laboratory testing of the soil samples indicated that the onsite soils and those of the flood control levee are considered to be corrosive to severely corrosive to ferrous metals. Soluble sulfate exposure of levee soils is classified as "SO" per Table 19.3.1.1 of ACI -318-14. (Sladden, 2001). 2.4 Groundwater and Surface Water/Flood Potential Groundwater: The subject site lies within the East Whitewater River sub -basin of the Colorado River groundwater basin. Groundwater has not been encountered in borings or test pits excavated during any of the prior exploratory work. Based on our review of Coachella Valley Water District (CVWD) engineering report, groundwater is at great depth, approximate elevation of -75 feet below msl (CVWD, 2019). Ongoing replenishment has substantially increased the groundwater table over the past decade. Due to the location and elevation of the existing replenishment facility immediately east of the project area, we do not expect groundwater elevations to rise within 50 feet of the planned development. There are several known water wells onsite within the Thomas E. Levy Groundwater Replenishment Facility. These well locations and groundwater levels were obtained from CVWD and are shown on Plates 1 and 2. Based on data from CVWD, the groundwater in the wells near 62nd Avenue extension varied from 84 to 124.5 feet in depth (or elevations of -75 to -80 feet below msl) on December 16, 2019. The groundwater levels in wells near Madison Avenue were approximately 60 feet deep (or elevation of -80 feet below msl) on December 18, 2019. Surface Water and Flood Potential: Currently, the U.S. Federal Emergency Management Agency (FEMA) mapping does not cover the project area west of Dike No. 4. We understand that the flooding potential and associated hazards are being reviewed by the project hydrologist and that the development elevations will be situated above anticipated flood elevations, and appropriate scour and erosion protection will provided on the project perimeter slopes. 210827 update report 10 NMG 18186-01 August 27, 2021 2.5 Regional Faulting and Seismicity Faulting: A bedrock fault is mapped within the project area in the northern portion of the site extending toward the south and buried under the alluvial fan (Rogers, 1965 and Earth Systems Southwest, 2007d). This fault was also shown on the Technical Background Report of the Safety Element of the La Quinta 2035 General Plan (Earth Consultants International, 2010) as an inactive fault. There are no faults mapped at the site by other published maps (Dibblee, 2008 and CGS, 2012). The site is not located within a fault -rupture hazard zone as defined by the Alquist-Priolo Special Studies Zones Act (CGS, 2018) or within an active or potentially active fault zone defined by Riverside County (2021). There are several regionally active faults that could produce an earthquake that results in strong ground shaking at the site. The closest seismically active faults are the San Andreas Fault located 9.8 miles to the northeast, and the San Jacinto Fault located 14.8 miles southwest, as shown on Figure 5. The other regionally active, more distant faults that could produce ground shaking at the site include, but are not limited to, the Elsinore Fault and Brawley Seismic Zone. Seismicity: Properties in southern California are subject to seismic hazards of varying degrees, depending upon the proximity, degree of activity, and capability of nearby faults. These hazards can be primary (i.e., directly related to the energy release of an earthquake such as surface rupture and ground shaking) or secondary (i.e., related to the effect of earthquake energy on the physical world, which can cause phenomena such as liquefaction and ground lurching). Since there are no active faults at the site, the potential for primary ground rupture is considered very low. The primary seismic hazard for this site is ground shaking due to a future earthquake on one of the major regional active faults listed above. Using the USGS computer program (USGS, 2020) and the site coordinates of 33.60143 degrees north latitude and -116.26159 degrees west longitude, the controlling fault for the site is the San Andreas Fault, with the maximum moment magnitude of 7.7 Mw. Based on the 2019 CBC and underlying site soil conditions, the site may be classified as Site Class D. Secondary Seismic Hazards: Both the City of La Quinta Technical Background Report to the Safety Element of the 2035 General Plan (Earth Consultants International, 2010) and Riverside County (2021) provide mapping of potential secondary seismic hazards, such as liquefaction susceptibility and earthquake -induced slope instability. Zones of potentially liquefiable soil, as defined by the County of Riverside, are included on Figure 6 and indicate low to very low liquefaction susceptibility. Based on the depth to groundwater summarized in Section 2.4, the liquefaction potential at the site is considered very low. Mass movements and slope stability are discussed in detail in Section 2.6. The potential for other secondary seismic hazards, such as tsunami and seiche, are considered very low as the site is located away from bodies of water and at elevation greater than 50 feet above msl. 210827 update report 11 NMG 18186-01 August 27, 2021 2.6 Slope Stability and Mass Movements Permanent Structural Slopes: There are planned 3H:1 V cut and fill slopes up to 80 feet high that will be cut from and/or underlain by alluvial fan materials. The proposed slopes are anticipated to be globally stable and likely surficially unstable or subject to erosion due to the lack of fines and cohesion in the native soils. Detailed slope stability analysis will need to be performed at the design -level study. (See further discussions in Section 3.7.) Temporary Slopes: Temporary excavations may expose varying earth materials, including both compacted and undocumented fills, and alluvial fan deposits. Temporary slopes in alluvial fans are anticipated to be subject to failure due to the sandy nature of the alluvium and lack of cohesion. A detailed slope stability analysis will need to be performed at the design -level study. Mass Movements and Natural Slopes: The Martinez Rockslide is located south of the site. The rockslide spans over 4.5 miles in length and broke away from the mountainside at an elevation of 6,320 feet above msl, from the top of the Santa Rosa Mountains. It deposited and came to a stop onto the flatter desert floor. The toe area consists of a bouldery landslide material with a slope that is 200 to 300 feet above the adjacent alluvial fan. One study by Bock (1977) tentatively dated the rockslide as Holocene due to remnants of older alluvial fan material beneath the toe of the slide. It is hypothesized that the initiating force was a large seismic event located near Martinez Mountain. The development has been set back approximately 900 feet from the toe of the rockslide. Based on the setback distance and lack of potential energy and upslope materials, we do not anticipate the rockslide will have any impact to the project. However, due to the steep slope at the toe of the rockslide and presence of cobbles and boulders, rockfall hazard exists within the setback area. The granitic bedrock ridge at the north end of the development was found to generally be fractured and jointed and has been mapped as a potential rockfall hazard (Earth Consultants International, 2010). In general, the plan set indicates 100 -foot offset from this bedrock ridge. Rockfall hazard review and/or analysis should be performed at a later date for both locations discussed above once plans are further developed to evaluate this hazard and provide mitigation recommendations (i.e., impact walls or berms/channels) if required. 2.7 Settlement Based upon our review of the existing subsurface data and laboratory data, the near -surface soil at the site generally consists of weathered, low density and/or porous material and undocumented fill material. This unsuitable soil is prone to significant collapse and/or consolidation and has poor bearing properties. Below this zone, the native materials appear to be dense, as reported by the high blow counts on the boring logs from adjacent projects. The amount of potential settlement can vary significantly over the site due to variations in subsurface conditions and depths of planned cuts and fills. In conducting our preliminary settlement evaluation, we have assumed that remedial removals will be implemented to remove the undocumented fill materials and weathered alluvial fan deposits; that fill loading will be a maximum of 60 feet over existing ground; and structures will be of low-rise wood -framed construction (one to two stories). 210827 update report 12 NMG 18186-01 August 27, 2021 We anticipate the total consolidation settlement at the completion of grading to be on the order of 1 to 1 1/2 inches. The differential settlement is then expected to be on the order of 3/4 -inch over a 40 -foot span. 2.8 Regional Subsidence Regional land subsidence as a result of groundwater withdrawal in the Coachella Valley has been studied by the U.S. Geological Survey over the past 25 years (USGS, 2014). Since the 1900s, increasing agricultural, domestic, and municipal groundwater withdrawal has lowered the water table in Coachella Valley as much as 50 vertical feet, which in turn resulted in wide spread land subsidence. Water levels were measured between 1995 and 2010 and found that groundwater levels were the lowest recorded in 2010. The majority of this measured subsidence occurred in the central portions of the city of La Quinta, north of 6e Avenue, where up to 2 feet was recorded. Interferometric Synthetic Aperture Radar detection indicated that land -surface elevation changes within the project area ranged from 0 to approximately 1.3 inches. Additionally, the study has noted that groundwater levels within the La Quinta area have shown recovery coinciding with increased groundwater replenishment at the Thomas E. Levy Facility beginning in mid -2009. As CVWD continues to monitor and maintain groundwater replenishment and reduce reliance on groundwater resources through water -supply management, we anticipate that regional subsidence will continue to decline. 2.9 Erosion Potential and Scour Protection The alluvial fan deposits onsite are sandy with generally less than 10 percent fines and are considered highly erodible when exposed to environmental elements without protection. Design cut and fill slopes will need to have surface protection and proper drainage devices. Please note that the design cut slopes are laid back to 3H:1 V inclination or flatter to reduce the potential for slope instability and erosion. To reduce the erosion and surficial slumping potential of the graded slopes, permanent manufactured slopes should be protected from erosion by planting with appropriate ground cover or by placing suitable erosion protection (i.e., jute matting, polymer coating, etc.). These measures should be applied as soon as is practical. The perimeter slopes are designed at 2H:1 V and will require additional measures to reduce the erosion and scour potential in order to protect the slopes from flood waters. We understand that scour protection will be designed to depths on the order of 20 feet. Rip -rap or other surface protection will be provided on the slope face below the potential flood levels. These mitigation measures will be designed during future site-specific hydrological studies by others. 2.10 Rippability and Oversize Rocks A seismic refraction study (Appendix E) was performed within the alluvial fan deposits at the locations of the deepest planned cuts, as shown on the Preliminary Geotechnical Maps (Plates 1 and 2). In general, the primary wave velocities recorded in the uppermost 20 feet of alluvial fan material ranged from 1,500 to 2,500 feet per second (fps) Below 20 feet, velocities were consistently higher, generally 2,500 to 3,500 fps to our total study depth of 80 feet. Additionally, test pits were previously performed across the site to total depths of up to 25 feet with a track - 210827 update report 13 NMG 18186-01 August 27, 2021 mounted Deere 370C excavator. This work encountered refusal in 6 of 49 total test pit excavations due to large boulders. While the materials are generally considered rippable, considerable oversize rocks may be generated from the alluvial fan deposits. An Approximate Rock Distribution Map (Plate 3) was prepared to distinguish the limits and distribution of oversize material (boulders over 12 inches in the maximum diameter) that are anticipated to be encountered during grading in each of the cut or remedial removal areas. These percentages are based on the visual observations by Earth Systems Southwest (2007d) personnel while performing the excavator test pits onsite. Based on preliminary calculations, we anticipate that a significant amount of oversize rocks will need to be crushed to complete the proposed grading. With additional rock quality testing (hardness, durability, etc.), we anticipate that the crushed material should meet the Greenbook specifications for Crushed Aggregate Base (CAB). The rock may also be crushed to use as gravel or cobble sizes for use in erosion protection. It is unlikely the rock could be broken to use as rip -rap since the majority of the rock is smaller than the typical rip -rap material. 2.11 Infiltration Testing There are two water quality basins planned at the site, a 2.5 -acre basin north of 62nd Avenue and a 10 -acre basin located south of 62nd Avenue. The basins have proposed finish grade elevations, which are 15 to 30 feet below existing grade. Two borings (H-1 and H-2) were drilled to 40 feet bgs, or approximately 20 to 23 feet below the bottom of the proposed basins. Samples below the bottom of the proposed basin elevation were taken continuously with alternating ring samples and SPTs in order to verify that there were no fine-grained confining layers within the effective depths of the basins, per City of La Quinta Engineering Bulletin #06-16. Five additional borings (P-1 through P-5) were drilled to depths of 20 to 30 feet bgs (or 3 to 7 feet below the bottom of the future basins) for percolation testing. Two-inch diameter slotted PVC pipe and granular sand (No. 3) backfill (annular space) was installed within the borings to prevent caving of the native sandy soils during percolation testing. The Boring Percolation Tests were performed in P-1 through P-5 on August 10 and 12, 2021 in general conformance with the Riverside County Whitewater River Region Stormwater Quality Best Management Practice Design Handbook for Low Impact Development (2014). Per discussion with the City, they have allowed for preliminary testing and infiltration rate determination to be performed using the established County of Riverside methods. Initial testing was performed to confirm the "sandy soil criteria," after the pre-soaking period. The final measurements at the end of testing were used to convert percolation rates to infiltration rates using the equations presented in the County design handbook. The field test data sheets that include percolation rates are provided in Appendix F. The calculated infiltration rates are tabulated below and include rates with a factor -of -safety of 3, as required. The infiltration test results are representative of the location and depth the tests were performed. Due to the inherent variation of subsurface conditions, infiltration rates could vary substantially across the site. 210827 update report 14 NMG 18186-01 August 27, 2021 Boring No. Tested Depth (ft.) Infiltration Rate (in./hr.) Infiltration Rate (in./hr.) with Factor of Safety P-1 P-2 P-3 P-4 P-5 21 to 23.5 19 to 23.5 18.5 to 20 21.5 to 24.5 26.5 to 29.5 18.0 26.7 26.6 43.7 19.3 6.0 8.9 8.9 14.6 6.4 2.12 Earthwork Bulking/Shrinking and Subsidence The loss or gain of volume (shrink/bulk) of excavated natural materials and recompaction as fill varies according to earth material type and location. This volume change is represented as percent shrinkage (volume loss) and as percent bulking (volume gain) after recompaction of a unit volume of cut in this same material in its natural state. The onsite materials will have varying shrinkage or bulking characteristics. We anticipate that mass excavation and remedial removals will result in a 10 and 15 percent shrinkage, respectively. Note that the onsite materials have little to abundant cobbles and boulders. Crushing will be required to generate fill materials, as discussed in Section 2.10. Crushing rock may result in bulking on the order of 15 percent. Ground subsidence at the site is estimated to be on the order of 0.2 foot. 210827 update report 15 NMG 18186-01 August 27, 2021 3.0 CONCLUSION AND PRELIMINARY RECOMMENDATIONS 3.1 General Conclusion and Recommendation Based on our study, the site is considered geotechnically suitable for the proposed residential development provided the preliminary geotechnical recommendations in this report are implemented during design, grading and construction. This report should also serve as the geotechnical appendix for the project EIR. Geotechnical observation/testing and mapping during grading is essential to verify the anticipated conditions and evaluate the recommended remedial design measures. The recommendations in this report are considered minimum and may be superseded by more restrictive requirements of others. These preliminary recommendations will need to be confirmed and updated as necessary during the design phase and through additional geotechnical investigation, testing and analysis. 3.2 Earthwork and Grading Specifications Grading and excavations should be performed in accordance with the City of La Quinta Code and regulations and the General Earthwork and Grading Specifications in Appendix G. Clearing and grubbing of the site should include removal of any pavement or concrete, turf, landscaping, miscellaneous trash and debris, and disposal of deleterious material offsite. After removals and/or overexcavation, the bottoms should be scarified and moisture -conditioned prior to placement of fill. Fill should be placed in nearly horizontal loose lifts less than 8 inches in thickness, moisture - conditioned and compacted to a minimum relative compaction of 90 percent (per ASTM D1557). Fills placed against ground sloping more than 5H:1 V should be keyed and benched into competent material as the new fill is placed. Onsite soil materials are generally considered suitable to be used as fill materials. As noted, the onsite materials have little to abundant cobbles and boulders. Crushing may be required to generate fill material, as discussed in Section 3.5. The soil engineering properties of imported soil (if any) should be evaluated to determine if any of the recommendations provided herein will need modification. 3.3 Remedial Grading and Overexcavation Remedial Removals: Unsuitable earth materials should be removed prior to placement of compacted fill. Unsuitable materials at the site include undocumented fills and weathered alluvial fan deposits. Removal depths in native soils across the site should extend 4 feet below existing grade. Locally, where thicker undocumented fills are located, remedial removals should extend deeper to remove the fill and unsuitable native soils. Removal bottoms should expose competent native material and should be reviewed and accepted by the geotechnical consultant prior to placement of fill. Grading over the levee for the proposed 62nd Avenue extension should bench into competent existing fills on the sides with minimal removals on the top (1 to 2 feet). Grading on the levee fill should be performed under the direction of the Bureau of Reclamation representatives. 210827 update report 16 NMG 18186-01 August 27, 2021 Overexcavation: The proposed grading is anticipated to expose cut and fill transitions at finish grade. Shallow fill areas and cut portions of lots should be overexcavated and replaced with compacted fill to provide a minimum of 4 feet of uniform fill cap over each lot. Streets should be overexcavated 2 feet below subgrade to provide uniform fill below the pavement section. Alternatively, streets may be overexcavated 2 feet below the deepest utility to reduce the amount of oversize materials encountered and facilitate utility excavation/installation. 3.4 Rippability Based on the geophysical studies and prior excavation work performed onsite, the alluvial fan earth units are anticipated to be rippable/excavatable with conventional earthmoving equipment (i.e., scrapers, excavators and backhoes). Seismic refraction surveys indicate the primary wave velocities vary from 1,200 fps near -surface to 3,500 fps at depth. Excavation difficulty due to the abundancy of cobbles and boulders should be expected. The geophysical results are provided in Appendix E. Buried hard granitic rock out -crops were not encountered at the location of the seismic surveys. However, small exposures of granitic bedrock may be encountered locally along the northern perimeter of the site, adjacent to the southernmost proposed tank site. This rock may not be rippable with conventional earth -moving equipment; requiring larger bulldozers, excavators and rock breaking equipment. 3.5 Oversize Rock Crushing We anticipate there will be more oversize rocks generated during grading than can be placed in the onsite fills. The Approximate Rock Distribution Map (Plate 3) shows the approximate percentages of oversize rocks/boulders by area that will be generated from different areas at the site during mass excavation and remedial grading. Therefore, we anticipate that rock crushing may be needed during the grading operations. For crushing purposes, we anticipate that the planned operations should be to break the oversize boulders of 1 to 4 feet in maximum dimension down to make fill materials with the crushed product. We understand that larger boulders may need to be pre -broken, down to 2.5 to 3 feet in diameter prior to crushing. We anticipate the rocks could be crushed to make aggregate base materials or other rock products, but would need laboratory testing to confirm. 3.6 Placement of Oversize Material Oversize rocks larger than 12 inches in the maximum diameter should not be placed in the upper 10 feet of design fills or within 2 feet below the deepest utility in the streets. Oversized rocks greater than 24 inches in the maximum diameter will need to be placed in windrows in the deeper fills. Rocks that have a maximum diameter greater than approximately 4 feet should either be broken with pneumatic hammers and/or crushers prior to placement in windrows, or they should be handled by special placement as individual rocks in deep fill areas. The Grading and Earthwork Specifications in Appendix G include a detail for placement of oversize rocks. 210827 update report 17 NMG 18186-01 August 27, 2021 3.7 Slope Stabilization General Slope Stability: As discussed previously, the proposed slopes, as shown on the preliminary grading plan, are anticipated to be grossly stable under static and pseudo -static loading conditions, provided the remedial removals recommended in this report are performed and the slopes are adequately compacted. The onsite native materials consist of highly erodible, cohesionless materials that contain oversize material. In order to reduce the potential rockfall hazard, and to help with surficial stability, stabilization fills are recommended for cut slopes at the site. Preliminary sizing of stabilization fill keys are a minimum depth of 4 feet and 15 feet wide for slopes up to 40 feet high, with the width increasing to 20 feet for those greater than 40 feet in height. During grading, slope excavations and any backcuts or keyway excavations should be mapped and evaluated by the geotechnical consultant to verify the anticipated conditions. If the conditions are different than anticipated, geotechnical analysis should be performed and the remedial grading measures modified as necessary. The excavations should be evaluated and accepted by the geotechnical consultant prior to placement of compacted fill. The reworked onsite soils are anticipated to provide adequate strength for the gross stability of the proposed fill slopes at the proposed slope inclination of 2H:1 V and flatter. A base fill key should be provided for these fill slopes. The depth of the key should be a minimum of 2 feet into competent material, at least 15 feet wide, and have a one -foot tilt back into the slope. Fill slopes are anticipated to be stable as designed provided they are constructed in accordance with the details provided in our General Grading and Earthwork Specifications (Appendix G). Fill slopes and stabilization fills should be overbuilt approximately 3 feet thick and trimmed back to the proposed slope face in order to provide a uniform compacted slope face. Slopes will be subject to surficial erosion and should be planted as soon as practical. Temporary Slope Stability: Temporary slopes will be created as a result of the backcuts for recommended stabilization fill keys. The actual stability of the backcuts will depend on many factors, including the geologic conditions and the amount of time the excavation remains exposed. Excavations should not be left open for long periods of time and should be backfilled as soon as practical (i.e., backfilled prior to the weekend or holiday, if possible). Extra care and attention should be provided while grading next to adjacent properties. The backcut should be "slope -boarded" on a routine basis so that the geotechnical consultant can map the slope carefully during excavation and help to notify the project team of critically unstable areas. This will also allow those working below the excavation to observe any potential failures. Mass Movements and Natural Slopes: The development has been set back approximately 900 feet from the toe of the Martinez Rockslide. Based on the setback distance and lack of potential energy and upslope materials, we do not anticipate the rockslide to have any adverse impact on the project. However, due to the steep slope at the toe of the rockslide and presence of cobbles and boulders, a rockfall hazard exists within the setback area. 210827 update report 18 NMG 18186-01 August 27, 2021 The granitic bedrock ridge at the north end of the development, was found to generally be fractured and jointed and has been mapped as a potential rockfall hazard (Earth Consultants International, 2010). Rockfall hazard analysis should be performed at a later date for both locations discussed above once plans are further developed in order to evaluate this hazard and provide mitigation recommendations (i.e., impact walls or berms/channels) if required. 3.8 Groundwater Conditions Based on review of the existing groundwater data, we anticipate groundwater to remain deep below the site, in excess of 50 feet. Groundwater is not anticipated to be encountered during grading or construction at the site. 3.9 Settlement As discussed in Section 2.7, the total settlement as a result of fill placement in the areas underlain by native alluvial fan deposits, is estimated to be on the order of 1 to 11/2 inches. The differential settlement is anticipated to be on the order of 3/4 -inch over a span of 40 feet. The amount of anticipated settlement will also depend on the type of foundation(s) selected. Additional evaluation will need to be performed once the actual design grades, foundation type, foundation loads and layouts are known. 3.10 Foundation Design The design of foundation and slabs is the purview of the project structural engineer. Following completion of grading operations, the onsite soils at the site are anticipated to have "very low" to "low" expansion potential. An allowable bearing pressure of 1,800 psf may be assumed for foundations in compacted fill soils having a minimum depth of 12 inches below the lowest adjacent grade with a minimum width of 12 inches. The allowable bearing pressure may be increased for each additional foot of width and/or depth by 300 psf up to a maximum of 3,000 psf. The allowable bearing pressure may be increased by one-third for wind and seismic loading. The allowable bearing pressure may also be applied to post -tensioned and mat slabs, if needed for design. The footings of freestanding structures (including walls and pilasters) should have a minimum embedment depth of 24 inches into approved soils. For lateral resistance against sliding, a friction coefficient of 0.38 may be used at the soil - foundation interface. This value may be increase by one-third for wind and seismic loading. For non -post -tensioned slabs -on -grade and foundations, in accordance with Wire Reinforcement Institute (WRI) method (per the 2019 California Building Code), an effective Plasticity Index of 15 is considered appropriate for the upper 15 feet of soil. For such slabs, we recommend a minimum embedment of 18 inches below the lowest adjacent grade for the perimeter footings. 210827 update report 19 NMG 18186-01 August 27, 2021 The slabs should also be designed to satisfy the settlement criteria presented in Section 3.9 of these recommendations. 3.11 Storm Water Infiltration Feasibility Based on our evaluation and analysis as described herein, we conclude that onsite storm water infiltration is geotechnically feasible. As discussed in Section 2.11, a minimum factor -of -safety of 3 has been applied to the results for preliminary design purposes. Per City of La Quinta Engineering Bulletin #06-16, the maximum allowable rate for retention basin design is two inches per hour. The infiltration rates obtained from testing exceed the maximum allowable rate dictated by the City; varying between 6.0 and 14.6 inches per hour. In addition, the two borings (H-1 and H-2) drilled with continuous sampling to a depth of 20 to 23 feet below the bottom of the proposed basins encountered sandy and gravelly alluvium without a confining layer. Infiltration systems should be constructed per the recommendations outlined in the Riverside County Whitewater River Region Stormwater Quality Best Management Practice Design Handbook for Low Impact Development (2014. Special care should be taken so as to limit disturbance to native soils utilized as the infiltration surface in a manner that may affect infiltration performance Proper and routine maintenance should be provided for the infiltration systems. 3.12 Trench Excavations and Backfill Excavations should conform to all applicable safety requirements. Trench excavations are anticipated to expose varying earth units, including fill and native alluvial fan deposits. Excavations should be considered Type C soils per Cal/OSHA regulations and should be excavated at 1.5H:1 V or flatter, with no vertical excavation near the bottom. If the excavations cannot be made within the subject site, temporary shoring would be needed. The shoring would likely require shields or lagging for potential caving sands. Clean sands were encountered through the project, with caving conditions noted in some exploratory test pits. Native soils should be suitable for use as trench backfill. The cobbly materials may be difficult to use without mixing with cleaner sands and/or screening the rock. Cobbles larger than 3 inches in size should not be placed within the pipe zone. Trenches, including interior utility lines, should be either backfilled with native soil and compacted to 90 percent relative compaction, or backfilled with clean sand (SE 30 or better), which can be densified with water jetting and flooding. Trenches excavated next to structures and foundations should also be properly backfilled and compacted to provide full lateral support and reduce settlement potential. 3.13 Lateral Earth Pressures The recommended lateral earth pressures for the drained onsite materials are as follows: 210827 update report 20 NMG 18186-01 August 27, 2021 Equivalent Fluid Pressure (psf/ft) Conditions Level 2:1 Sloping Active 35 50 At -Rest 55 Passive 400 230 sloping down These parameters are based on a soil internal friction angle of 33 degrees and soil unit weight of 120 pcf. The above parameters do not apply for backfill that is highly expansive. To design an unrestrained retaining wall, such as a cantilever wall, the active earth pressure may be used. For a restrained retaining wall, such as a vault, basement or at restrained wall corners, the at -rest pressure should be used. Passive pressure is used to compute lateral soils resistance developed against lateral structural movement. Passive pressure may be increased by one-third for wind and seismic loading. Future landscaping/planting and improvements adjacent to retaining walls should also be taken into account in the design of the retaining walls. Excessive soil disturbance, trenches (excavation and backfill), future landscaping adjacent to footings, and over- saturation can adversely impact retaining structures and result in reduced lateral resistance. For sliding resistance, the friction coefficient of 0.40 may be used at the concrete and soil interface. This value may be increased by one-third for wind and seismic loading. The passive resistance is taken into account only if it is ensured that the soil against embedded structure will remain intact with time. The retaining walls will also need to be designed for additional lateral loads if other structures or walls are planned within a 1H:1V projection. The seismic lateral earth pressure for walls retaining more than 6 feet of soil may be estimated to be an additional 15 pcf for active and at -rest conditions. The earthquake soil pressure has a triangular distribution and is added to the static pressures. For the active and at -rest conditions, the additional earthquake loading is zero at the top and maximum at the base. The seismic lateral earth pressure does not apply to walls retaining less than 6 feet of soil (2016 CBC Section 1803.5.12). Retaining structures should be waterproofed and provided with suitable backdrain systems to reduce the potential hydrostatic pressure on the walls. Figure 7 presents alternatives for wall- backdrain systems. Specific drainage connections, outlets and avoiding open joints should be considered for the retaining wall design. 3.14 Preliminary Pavement Design A preliminary pavement section based on assumed R -value of 40 and Traffic Index (TI) of 7 for the main drive areas and roadways and TI of 4 for residential streets and parking lots, consists of 4 inches of asphalt concrete over 7 inches of aggregate base and 3 inches of asphalt concrete over 4 inches of aggregate base, respectively. The final pavement section recommendations should be based on the anticipated Traffic Index (TI) of the roadways and the R -value of the subgrade soils. Pavement design and construction should be performed in accordance with the requirements of the City of La Quinta and the Greenbook. 210827 update report 21 NMG 18186-01 August 27, 2021 3.15 Structural Setbacks The footings of structures (including retaining walls) located above descending slopes should be setback from the slope face. The setback distance is measured from the outside edge of the footing bottom along a horizontal line to the face of the slope. The table below summarizes the minimum setback criteria for structures above descending slopes. Structural Setback Requirements for Footings Above Descending Slopes Slope Height [H] Minimum Setback (feet) from Slope Face (feet) Less than 10 5 10 to 20 '/2 * H 20 to 30 10 30 to 120 1/3 * H More than 120 40 3.16 Seismic Design Guidelines The following table summarizes the seismic design criteria for the subject site. The seismic design parameters are developed in accordance with ASCE 7-16 and 2019 CBC (Appendix D). Please note that considering the proposed structures and the anticipated structural periods, site-specific ground hazard analysis was not performed for the site. The seismic design coefficient, Cs, should be determined per the parameters provided below and using equation 12.8-2 of ASCE 7-16. Selected Seismic Design Parameters from 2019 CBC/ASCE 7-16 Seismic Design Values Reference Latitude 33.60143 North Longitude -116.26159 West Controlling Seismic Source San Andreas Fault Distance to Controlling Seismic Source 9.8 mi Site Class per Table 20.3-1 of ASCE 7-16 D USGS, 2020 USGS, 2020 Spectral Acceleration for Short Periods (Ss) Spectral Accelerations for 1 -Second Periods (S1) Site Coefficient Fa, Table 11.4-1 of ASCE 7-16 Site Coefficient Fv, Table 11.4-2 of ASCE 7-16 1.5 g 0.58 g 1.0 1.72 SEA/OSHPD, 2020 SEA/OSHPD, 2020 SEA/OSHPD, 2020 Design Spectral Response Acceleration at Short Periods (SDs) from Equation 11.4-3 of ASCE 7-16 1.0 g SEA/OSHPD, 2020 Design Spectral Response Acceleration at 1 -Second Period (Sol) from Equation 11.4-4 of ASCE 7-16 0.67 g Ts, Sol/ SDs, Section 11.4.6 of ASCE 7-16 0.67 sec TL, Long -Period Transition Period Peak Ground Acceleration (PGAM) Corrected for Site Class Effects from Equation 11.8-1 of ASCE 7-16 Seismic Design Category, Section 11.6 of ASCE 7-16 8 sec SEA/OSHPD, 2020 0.58 g SEA/OSHPD, 2020 D 210827 update report 22 NMG 18186-01 August 27, 2021 3.17 Subdrains Backdrains should be provided for stabilization fills at 30 -foot -vertical intervals with outlets every 100 feet through the slope face. Backdrains should consist of 4 -inch perforated Schedule 40 PVC pipe inserted into a minimum of 3 cubic feet per linear foot of 3/4 -inch gravel wrapped in geotextile filter fabric (Mirafi 140N or equivalent). Backdrain details are included in the General Earthwork and Grading Specifications (Appendix G). During grading, additional subdrains may be necessary for areas where seepage is encountered. Proper surface drainage, such as a concrete V -ditch, should also be provided along the top of walls. Downdrains (outlets) for surface drainage should not be tied into the subdrain system for walls. (They should be outlet separately.) Protection of Subdrain Outlets: The outlet pipe should be protected by installation of devices per exhibit labeled "Subdrain Outlet Marker Detail" in the Grading and Earthwork Specifications (Appendix G). This will allow the pipe outlets to be protected in the future during landscaping and make them easier to find, if necessary. 3.18 Expansion Potential Based on the onsite soil properties, the expansion potential is anticipated to generally range from "Very Low" to "Low." Additional laboratory testing should be performed following completion of grading operations to determine the expansion potential of the near -surface soils. 3.19 Cement Type and Corrosivity Based on prior laboratory testing on adjacent projects, the soluble sulfates exposure in the onsite soils are anticipated to be classified as "SO" to "S 1" per Table 19.3.1.1 of ACI -318-14. Structural concrete elements in contact with soil include footings and building slabs -on -grade. Concrete mix for these elements may be preliminarily based on the "Si" soluble sulfate exposure class of Table 19.3.2.1 in ACI -318-14. Other American Concrete Institute (ACI) guidelines for structural concrete are recommended. Also, the site soils are anticipated to be corrosive to very corrosive to ferrous metals and may also be deleterious to copper. Where metals will be in contact with onsite soils for a long period of time (such as buried iron or steel pipe), corrosion -control measures should be taken to prolong their life. Additional laboratory testing should be performed following completion of grading operations to determine the corrosion potential of onsite soils and to provide recommendations for corrosion protection. 3.20 Exterior Concrete Exterior concrete elements, such as curb and gutter, driveways, sidewalks and patios, are susceptible to lifting and cracking when constructed over expansive soil. Please also note that reducing concrete problems is often a function of proper slab design, concrete mix design, placement, and curing/finishing practices. Adherence to guidelines of the ACI is recommended. 210827 update report 23 NMG 18186-01 August 27, 2021 Also, the amount of post -construction watering, or lack thereof, can have a very significant impact on the adjacent concrete flatwork. For reducing the potential effects of expansive soils, we recommend a combination of presaturation of subgrade soils; reinforcement; moisture barriers/drains; and a sublayer of granular material. Though these types of measures may not completely eliminate adverse impacts, application of these measures can significantly reduce the impacts from post -construction expansion of soil. The degrees and combinations of these measures will depend upon the expansion potential of the subgrade soil, moisture migration potential, feasibility of the measures, and the economics of the measures versus the benefits. These factors should be weighed by the project owner determining the measures to be applied on a project -by -project basis, subject to the requirements of the local building/grading department. The following table provides our recommendations for varying expansion characteristics of subgrade soils. Additional considerations are also provided after the table. We recommend that the "Low" category be preliminarily used during design of the project. TYPICAL RECOMMENDATIONS FOR CONCRETE FLATWORK/HARDSCAPE Recommendations Expansion Potential (Index) Very Low Low Medium High Very High (< 20) (20 — 50) (51— 90) (91-130) (> 130) Slab Thickness (Min.): Nominal thickness except where noted. 4" 4" 4" 4" 4" Full Subbase: Thickness of sand or gravel layer below concrete N/A N/A Optional 2.t — 4" 2" — 4" Presaturation: Degree of optimum moisture content (opt.) and depth of saturation Pre -wet 1.1 x opt. Only to 6" 1.2 x opt. to 12" 1.3 x opt. to 18" 1.4 x opt. to 24" Joints: Maximum spacing of control joints. Joint should be 10' 10' 1/4 of total thickness 8' 6' 6' Reinforcement: Rebar or equivalent welded wire mesh placed near mid -height of slab N/A N/A Optional (WWF 6 x 6 W 1.4xW 1.4) No. 3 rebar, 24" O.C. both No. 3 rebar, ways or 24" O.C. equivalent both ways wire mesh Restraint: Slip dowels across cold joints; between sidewalk and curb N/A N/A Optional Across cold joints Across cold joints (and into curb) The procedure and timing of presaturation should be carefully planned in advance of construction. 210827 update report 24 NMG 18186-01 August 27, 2021 Design and maintenance of proper surface drainage is also very important. If the concrete will be subject to heavy loading from cars/trucks or other heavy objects, thicker slabs should be used. The above recommendations typically are not applied to curb and gutter. 3.21 Slope Maintenance and Protection To reduce the erosion and surficial slumping potential of the graded slopes, permanent manufactured slopes should be protected from erosion by planting with appropriate ground cover or by placing suitable erosion protection (i.e., jute matting, polymer coating, etc.). These measures should be applied as soon as is practical. Proper drainage should be designed and maintained to collect surface waters and direct them away from slopes. A rodent -control program should be established and maintained as well, in order to reduce the potential for damage related to burrowing. In addition, the design and construction of improvements and landscaping should also provide appropriate drainage measures. 3.22 Surface Drainage Surface drainage should be carefully taken into consideration during all grading, landscaping, and building construction. Positive surface drainage should be provided to direct surface water away from structures and slopes and toward the street or suitable drainage devices. Ponding of water adjacent to the structures or tops of slopes should not be allowed. Paved areas should be provided with adequate drainage devices, gradients, and curbing to reduce run-off flowing from paved areas onto adjacent unpaved areas. 3.23 Additional Geotechnical Investigation and Plan Reviews Additional geotechnical evaluation and investigation are recommended during the design phase of work. This additional analysis and investigation would occur after entitlement, when grading and building plans are in progress or finalized, and before obtaining grading permits. NMG has solely relied upon the observations and laboratory testing of others, we recommend additional exploratory borings and test pits to verify the findings of others. Additionally, percolation testing conforming with current city/county standards may need to be performed. Also, additional borings will be needed along the proposed extension of 62nd Avenue in order to evaluate the underlying native soils within the vicinity of the proposed improvements. NMG should also review the project plans during the design phase, including but not limited to, rough and precise grading, foundation, retaining walls (if any), and street and utility plans. Geotechnical review reports will be prepared for these plan reviews, which will be submitted to the City for review and approval (if required). 3.24 Geotechnical Observation and Testing During Grading and Construction Geotechnical observation and testing should be performed by the geotechnical consultant during the following phases of grading and construction: • During site preparation and clearing; 210827 update report 25 NMG 18186-01 August 27, 2021 • During earthwork operations, including remedial removals and pad overexcavation; • During all fill placement; • During temporary excavations and slope stabilization measures; • During installation of subdrains; • Upon completion of any excavation for buildings or retaining walls, prior to pouring concrete; • During slab and pavement subgrade preparation, prior to pouring of concrete; • During and after installation of subdrains for retaining walls; • During placement of backfill for utility trenches and retaining walls; and • When any unusual soil conditions are encountered. 210827 update report 26 NMG 18186-01 August 27, 2021 4.0 LIMITATIONS This report has been prepared for the exclusive use of our client, Hofmann Management Company, within the specific scope of services requested by our client for the planning study discussed in this report. This report or its contents should not be used or relied upon for other projects or purposes or by other parties without the written consent of NMG. Our methodology for this study is based on local geotechnical standards of practice, care, and requirements of governing agencies. No warranty or guarantee, express or implied is given. The findings, conclusions, and recommendations are professional opinions based on interpretations and inferences made from geologic and engineering data from specific locations and depths, observed or collected at a given time. By nature, geologic conditions can be very different in between points, and can also change over time. Our conclusions and recommendations are subject to verification and/or modification with more exploration and/or during grading and construction when more subsurface conditions are exposed. NMG's expertise and scope of services did not include assessment of potential subsurface environmental contaminants or environmental health hazards. 210827 update report 27 NMG X E cip op 0 0 cu 0 cuJ CO FD 0 a) r 4) 0 0 1- 00 !Ai1l�,I_ =r t r r. Ilk. et: 7• . r• ��' �.. _•_t II Subject Site ir4.:0500:1 i ^ 4 adle -s a .n -- Seivice Law, --Credits Source: Esti, Maxar, GEye, Earthstar Geographics, CNES Airbus DS7 USDA, USGS, AeroGRID.IGN, and the GIS -User Commun i Esri, HERE, Garmin, (c) OpenStreetMap contributors • .0 or 0 0.5 1 Miles 1 inch = 1 miles N SITE LOCATION MAP TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA RIVERSIDE COUNTY, CALIFORNIA a Project Number: 18186-01 By: TW/SBK Project Name: Hofmann/Travertine Date: 8/27/2021 Figure 1 NMG LEGEND CcC CARRIZO STONY SAND, 2-9% SLOPES CdC CARSITAS GRAVELLY SAND, 0-9% SLOPE GbB GILMAN FINE SANDY LOAM MaB MYOMA FINE SAND RO ROCK OUTCROP Ru RUBBLE LAND SOIL SURVEY INFORMATION FROM NATURAL RESOURCES CONSERVATION SERVICE IMPACT LINE LIMIT LINE TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA COUNTY OF RIVERSIDE, CALIFORNIA Project No.: 18186-01 Project Name: Jofmann / Travertine Date: 8/27/21 Figure No. 2 NMG Geotechnical, Inc. Qa Qf LEGEND LOCATIONS ARE APPROXIMATE Alluvium Alluvial Fan Qls qdi Landslide Quartz Diorite REGIONAL GEOLOGY MAP (DIBBLEE, 2008) TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA COUNTY OF RIVERSIDE, CALIFORNIA Project Number: 18186-01 By: TW/SBK Project Name: Hofmann / Travertine Date: 8/27/2021 Figure 3 NMG Qls Qw LEGEND LOCATIONS ARE APPROXIMATE Landslide Deposits Alluvial Wash Deposits Qyf gr Young Alluvial Fan Deposits Granitic and other Intrusive Crystalline Rocks of all ages REGIONAL GEOLOGY MAP (CGS, 2012) TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA COUNTY OF RIVERSIDE, CALIFORNIA Project Number: 18186-01 By: TW/SBK Project Name: Hofmann / Travertine Date: 8/27/2021 Figure 4 NMG E 0 co co co LL To C O cc In ID E2 0 r H m co (3 J (7 iY O coco 55 N 0 1 -0(2-0N • -* r: P 1- 4 0 ti 0 It N ••.a LfrrLE 5Ak 9ERNAR0Ih: Indo Hilt Parts Park ,-f 15 t, /4,-. L.,„1 j- S..rn.J.,:.inh Slat.: Parr. '[Iwi Id _: V,1, ASG‹). ► -� � Palm Springs Ague - C ahenfe . • !t, d Sant Fbaar8e�rr. Jec into AAounteins National Monu ntr t ,f Cathedral City PORCUPINE 1 1 .4 } 1 f . N JA p.rfriii M O U N.i4s r n, • t - COACHEIL -Q Palm Desert JFr - La Qtntll.� • WASH 1.'.41311'f411i-r We ed Ll CHIT Cahuilla eson, 'atIn k ;'- � 869 ' i'C �RK �� T W �f, d d Sea frit feat CREEP .01 Service Layer Credits: Sources: Esri, HERE, Garmin, Intermap, increment C rp! GEBC0; USGS, FAO, NPS, NRCAN, GeoBase,l diGN. ,Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China THo g Kong), -(c) OeetMap contributors, and the GISllser/ � /�I l Community ��: t alt, ���/ California +epartdent of Conservation: /\�- � Qp://data;cadoc.opendafa.arcgis.com%datesets/� ‹b70a766a60ad4c0688balidd4749'7dbad /0 13 Legend Faults Certain - —Approximately Located Concealed Recency of Movement Q Historic D Holocene Q Late Quaternary Q Quaternary 0 4 8 N Miles 1 inch = 8 miles N REGIONAL FAULT MAP Base: California Geological Survey, Fault Activity Map of California, 2010 TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA RIVERSIDE COUNTY, CALIFORNIA Project Number: 18186-01 By: TW/SBK Project Name: Hofmann/Travertine Date: 8/27/2021 Figure 5 NMG L r Subject Site x x E O co co 00 y -2 N 2 U E 0 r H m 0 as J c3 11- 0 co 55 N CL le r "Service Layer Credits Source: Esri, Maxar, GeoEye, •E arthta sr.Geographics, ONES/Airbus DS7USDA, USGS, Ae oGRID, IGN, and -the GIS User. Community 1 ::;California Department of Conservation: http://data-cadoc.o ndatar g com/datasets/ Legend Liquefaction Susceptibility Very High Moderate High Low Very low 0 0.5 1 N Miles 1 inch = 1 miles SEISMIC HAZARD ZONES MAP Base: Riverside County General Plan TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA RIVERSIDE COUNTY, CALIFORNIA Project Number: 18186-01 By: TW/SBK Project Name: Hofmann/Travertine Date: 8/27/2021 Figure 6 NMG Provide proper surface drainage (drain separate from subdrain) 1' to 2' Cover Retaining wall Waterproofing (optional) Weep Hole (optional) 3+^ Native backfill OPTION 1: AGGREGATE SYSTEM DRAIN • Clean sand vertical drain having sand equivalent of 30 or greater or other free -draining granular HT1'—P material Minimum 1 ft.3/ft. of 1/4 to 1 1/2" size gravel or crushed rock encased in approved Filter Fabric 4 -inch diameter perforated pipe with proper outlet. (See Notes below for alternate discharge system) Provide proper surface drainage (drain separate from subdrain) 1' Cover Retaining wall Weep Hole (optional) 3+" Native backfill Wrap filter fabric flap behind core Alternative: Class 2 permeable filter material (Per Caltrans specifications) may be used for vertical drain and around perforated pipe (without filter fabric) OPTION 2: COMPOSITE DRAINAGE SYSTEM Mirafi G100N, Contech C -Drain 15K, or equivalent drainage composite. Cut back of core to match size of weep hole. Do not cut fabric. 4 -inch diameter perforated pipe with proper outlet. Peel back the bottom fabric flap,place pipe next to core, wrap fabric around pipe and tuck behind core. (See Notes for alternate weep hole discharge system) NOTES: 1. PIPE TYPE SHOULD BE PVC OR ABS, SCHEDULE 40 OR SDR35 SATISFYING THE REQUIREMENTS OF ASTM TEST STANDARD D1527, D1785, D2751 , OR D3034. 2. FILTER FABRIC SHALL BE APPROVED PERMEABLE NON -WOVEN POLYESTER, NYLON, OR POLYPROPYLENE MATERIAL. 3. DRAIN PIPE SHOULD HAVE A GRADIENT OF 1 PERCENT MINIMUM. 4. WATERPROOFING MEMBRANE MAY BE REQUIRED FOR A SPECIFIC RETAINING WALL (SUCH AS A STUCCO OR BASEMENT WALL). 5. WEEP HOLES MAY BE PROVIDED FOR LOW RETAINING WALLS (LESS THAN 3 FEET IN HEIGHT) IN LIEU OF A VERTICAL DRAIN AND PIPE AND WHERE POTENTIAL WATER FROM BEHIND THE RETAINING WALL WILL NOT CREATE A NUISANCE WATER CONDITION. IF EXPOSURE IS NOT PERMITTED, A PROPER SUBDRAIN OUTLET SYSTEM SHOULD BE PROVIDED. 6. IF EXPOSURE IS PERMITTED, WEEP HOLES SHOULD BE 2 -INCH MINIMUM DIAMETER AND PROVIDED AT 25 -FOOT MAXIMUM SPACING ALONG WALL. WEEP HOLES SHOULD BE LOCATED 3+ INCHES ABOVE FINISHED GRADE. 7. SCREENING SUCH AS WITH A FILTER FABRIC SHOULD BE PROVIDED FOR WEEP HOLES/OPEN JOINTS TO PREVENT EARTH MATERIALS FROM ENTERING THE HOLES/JOINTS. 8. OPEN VERTICAL MASONRY JOINTS (I.E., OMIT MORTAR FROM JOINTS OF FIRST COURSE ABOVE FINISHED GRADE) AT 32 -INCH MAXIMUM INTERVALS MAY BE SUBSTITUTED FOR WEEP HOLES. 9 THE GEOTECHNICAL CONSULTANT MAY PROVIDE ADDITIONAL RECOMMENDATIONS FOR RETAINING WALLS DESIGNED FOR SELECT SAND BACKFILL. RETAINING WALL DRAINAGE DETAIL NMG Geotechnical, Inc.I FIGURE 7 3/05 RETAINING WALL DRAINAGE.ai APPENDIX A 18186-01 January 27, 2020 APPENDIX A REFERENCES Bock, C.G., 1977, Martinez Mountain Rock Avalanche, Geological Society of America - Reviews in Engineering Geology, Volume III. California Division of Mines and Geology, 1965, Geologic Map of Southern California, Santa Ana Sheet, Compilation by Rogers, T.H. California Geological Survey, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, Originally Adopted March 13, 1997, Revised and Re -adopted September 11, 2008. California Geological Survey, 2010, Fault Activity Map of California and Adjacent Areas (Scale 1: 750,000), Geologic Data Map No. 6, Compiled and Interpreted by Charles W. Jennings and William A. Bryant. California Geological Survey, 2012, Preliminary Geologic Map of Quaternary Surficial Deposits in Southern California, Palm Springs 30'X60' Quadrangle, Special Report 217, Plate 24, by Lancaster, J.T., Hayhurst, C.A., and Bedrossian, T.L. California Geological Survey (CGS), 2018, Earthquake Fault Zones, A Guide for Government Agencies, Property Owners / Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42, Revised 2018. Christenson, G.E., and Purcell, C., 1985, Correlation and age of Quaternary alluvial -fan sequences, Basin and Range Province, Southwestern United States, Geological Society of America Special Paper 203. City of La Quinta, 2004, Ordinance No. 406, Chapter 8.80 (Grading) to M.C., Adopted May 4, 2004. City of La Quinta, 2006, Engineering Bulletin #06-16, Hydrology and Hydraulic Report Criteria for Storm Drain Systems, Revised Effective Data of October 3, 2020. City of La Quinta, 2013, City of La Quinta 2035 General Plan, Adopted February 19, 2013. Coachella Valley Water District, 2012, Coachella Valley Water Management Plan Update, Final Report, Dated January 2012. Coachella Valley Water District, 2018, Engineer's Report on Water Supply and Replenishment Assessment, 2018-2019, dated April 2018. Coachella Valley Water District, 2019, Engineer's Report on Water Supply and Replenishment Assessment, 2019-2020, dated April 2019. Construction Testing and Engineering, Inc., 2007, Geotechnical Assessment, Two Existing Drainage Basins, Avenue 62, West of Monroe, Riverside County, California, Job No. 40- 2251, dated July 23, 2007. Dibblee, T.W, 2008, Geologic Map of the Palm Desert & Coachella 15 Minute Quadrangles, Dibblee Geology Center Map #DF -373, March 2008. A-1 18186-01 August 27, 2021 APPENDIX A REFERENCES (CONTINUED) Earth Consultants International, 2010, Technical Background Report to the Safety Element of the La Quinta 2035 General Plan Update, Seismic Hazards, Geologic Hazards, Flooding Hazards, Dated June 2010, Revised September 7, 2010. Earth Systems Southwest, 2007a, Suitability of Borrow Site Soils for Fill of Proposed Madison and Jefferson Streets, Travertine Project, Between Avenues 60 and 64 West of Proposed Madison and Jefferson Streets, La Quinta, California, File No.: 11112-01, 07-05-764R, dated May 14, 2007, revised May 25, 2007. Earth Systems Southwest, 2007b, Geotechnical Engineering Report, Travertine Project, Proposed Madison Street Extension, La Quinta, California, File No.: 11112-02 07-06-706, dated September 12, 2007. Earth Systems Southwest, 2007c, Report of Infiltration Testing for Stormwater Retention, Proposed Travertine Project, Between Avenues 60 and 64, West of Madison Street, La Quinta, California, File No.: 11112-04, 07-09-773, dated September 24, 2007. Earth Systems Southwest, 2007d, Geotechnical Engineering Report, Proposed Travertine Project, Between Avenues 60 and 64, West of Madison Street, La Quinta, Riverside County, California, File No.: 11112-04, 07-11-804, dated November 21, 2007. Leighton and Associates, Inc., 2011, Geotechnical Evaluation Report, Soughing Pond Embankments, Thomas E. Levey Groundwater Replenishment Facility, 80800+ 62nd Avenue, La Quinta, California, Project No. 602953-001, dated January 10, 2011. MTGL Geotechnical Engineering Services, 2011, Siltation Investigation, Thomas E. Levy Groundwater Recharge Facility, Avenue 62 & Monroe Street, La Quinta, California, Project No. 1681-A36, dated June 3 and 11, 2011. Riverside County Flood Control and Water Conservation District, 2014, Whitewater River Region, Stormwater Quality Best Management Practice Design Handbook for Low Impact Development, dated Jun 2014. Riverside County, 2021, Riverside County Information Technology (RCIT), Riverside County GIS, Fault and Liquefaction Potential Maps, 2019, website address: https://gisl.countyofriverside.us/Html5Viewer/index.html?viewer=MMC_Public; Date Accessed: August 19, 2021. Rogers, T.H., 1965, Geologic Map of California, Santa Ana Sheet. Sladden Engineering, 2001, Geotechnical Investigation, CVWD Dike No. 4 Flood Control Levee, Avenue 60 to Avenue 65 - Dike No. 4, West of the Trilogy at La Quinta, La Quinta Area of Riverside County, California, Project No.: 544-1211, 01-10-507, dated October 11, 2001. Sladden Engineering, 2002, Infiltration Testing for Stormwater Retention, CVWD Dike No. 4 Flood Control Levee, West of Trilogy at La Quinta Project Site, La Quinta Area of Riverside County, California, Project No.: 544-1211, 02-03-168, dated March 14, 2002. 210827 update report A-2 18186-01 August 27, 2021 APPENDIX A REFERENCES (CONTINUED) Sladden Engineering, 2005a, Geotechnical Investigation, Residential Subdivision - Green Property, SWC Quarry Ranch Road and Jefferson Street, Project No.: 544-4769, 05-01- 075, dated January 26, 2005. Sladden Engineering, 2005b, Geotechnical Addendum, Proposed Madison Street Extension, Madison Street South of Avenue 60, La Quinta, California, Project No.: 544-5301, 05- 04-401, dated April 12, 2005. Sladden Engineering, 2006, 176 Lot Residential Subdivision - Coral Canyon, SWC Quarry Ranch Road and Jefferson Street, La Quinta, California, Project No. 544-4769, dated May 12, 2006. Sladden Engineering, 2007, Response to City of La Quinta Review Comments, Coral Canyon - TTM 33444, SWC Quarry Ranch Road and Jefferson Street, La Quinta, California, Project No. 544-4769, dated November 29, 2007. Sladden Engineering, Supplemental Field Investigation and Percolation Testing, Coral Canyon Tract 33444, SWC Quarry Ranch Road and Jefferson Street, La Quinta, California, Project No. 544-4769, dated November 30, 2007. Sladden Engineering, 2008, Response to City of La Quinta Review Comments, Coral Canyon, TTM 33444, SWC Quarry Ranch Road and Jefferson Street, La Quinta, California, Project No. 544-4769, dated May 6, 2008. Sladden Engineering, 2011, Geotechnical Update Report for Proposed Jefferson Street Extension Project, South of Avenue 58, Adjacent to Tentative Tract 33444, La Quinta, Project No. 544-4769, dated November 17, 2011. Stantec Consulting, Inc., 2009, Coachella Valley Water District Dike No. 4 Groundwater Recharge Facility - Basins, Record Drawing Plan Set, 37 Sheets, dated October 1, 2009. Structural Engineers Association/Office of Statewide Health Planning and Development, 2020, U.S. Seismic Design Maps, web site address: https://seismicmaps.org/ ; Date Accessed: January 7, 2020. URS Corporation, 2002, Draft Report, Geotechnical Investigation Proposed Dike No. 4 Recharge Facility, Riverside County, California, File: 0643.5212, dated January 15, 2002. U.S. Department of Agriculture, 2020, Web Soil Survey, web site address: https://websoilsurvey.nrcs.usda.gov/app/ ; Date Accessed: January 7, 2020. U.S. Federal Emergency Management Agency, 2017, Flood County, California and Incorporated Areas, Panel 06065C2900H, Revised April 19, 2017. U.S. Federal Emergency Management Agency, 2018, Flood County, California and Incorporated Areas, Panel 06065C2925H, Revised March 6, 2018. 210827 update report A-3 Insurance Rate Map, Riverside 2900 of 3805, Map Number Insurance Rate Map, Riverside 2925 of 3805, Map Number 18186-01 August 27, 2021 APPENDIX A REFERENCES (CONTINUED) U.S. Geological Survey, 2014, Land Subsidence, Groundwater Levels, and Geology in the Coachella Valley, California, 1993-2010, Scientific Investigations Report 2014-5075. U.S. Geological Survey, 2020, Unified Hazard Tool, NSHM 2014 Dynamic Deaggregation Program; web site address: https://earthquake.usgs.gov/hazards/interactive/; Date Accessed: January 7, 2020. AERIAL PHOTOGRAPHS REVEIWED Date Flight Photos Scale Source 2/15/49 AXM-1F 20, 21, 22 1"=1,667' Continental Aerial 9/20/53 AXM-3K 146, 147 UCSB 11/10/59 AXM-10W 170, 171 UCSB 2/15/77 RW 8 6, 7, 8 Continental Aerial 8/5/98 C-122-48 7, 8, 9 1"=2,000' Continental Aerial 8/5/98 C-122-49 57, 58, 59, 60 1"=2,000' Continental Aerial 5/28/02 NAPP 12478 116 UCSB 210827 update report A-4 18186-01 August 27, 2021 APPENDIX A DEFINITIONS Active (Fault): A fault that is likely to have another earthquake sometime in the future. Faults are commonly considered active if they have moved one or more times in the last 11,700 years. Alluvial Fan: A conical, depositional landform found along mountain fronts of arid and semiarid regions. Artificial Fill: Earth material used to fill in a depression or hole, create mounds or otherwise man- made fills to change natural grades. Backcut: An inclined temporary excavation associated with the construction of a stabilization fill key. A backcut typically begins at the top of a natural and/or design slope and extends down to the toe of slope, terminating at the back of design keyway. Bedrock: Relatively hard, solid rock that commonly underlies soft rock, sediment, or soil. May also be exposed at the earth's surface, known as an outcrop. Blow Count: Number of blows by a 140 -pound hammer, free -falling a distance of 30 inches, required to drive a sampler 12 inches into the ground. Also, a measure of soil resistance to penetration. Boring: A circular excavation utilizing revolving tooling. Boulder: A rock or rock fragment with size greater than 12 inches (considered oversize material for use in this report). Braided Channel: A stream/channel consisting of numerous intertwining channels. Cenozoic: A time span on the geologic time scale beginning about 66 million years ago, following the Mesozoic era. Cobble: A rock or rock fragment with size larger than 2.5 inches and up to boulder size. Desert Pavement: A layer of coarse pebbles and cobbles created by the removal of finer material through wind erosion. Desert Varnish: An orange to black coating found on rock surfaces exposed to the sun in arid environments. The varnish collects on the exposed surface rocks over time and indicates relatively older alluvial deposits. Erosion: The processes of weathering and transport of sediment. The process of abrasion or wearing away by wind, water, or other natural agents. Expansion Potential: A measure to define the severity of risk of soil or sedimentary rock movement to foundation/slab due to shrink or swell. Expansive soils typically swell when wet or shrink when dry. Fault: A fracture or discontinuity within blocks of the earth's crust on which displacement or movement on either side has occurred relative to one another. 210827 update report A-5 18186-01 August 27, 2021 Fault -Rupture Hazard Zone: A regulatory zone surrounding the surface traces of active faults. Wherever an active fault exists that has potential for surface rupture, a structure for human occupancy cannot be placed over the fault and must be set back a minimum distance from the fault. Front Cut: An inclined temporary excavation associated with the construction of a stabilization fill key. A front cut typically begins near the toe of the design slope and extends down to the front of the design key. Similar to a backcut but occurs on the toe side of a slope. fps: Feet per second is a unit/measurement of both speed and velocity. Geomorphology: The study of the character and origin of landforms, such as mountains, valleys, etc., on the surface of the earth. Geophysical Survey: Surveys using various earth sensing instrumentation to collect data below the earth's surface. Granitic Bedrock: Crystalline bedrock that largely consists of light-colored silicates (quartz) and feldspars; an intrusive igneous rock. Groundwater Basin: An area or region underlain by permeable earth materials capable of furnishing a supply of groundwater to wells. Hollow -Stem Auger: An auger -type drill rig typically used during geotechnical explorations and groundwater monitoring well construction. Auger flights consist of a hollow stem that acts as a temporary casing, allowing for collection of samples through the stem or for setting a groundwater monitoring device. Hydraulic Conductivity: A factor relating to groundwater flow; it is a coefficient that takes into account the permeability of soil and viscosity of a fluid (water). Inactive (Fault): California Geological Survey (CGS) indicates that a fault may be presumed seismically inactive (or pre -Holocene) if it does not break Holocene -age formations. CGS also suggests a fault that lacks evidence for surface displacement within Holocene time (the past 11,700 years) should not necessarily be considered inactive. Infiltration Rate: Calculated rate from the percolation test results, usually in accordance with an agency's technical guidance document. ksf: Kips per square foot is a unit/measurement of pressure. A kip is a unit of force (1,000 -pound force) used by engineers to measure loads. Liquefaction: A process by which saturated sediments (i.e., alluvium, alluvial fan) temporarily lose strength and act as a fluid. This effect can be caused by earthquake shaking in saturated, unconsolidated, sandy alluvium. Mass Movement: Also called mass wasting, is the downslope movement of rock or soil under the direct influence of gravity. Mesozoic: A time span on the geologic time scale — from between approximately 252 to 66 million years ago. Metamorphic (rock): Rock formed by the alteration of preexisting rock deep within the earth (remaining in solid state) by heat, pressure, and/or chemically active fluids. 210827 update report A-6 18186-01 August 27, 2021 Moment Magnitude (Mw): Magnitude characterizes the relative size of an earthquake based on measurement of the maximum motion recorded by a seismograph. This measures earthquake magnitude based on the total energy released by an earthquake. The Moment Magnitude scale, based on the concept of seismic moment, is uniformly applicable to all sizes of earthquakes but is more difficult to compute than other types. Overexcavation: Soil or bedrock excavated below finish -grade elevations in design cut areas. Percolation Testing: A field test used to determine the soil -water absorption rate to assist in the design of septic drain field or stormwater infiltration devices. Testing involves measurement of known water volume dissipation over time. pcf: Pounds per cubic foot is a measurement of the density of materials. Primary Ground Rupture: Offset of the ground surface associated with a main/major fault when earthquake rupture occurs along the fault. Primary Wave (P-wave): The fastest seismic wave in the earth, which travel by compression and expansion ("push-pull") of the medium. Quaternary: The latest period of geologic time up to and including the present. The Quaternary includes the Pleistocene and Holocene Epochs, and ranges from approximately 2.58 million years ago to the present. Refraction (Geophysics): A geophysical survey that uses seismographs and geophones on the ground surface to record seismic waves through layers of rock/soil in order to characterize the subsurface geology. Remedial Removal: Grading necessary to remove and/or mitigate unsuitable soils prior to placement of compacted fill and/or construction of foundations or structures. Rockslide: The rapid slide of a mass of rock downslope along planes of weakness. Seiche: The sloshing of a closed body of water (i.e., lakes, ponds, reservoirs) from earthquake shaking. Seismic Line: A series of geophones on the ground surface used to collect geophysical data. Slope Stability Analysis: The mathematical measure of the relative factor -of -safety against both global and surficial failure of slope material. Global failure involves either rotational or translational failure along planes/surfaces of weakness. Surficial failure includes the outer surface of the slope soil (generally 3 to 4 feet measured perpendicular to slope face) that may be affected by erosion, weathering, and gravity. Stabilization Fill Key/Keyway: A design excavation into competent material at the toe of slope, in which compacted fill is placed to resist lateral pressure and replace slope materials with uniform compacted fill. Subsidence: Down -warping or settlement of an area of the earth's surface. Regional subsidence can occur due to oil and/or groundwater withdrawal. 210827 update report A-7 18186-01 August 27, 2021 Test Pit/Trench: A mechanical excavation (backhoe, excavator) used to conduct subsurface geotechnical exploration. Typically consists of an open -pit or trench used for geologic/geotechnical evaluation and sample collection. Tsunami: A great sea wave produced especially by a submarine earth movement, earthquake, or volcanic eruption. USCS: Unified Soil Classification System is a system used in engineering and geology to describe the texture and grain -size of soil and is represented by a two -letter symbol (i.e. CL, ML, SC, etc.). 210827 update report A-8 APPENDIX B BORING LOGS BY NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/9/21 Bogged ZKH H-1 Sheet 1 of 2 Drilling 2R Drilling, Inc. Company Drill Bit 10" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 40.0 Drilled (ft) Comments Approximate Ground 45.0 msl Surface Elevation (ft) o co w -40 -30 20 ^ -cQ p SAMPLES 0 0 v cq m MATERIAL DESCRIPTION a) i s 5 • 0 2O 0 w aa) oO OTHER TESTS and REMARKS >, D H Z 3 0 O m n 0 5- 10- 15- 20- D-1 B-1 D-2 D-3 D-4 SPT-1 D-5 30 40 41 45 32 40 :::SW-SM �SM >SW-SM Young Alluvial Fan Deposits (Qyf) @ 5': Gray fine to coarse SAND with silt, damp, medium dense, highly friable, trace fine gravel. - @ 10': Gray fine to coarse SAND with silt, damp, medium dense, highly friable, trace fine gravel, some gravel in upper rings. - @ 15': Gray silty fine to coarse SAND, damp, dense, friable, slighly more silt than above. @ 20': Gray silty fine to coarse SAND, damp, dense, friable. _ @ 21.5': Brownish gray silty fine to coarse SAND, damp, dense, _ rock in tip. @ 23': Gray fine to coarse SAND with silt, damp, very dense, _ friable, trace to few fine to coarse gravel. _ @ 24.5': Grayish brown fine to coarse SAND with silt, damp, dense, friable. 1.3 1.1 1.7 1.3 1.4 0.9 1.9 119.1 115.3 116.4 B-1 @ 5-10' GS 25 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PEM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Hofmann / La Quinta - Travertine La Quinta, CA H-1 Sheet 2 of 2 o ^ M o SAMPLES 0 0 v D MATERIAL DESCRIPTION o a o o 2O 0 w CiO OTHER TESTS and REMARKS Q T F- Z 3 0 o m Q -20 25 SPT -2 21 o>oSW-SM @ 26': Gray fine to coarse SAND with silt, damp, medium dense, 2.5 D-6 30 friable, trace rootlets, trace to few fine to coarse gravel. _ @ 27.5': Gray fine to coarse SAND with silt, damp, dense, friable. _ 1.1 !SPT -3 15 @ 29': Gray fine to coarse SAND with silt, damp, dense, rootlets 2.1 123.9 30- D-7 50 - concentrated in silty lenses, trace to few fine to coarse gravel. - _ @ 30.5': Gray fine to coarse SAND with silt, damp, dense, friable. _ 1.8 GS !SPT -4 32 @ 32': Gray fine to coarse SAND with silt, damp, dense, friable. 1.4 D-8 70 @ 33.5': Gray fine to coarse SAND with silt, damp, dense, friable. 2.0 !SPT -5 22 -10 35- @ 35': Gray fine to coarse SAND with silt, damp, dense, friable, 1.8 GS D-9 57 trace to few fine to coarse gravel. T SPT -6 32 . @ 36.5': Gray fine to coarse SAND with silt, damp, dense, friable, _ trace gravel. 1.6 @ 38': Gray fine to coarse SAND with silt, damp, dense, highly 1.2 SB -1 @ 38'-39' D-10 85 friable, trace to few fine to coarse gravel. No ring sample recovery. SB -1 40 Notes: Total Depth: 40 Feet. " No Groundwater Encountered. Backfilled with Cuttings and Tamped. -0 45- - - 50- - - --10 55 LOG OF BORING Hofmann / La Quinta - Travertine NM La Quinta, CA %//////////// PROJECT NO. 18186-01 NMG Template: HOLLOW STEM; Prj ID: 18186-01.GPJ; Printed: 8/30/21 Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/10/21 Bogged ZKH H-2 Sheet 1 of 2 Drilling 2R Drilling, Inc. Company Drill Bit 10„ Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 40.0 Drilled (ft) Comments Approximate Ground 50.0 msl Surface Elevation (ft) o > w 50 -40 -30 ^ 1 SAMPLES 0 c 6 S MATERIAL DESCRIPTION a) . D a 5 0 20 4-1- ._ � aa) 0o OTHER TESTS and REMARKS Q E H Z cn o o m n 0 - 5 10- 15- 20- _ D-1 D-2 B-1 D-3 24 43 40 50 24 43 31 60 'eeeSW/GM Beeve %:°:°:° eae° 4.6.°:64:.° e8ee °°(/:°5 °ge°P°e me e°a°e 44 7:4;::::. eBe°®°e C°:4:4.4: e°s e ° -B�°— > SW Young Alluvial Fan Deposits (Qyf) @ 5': Gray fine to coarse SAND/GRAVEL, damp, medium dense, highly friable. - @ 7.5': Driller noted gravel. - - - @ 10': Gray fine to coarse SAND, damp, dense, highly friable. @ 15': Gray fine to coarse SAND, damp, dense, highly friable. @ 17': Gray fine to coarse SAND, damp, dense, highly friable. _ @ 18.5': Gray fine to coarse SAND, damp, dense, highly friable, _ trace to few gravel. @ 20': Gray fine to coarse SAND, damp, dense, highly friable, some lenses of cleaner sand. _ @ 21.5': Gray fine to coarse SAND, damp, dense, highly friable. _ @ 23': Gray fine to coarse SAND, damp, dense, highly friable, trace to few gravel. @ 24.5': Gray fine to coarse SAND, damp, dense, highly friable, trace gravel. 0.5 0.5 0.7 0.6 0.6 0.7 0.7 1.0 0.8 GS D-4 I SPT -1 D-5 !SPT -2 D-6 r 25 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PPM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Hofmann / La Quinta - Travertine La Quinta, CA H-2 Sheet 2 of 2 o ^ m m w o SAMPLES 0 o C0 v D MATERIAL DESCRIPTION o a o o 2O 0 Q � aai CiO OTHER TESTS and REMARKS Q E T F— Z 3 0 oCD m Q 25 SPT-3 48 SW @ 26': Gray fine to coarse SAND, damp, dense, highly friable, trace 0.9 D-7 82/9" gravel, rock in tip. . @ 27': No Recovery, rock. !SPT-4 50/1" @ 29': Gray fine to coarse SAND, damp, very dense, highly friable. 0.5 GS -20 30- D-8 89 - - !SPT-5 28 _ @ 30.5': Gray fine to coarse SAND, damp, very dense, highly _ friable. 0.8 @ 32': Gray fine to coarse SAND, damp, very dense, some fine 0.8 117.5 CN D-9 70 gravel, highly friable. !SPT-6 27 _ @ 33.5': Gray fine SAND, damp, dense, friable, more silt than _ above. 0.8 35- @ 35': Gray fine to coarse SAND, damp, very dense, trace to few 1.0 D-10 58 gravel. T SPT-7 28 . @ 36.5': Gray fine to coarse SAND, damp, very dense, friable, _ trace fine gravel. 0.8 @ 38': Gray fine to coarse SAND, damp, very dense, friable, trace 1.0 D-11 55 fine gravel. -10 40 Notes: Total Depth: 40 Feet. - No Groundwater Encountered. Backfilled with Cuttings and Tamped. 45- - - -0 50- - - 55 LOG OF BORING Hofmann / La Quinta - Travertine NM La Quinta, CA %//////////// PROJECT NO. 18186-01 NMG Template: HOLLOW STEM; Prj ID: 18186-01.GPJ; Printed: 8/30/21 Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/9/21 Bogged ZKH P-1 Sheet 1 of 1 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 23.0 Drilled (ft) Comments Approximate Ground 45.0 msl Surface Elevation (ft) o ^ CO m w p SAMPLES 0 0 cU/) m MATERIAL DESCRIPTION a a • 0 5 2O 0 w � aa) loci OTHER TESTS and REMARKS Q E >, D H Z o o m n 0 . -40 5- 10- -30 15- 20- -20 25- - D-1 D-2 D-3 D-4 D-5 42 26 36 50/6" 64 • e SW — °>SW-SM Surface: Access Road. . Young Alluvial Fan Deposits (Qyf) @ 5': Gray fine to coarse SAND, damp, dense, friable, trace to few - gravel. _ - @ 10': Gray fine to coarse SAND with silt, damp, medium dense, . friable. . @ 15': Gray fine to coarse SAND with silt, damp, dense, friable, _ trace gravel, upper rings have olive brown silty sand. _ - @ 20': No ring sample recovery. _ _ @ 21.5': Olive gray fine to coarse SAND with silt, damp, very _ dense, interlayered silt lenses. 1.2 3.8 7.3 3.7 120.5 112.5 112.3 118.3 B-1 @ 0-5' GS CN Notes: - Total Depth: 23 Feet. _ No Groundwater Encountered. - 2-inch Diameter Slotted Well Pipe Installed. - Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/10/21. - 30 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PEM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/9/21 Bogged ZKH P-2 Sheet 1 of 1 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 24.0 Drilled (ft) Comments Approximate Ground 43.0 msl Surface Elevation (ft) o ^ c > w 1 SAMPLES 0 0 cU i) D MATERIAL DESCRIPTION • i s 5 0 2O 0 w aa) loci OTHER TESTS and REMARKS 45 Q >, D H Z o o m n 0 . -40 5 10- -30 15- 20- -20 25- D-1 ' D-2 D-3 D-4 D-5 56 46 31 46 77 SP Surface: Access Road. . Young Alluvial Fan Deposits (Qyf) - - © 5': Gray fine to coarse SAND, damp, very dense, highly friable, - trace to few fine to coarse gravel. _ L @ 10': No ring sample recovery. _ - - - © 15': Gray fine to coarse SAND, damp, medium dense, highly - friable, trace to few fine to coarse gravel. _ @ 20': Gray fine to coarse SAND, damp, dense, highly friable, . trace to few fine to coarse gravel. . @ 22.5': Gray fine to coarse SAND, damp, medium dense, highly friable, some fine to coarse subangular gravel. 1.1 1.6 1.4 1.9 120.6 B-1 @ 0-5' GS - - Notes: _ Total Depth: 24 Feet. No Groundwater Encountered. . 2 -inch Diameter Slotted Well Pipe Installed. Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/10/21. 30 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PEM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/10/21 Bogged ZKH P-3 Sheet 1 of 1 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 20.0 Drilled (ft) Comments Approximate Ground 46.0 msl Surface Elevation (ft) o ^ SAMPLES 0 a) . az- OTHER TESTS > o MATERIAL DESCRIPTION r a w and w p Q >, D H Z o m n 0 (U/) m • 0 5 2O aa) oO REMARKS 0 e SW Young Alluvial Fan Deposits (Qyf) B-1 @ 0-5' 5@ 5': Gray fine to coarse SAND, damp, medium dense, friable, 0.8 -40 D-1 18 - trace fine gravel. _ 10-@ 10': Gray fine to coarse SAND, damp, medium dense, friable, 1.1 D-2 20 _ trace fine gravel. . _ @ 13.5': Gray fine to coarse SAND, damp, dense, friable, trace fine _ 0.8 D-3 45 gravel. 15- © 15': Gray fine to coarse SAND, damp, medium dense, friable, 0.9 -30 D-4 44 - trace fine gravel. _ © 16.5': Gray fine to coarse SAND, damp, medium dense, friable, . 0.7 GS D-5 37 trace fine gravel. @ 18.5': Gray fine to coarse SAND, damp, medium dense, friable, 0.7 ' D-6 31 trace fine gravel. 20- Notes: _ Total Depth: 20 Feet. No Groundwater Encountered. . 2-inch Diameter Slotted Well Pipe Installed in Bottom 10 Feet. Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/12/21. 25- - - -20 - 30 LOG OF BORING PEM Hofmann / La Quinta -Travertine/////////j La Quinta, CA NMG PROJECT NO. 18186-01 Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/10/21 Bogged ZKH P-4 Sheet 1 of 1 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 25.0 Drilled (ft) Comments Approximate Ground 55.0 msl Surface Elevation (ft) o w -50 -40 -30 ^ 1 m SAMPLES 0 0 cn 0 MATERIAL DESCRIPTION cu - a 5 0 20 41- Q aa) 00 OTHER TESTS and REMARKS Q E >, D H Z cn o o m n 0 5- 10-@ 15- 20- D-1 D-2 D-3 ' D-4 D-5 D-6 29 28 48 39 46 44 e 0° 0O °°sW-GW °° 8o060° 0000 °8°X° °°� >f>°�° > 8°° SW SW Young Alluvial Fan Deposits (Qyf) @ 5': Gray fine to coarse SAND, damp, medium dense, highly - friable. _ 10': Gray fine to coarse SAND, damp, medium dense, highly _ friable. © 15': Gray fine to coarse SAND/GRAVEL, damp, medium dense, - highly friable. @ 20': No ring sample recovery. @ 22': Gray fine to coarse SAND, damp, dense, highly friable. _ @ 23.5': Gray fine to coarse SAND, damp, dense, highly friable. - 0.8 0.8 1.0 0.7 0.7 B-1 @ 0-5' 25 Notes: _ Total Depth: 25 Feet. _ No Groundwater Encountered. . 2 -inch Diameter Slotted Well Pipe Installed. Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/12/21. - 30 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PEM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/10/21 LoggedoZKH P-5 Sheet 1 of 2 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth Drilled (ft) 30.0 Comments Approximate Ground Surface Elevation (ft) 60.0 msl o > w -60 -50 -40 Q p SAMPLES 0 J Q `0 (0 u) c D MATERIAL DESCRIPTION z • a o o 2O 4-1- 0_(-) -- 5 00 OTHER TESTS and REMARKS N T D H Z U oo o 45 m a 0 5—@ 10—e, 15— 20—i-00. D-1 B-1 D-2 I D-3 D-4 27 50/6" 45 80 < e °— °oW/GW °°°°°°° ae> taem va<e °b<°t :1:4°: '44:4'5 ° 7°;°:',... C° °°6,...0.° - . ° ° ° SW SW Young Alluvial Fan Deposits (Qyf) 5': Gray fine to coarse SAND, damp, medium dense, highly friable, trace fine gravel. • @ 10': Gray fine to coarse SAND/GRAVEL, damp, very dense, highly friable. - @ 10'-15': Driller noted gravel. @ 15': No ring sample recovery. - — @ 20': Gray fine to coarse SAND, damp, very dense, highly friable, trace fine gravel. 0.7 0.7 0.5 25 LOG OF BORING Hofmann / La Quinta - Travertine La Quinta, CA PROJECT NO. 18186-01 ____ /jj/jjjj/jj NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Hofmann / La Quinta - Travertine La Quinta, CA P-5 Sheet 2 of 2 o ^ m m I 1 SAMPLES 0 t 0 v D MATERIAL DESCRIPTION o cu _ 7 a o o 2U 0 •Q w La) Ci0 OTHER TESTS and REMARKS Q E >.• F- Z 3 0 o o DO 25 SW @ 25': Gray fine to coarse SAND, damp, very dense, friable. 0.3 120.7 D-5 55 - @ 27': Gray fine to coarse SAND, damp, very dense, friable. 0.7 GS D-6 51 @ 28.5': Gray fine to coarse SAND, damp, very dense, friable.- 0.6 D-7 72 -30 30 Notes: Total Depth: 30 Feet. - No Groundwater Encountered. 2 -inch Diameter Slotted Well Pipe Installed in Bottom 10 Feet. - Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/12/21. 35- - - -20 40- - - 45- - - -10 50- - - 55 LOG OF BORING Hofmann / La Quinta - Travertine NM La Quinta, CA %//////////// PROJECT NO. 18186-01 NMG Template: HOLLOW STEM; Prj ID: 18186-01.GPJ; Printed: 8/30/21 BORING AND TEST PIT LOGS BY OTHERS BORINGS BY SLADDEN (2001) Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-23-01 Boring No. 1 Job No.: 544-1211 a `' Qct o C ° as DESCRIPTION C) �¢ H zn° q �� ° a . a 4 E a0 REMARKS o i 5 !I 50-5" Sandy Silt: Brown, very sandy ML 105 3.6 --- 52% passing #200 1 io 15 x50-5" • 50-5" Silty Sand: Brown, very silty, fine to coarse grained, clayey " �� SM �� --- 114 2.6 3.6 --- 87 32% passing #200 34% passing #200 20 25 37/50-3" 18/50-5" SandySilt: Brown, clayey with coarse grained sand �� �� ML113 95 8.7 7.5 --- 56% passing #200 56% passing #200 Native 30 50-6" Silty Sand: Brown, very silty, fine to coarse grained, clayey SMo 109 5.3 31 /o passing #200 35 OM 38/50-5" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 108 4.2 --- 28% passing #200 40 1 1 ,18/50-6" Silty Sand: Brown, very silty, fine to coarse grained, clayey SM 111 7.0 85 35% passing #200 Recovered Sample Total Depth = 41.5' No Bedrock 45 Disturbed Sample No Groundwater 50 - 55 Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-23-01 Boring No. 2 Job No.: 544-1211 Qom- o U Pcl DESCRIPTION o c +s �� 4 ° U REMARKS o _ {1 - it J ii 50-6" 50-4" 26/50-6" 30/50-6" 29/35/50 21/25/50 22/25/30 Silty Sand: Brown, fine to coarse grained SM 111 1.5 22% passing 4200 10 r I J _ - Silty Sand: Brown, very silty, fine to coarse grained, clayey SM 118 4.7 90 35% passing 4200 15 20 Silty Sand: Brown, fine to coarse grained, slightly clayey SM 112 117 3.0 2.6 87 25% passing #200 18% passing #200 25 30 , y - SiltySand: Brown, very silty,SM fine to coarse grained, clayey 113 111 3.1 3.6 --- --- 32% passing 4200 28% passing 4200 - 35.29/50-5" r ,1 Silty Sand: Brown, fine to medium grained, slightly clayey SM 111 3.1 --- 20% passing #200 40 I - U, Hfine Silty Sand: Brown, very silty, to coarse grained, clayey SM 112 5.2 35% passing #200 45 50 55 Recovered Sample Total Depth = 41.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-24-01 Boring- No. 3 Job No.: 544-1211 ,-.0 a) w o c/� a c as DESCRIPTION › E -i+, o c i Q ,S o a> o ct a P. x oa) U REMARKS 0 - J �� Silty Sand: Brown, fine to coarse grained SM 5 '- 31/50-5" 122 3.6 --- 24% passing #200 - i� 10 .36/50-5" 129 3.1 96 17% passing #200 - F� 15 20/50-5" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 125 5.8 --- 32% passing 4200 L 20 f x22/40/43 120 4.2 --- 24% passing 4200 - L 25 , 14/21/28 4.7 --- 31% passing 4200 7/19/32 30 - SiltySand: Brown, verysilty, ty, fine to coarse grained, clayey SM 117 4.2 --- 23% passing 4200 30 T 15/25/30 " --- 5.3 --- 38% passing 4200 L. _ L - 40 12/20/22 Silty Sand: Brown, fine to coarse grained SM 110 1.5 82 o 15 /o passing #200 - Boulder Refusal @ 43' 45 Recovered Sample No Bedrock No Groundwater 1 Standard Penetration Sample 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-23-01 Boring No. 4 Job No.: 544-1211 �U 0 C o P DESCRIPTION .v i � �Q . 0 o ( j REMARKS o - 5 H my J 18/50-6" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 117 3.6 --- 26% passing 4200 _o L - 12/20/25 --- 4.2 --- 28% passing 4200 1524/50-6" - - 1 i Silty Sand: Brown, fine to coarse grained, clayey SM 112 5.8 --- 26% passing 4200 20 C _ 4T 24/31/40 --- 4.2 --- 22% passing #200 25 - 1 _ L 50-6" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 118 2.6 88 15 /o passing #200 r, 30 _ IF 12/14/24 Silty Sand: Brown, very silty, SM --- 4.2 --- 31% passing 4200 35 40 _ r _Ii ' IF 10/10/30 13/15/15 fine to coarse grained, clayey ,, ,,--- 120 4.7 5.8 92 --- 35% passing 4200 37% passing #200 45 Sand: Brown, slightly silty, fine to coarse SP/SM - _ x, 26/36/50kith grained 1.5 --- 15% passing 4200 gravel 50 - _ - 55 " X Recovered Sample Standard Penetration Sample Disturbed Sample Total Depth = 46.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-23-01 Boring No. 5 Job No.: 544-1211 0 E 0 U 0 DESCRIPTION 0 CO CO 0 REMARKS o 5 q 1 i! l Mil I' 113/16/25 Silty Sand: Brown, fine to coarse grained, slightly clayey SM 4.2 --- 28% passing #200 /-, 1, Scattered gravel 10 '1_1 24/50-5" Silty Sand: Brown, fine to coarse grained, clayey SM 123 4.7 24% passing #200 15 T 18/23/33 Silty Sand: Brown, fine to SM 4.2 --- 18% passing #200 coarse grained, slightly clayey Scattered gravel 20 23/31/50 Silty Sand: Brown, very silty, fine to coarse grained, clayey SM 118 7.5 --- 27% passing #200 Trace gravel 25 - i 12/19/31 �� --- 5.3 --- 29% passing #200 30 35 " 4 26/50-6" 1 � 13/13/13 116 6.4 4.2 --- --- Trace gravel 29% passing #200 Trace gravel 30% passing #200 �1 40 11i 1�� i 20/27/30 Silty Sand: Brown, fine to coarse grained, clayey SM 112 4.2 --- 23% passing #200 45 Recovered Sample "Standard Penetration Total Depth = 41.5' No Bedrock No Groundwater 50 55 Sample Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-24-01 Boring No. 6 Job No.: 544-1211 `. o Ci) U G4 DESCRIPTION ri1 �J¢ o c a) o os U REMARKS o _ - 5 != -i j -41/50-5" 1 Silty Sand: Brown, fine to coarse grained, slightly clayey SM 122 3.0 --- 28% passing #200 r 10 1 125/28/36 Silty Sand: Brown, fine to coarse grained, clayey SM --- 0.5 --- 26% passing #200 15 _ 1 i I 50/50-4" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 129 4.5 --- 27 /o passing #200 20 25 i 125/28/28 .43/50-5" Silty Sand: Brown, very silty, fine to coarse grained, clayey SM 112 2.5 5.0 --- 36% o passing #200 40% passing #200 30 12/15/21 Clayey Sand: Reddish brown, fine SC 7.0 --- 45% passing #200 35 40 1 7114/18/25 30/30/40 to coarse grained, silty " " 129 --- 8.0 8.1 --- --- 49% passing #200 33% passing #200 45 25/30/33 Silty Sand: Brown fine to coarse grained SM 118 5.2 --- 20% passing #200 Recovered Sample Total Depth = 46.5' No Bedrock 50 I I Standard Penetration No Groundwater 55 Sample Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-24-01 Boring No. 10 Job No.: 544-1211 o Pt.--, o c) 0 a; DESCRIPTION U) q � J¢ 4 o 0 c 0 gli o o U REMARKS o - - Silty Sand: Brown, fine to coarse grained SM 5 X - 21/22/30 0.5 --- 13% passing #200 1031/50-5" �� �� -- 0.5 13% passing #200 Total Depth = 11.5' XDisturbed Sample No Bedrock No Groundwater ' , Standard Penetration 15 Sample 20 25 30 35 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types: the transitions may be gradual. BORING AND TRENCH LOGS BY URS CORPORATION (2002) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Key to Log of Boring Sheet 1 of 1 `o m t me ma, wa) a0 SAMPLES I Graphic Log I MATERIAL DESCRIPTION Water Content, °! Dry Unit Weight, pct REMARKS AND OTHER TESTS Type Number Sampling Resistance Report GEO_10_5MA KEY; FYe: DIKE4OOA.GPJ: 11912003 keybar 21� 4 n i COLUMN DESCRIPTIONS r--17 Elevation: EVevation in feet referenced to mean sea level (MSL) or site datum. Depth: Depth in feet below the ground surface 2 I 55mple Type: Type of soil sample collected at depth interval shown; sampler symbols are explained below. 4 Samplg Number Sample identification number. "NR" indicates no sample recovery Sampling Resistance; Number of blows to advance driven sampler 12 inches beyond first 6 -inch (seating) interval, or distance noted, using a 140 -Ib hammer with a 30 -inch drop 6 Graphic Lop: Graphic depiction of subsurface matenal encountered; typical symbols are explained below. 7 Material Description: Description of material encountered: may include relative density/consistency, moisture, color, particle size; texture, weathering, and strength of formation material. 5 TYPICAL MATERIAL GRAPHIC SYMBOLS eeililte Poorly graded SAND (SP) Well -graded SAND (SW) SAND with SILT (SP -SM) L git SILT (ML) SILTY CLAY (CL -ML) SILTY SAND {SM) TYPICAL SAMPLER GRAPHIC SYMBOLS 1 Modified California (2.5 -inch OD) Standard Penetration Test (SPT) split spoon Bulk sample 0 I California (3 -inch OD) Shelby Tube Grab sample 9 1.23jI Water Content: Water content of soil sample measured in laboratory, expressed as percentage of dry weight of specimen. I Dry Unit Weight: Dry weight per unit votume of soil sample measured in iaooratory, expressed in pounds per cubic foot (pcf). Remarks and Other Tests Comments and observations regarding drilling or sampling made oy driller or field personnel. Other field and laboratory test results, using the following abbreviations: 10' COMP LL ElSA SE WA Compaction test by modified effort Liquid Limit from Atterberg Limits test Non -plastic result for Atterberg Limits test Plasticity Index from Atterberg Limits test Sieve analysis, percent passing #200 sieve Sand equivalent lest average sand equivalent Wash sieve, percent passing #200 sieve Lean CLAY (CL) Fat CLAY (CH) CLAYEY SAND (SC) s * •li GRAVEL (GPIGW) FOITS:';i SILTY GRAVEL (GM) very reel. CLAYEY GRAVEL (GC) OTHER GRAPHIC SYMBOLS E First water encountered at time of drilling and sampling (ATD) 1 Static water level measured in borehole at specified time after drilling Change in material properties within a lithologic stratum --- Inferred contact between soil strata or gradational lithologic change GENERAL NOTES 1. Elevations for borings are estimated from topographic maps provided by The Keith Companies. 2. Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, actual lithologic changes may be gradual. Field aescriptions may have been modified to reflect results of lab tests. 3, Descriptions on these logs apply only al the specific boring locations and at the lime the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. URS Figure A-1 Bottom of boring at 26.5 feet - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number. 29864604.00001 Log of Boring B-1 Sheet 1 of 1 Date(a) 11/18/02 Drilled Logged By V. Gllslc Checked By B. Gookin Dulling FipllowSlem Auger Method Drill Bit 8 inch -0D auger bit Size/Type Total Depth 26.5 feet of Borehole Dull Rig Mobile 8 61 Type Drilling Gal Pac Drilling Contractor Approximate 20 feet MSL Surface Eievabon Groundwater Not encountered Levelts) Sampling Modified Caiffomia, SPT Method(s) Hammer 140 lbs, 304nch drop Data Borehole Drill cuttings Backfill Location Refer to site plan O >— � y m —20 0 —15 SAMPLES 5) E - Z —10 10-1 -5 151 • • cc —0 201 —,5 251 -10 30 1 2 3 4 5 6 16 26 44 56 36 -J 0 L 0. C.D MATERIAL DESCRIPTION { ., r 1 I 1 pi 3 Medium dense, damp, gray, poorly graded SAND with GRAVEL (SP}, trace silt, near -surface cobbles and boulders up to 12 incnes - Dense, damp to moist, gray, poorly graded SAND with SILT and GRAVEL (SP -SM) _ --Becomes dry to damp; decrease in silt content --q-Becomes medium dense 1 URS 1.5 1.B REMARKS AND OTHER TESTS SA: 4.9%.#200 SE=79 WA: 10%<#200 Gravel up to 1 inch in sample. Figure A-2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-2 Sheet 1 of Date(s) 11118/02 Logged By V. Glisic1 Drilled Checked By B. Gookin Drilling Hollow -Stem Auger Method Drill Bit 8 -Inch -OD auger bit SizerType Total Depth 26.5 fast of Borehole Drill Rig Mobile B-61 TypeContractor Drilling Cal Pan Drilling Approwmate 36 feet MSL Surface Elevation Groundwater Not encountered Levels}Merlotti Sampling Modified Califnmla, SPT, bulk s) Ha r"mer 140 lbs, 30 -Inch drop Data Boret,de Drill cuttings Backfill Location Refer to site plan N O SAMPLES Graphic Log 3 D i:i 73 D r- 0 0 m to 0 -a 0 z a ;, @8 U 5 t, �D.) 0 REMARKS AND OTHER TESTS o-5.....MATERIAL a) w 'LCD OCD 0 1 Type Number ;Sampling Resistance, blows 1 toot Dense, dry, gray, poorly graded SAND (SP), few gravel, trace sill —35 SK -1 0.4 SA: 4.3%<#200 .•.....:c': . COMP 1 34 •:: 0.4 5 —30 2 NR] 28 Medium dense. dry, gray, poorly graded SAND with SILT (SP -SM) No sampe recovery, 3 39 y:4 ` ; dense 0.6 WA: 6.7%c#200 'AU .:.:.,i1:4( i.—Becomes 10-.:::‘• —25 %F Poor recovery. may, • , Dense. dry, gray. well -graded SAND with SILT (SW -SM), few gravel 15 —20 5 32 i. .Yh 20 4k ' Becomes medium dense —15 6 23 ::yK 1. 25—/il:1s—Becomes dense — 10 7 50 = ri - - Bottom of bonne at 26.5 feet _ i. 30 Figura A-3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-3 Sheet 1 of 1 Date(s) 11/18/02 Drilled Logged By V. Gilslc Checked By B. Gookin Drilling Hollow -Stem Auger Method brill Bit B -Inch -OD auger bit Size/Type Total rehole 26.5 feet Drill Rig Mobile B-61 Type , Approximate 20 feet MSL Drilling Cal Pac Drilling Contractor 1 Surface Elevation Groundwater Not encountered Level(s) Sampiing Modified California, SPT, bulk 1 Hammer 140 lbs, 30 -inch drop Methods) Data Borehole Drill cuttings Backfill Location Refer to site plan 0 0 61 d mw p v —20 0 — 15 8 a O U a SAMPLES w t— m a e z — 10 10 �S 15 —0 20 7 --5 25 --10 30 SK -1 2 3 4 (NR) 6 INR) 7 19 50/5" 0 -J v L a tto MATERIAL DESCRIPTION 62 {{ It �rV meaium aense, ory, gray, wen -grades Jams wnn vrwv eL tavv), mace sat Medium dense, dry, gray, well -graded SAND with SILT and GRAVEL (SW -SM) ---Becomes dense Becomes very dense Bottom of bonng at 26.5 feet 't) Z. � rn 0.6 0.5 0.6 REMARKS AND OTHER TESTS SA: 4.5%0#200 WA: 8.7%4#200 Gravel up to t Inch an sample. Hammer bouncing on gravel, no recovery. No sample recovery. Figure A4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-4 Sheet 1 of 1 Dates) 11/18/02 Drilled Logged By V. Glisic Checked By B. Gookin DriIM le Hollothodw-Stem Auger Size/Type8-inch-OD auger bit ToDe of$ eha 27.5 feet Drill Rig Mobile B 61 Type Drilling Cal Pao Drilling Contractor Approximate 4 feet MSL Surface Elevation Groundwater Not encountered Leveifs) Sampling Modified California, SPT, bulk Hammer 140 lbs, 30 -Inch drop Method(s) Data Borehole Drill cuttings Backfill Location Refer to site plan 0 c� 0 U W ur 0 -10 --15 -20 --25 0 0 J U LE 0. e C'3 MATERIAL DESCRIPTION 10 30 4 6 [NR] 37 36 47 Medium dense. dry, gray. well-graaed SAND with SILT (SWSM), few gravel Becomes dense Medium dense, dry, gray, poorly graded SAND with SILT (SP -SM) Vary dense. dry, gray, SILTY SAND (SM) Becomes cense f—Trace gravel 0.7 0.5 0.8 Bottom of bonng at 27.5 feet REMARKS AND OTHER TESTS SA: 6.4%<#200 No sample recovery. Figure A-5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number. 29864604.00001 Log of Boring B-5 Sheet 1 of 1 Date(s) 11118/02 Dnued Logged By V, Glisic l Checked By B. Gookin Dniung Hollow -Stem Auger Method Drill Bit Size/Type 8 -inch -OD auger bit Total Depth 1 of Borehole 26.5 feet Drill Rig Mobile B-61 Type Drilling Contractor Cal Pac Drilling Appmxrmete Surface Eevaton 14 feet MSL Groundwvater Not encountered Level{s} Sampling Methods) Modified California, SPT, bulk Hammer 140 tbs, 30 -inch drop Data Sorel Drill cuttings Backfill Location Refer to site plan a, 0U ct R m C9 MATERIAL DESCRIPTION 0 LL 0 --10 —.15 25 30 6 7 To `g Medium dense. dry, gray. we1V-graded SAND with GRAVEL (SW), trace silt Medium dense. dry, gray. well -graded SAND wth SILT and GRAVEL (SW -SM) — r -Becomes very dense — *—Becomes dense Dense, ory, gray, SILTY SAND (SM) ^rBeeomes medium dense 0.4 0-3 0.5 Bottom of boring at 26.5 feet REMARKS AND OTHER TESTS SA: 4.6%0200 auger gnndng on a lock. WA: 6.394200 No sample recovery. Figure A-6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 § --15 5• 2 20 9' LU0 •0 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring 13-6 Sheet 1 of 1 Date(s) 11/18/02 Logged By Drilled V. Glisic Checked By B. Gookin Drilling Hollow -Stem Auger Method Drili Bit SaefType 8-i rich -OD auger bit Total Depth 26.5 feet of Borenole Drill Rig Mobile B-61 Type Drilling Contractor Cal Pac Drilling Approximate 6 feet MSL Surface Elevalion Groundwater Not encountered' SamPlIng Level(s) I Metnodis) Modified California, SPT, bulk Hammer Data 140 lbs, 30 -inch drop Borenole Backfill Drill cuttings Location Refer to site plan SAMPLES -5 -0 --5 E z 101 6_ 10 SK -1 1 2 --10 4 20 1 30 - 5 6 21 40 28 40 62 43 MATERIAL DESCRIPTION Medium aense, ory, gray, wea-graceo aANu wan ILi.vv-;v1), truce gravel - --Becomes dense - s—Becomes medium dense - s--Becomes dense Very dense, dry, gray, SILTY SAND (SM) --Becomes dense cc 3 cp 0.5 0.5 Bottom of bonng at 26.5 feet U'RS REMARKS AND OTHER TESTS SA 10%<#200 SE=75 WA 29%#200 Figure A-7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-7 Sheet 1 of 1 Dates) 11!19102 Drilled Logged By V. Gllsic Checked By 3. Gookin DrilMethod Hollow -Stem Auger Drill type 8 -inch -0D auger bit Total f Borehole 26.5 feet Drill Rig Mobile 3-61 Type DrillFng Cal Pac Drilling Contractor Approximat9 12 feet MSL Surface Elevation Groundwater Not encountered Level(s) Sampling Modified California, SPT. bulk Methodic) 4ammer 140 Lbs, 30 -inch drop Data Borehole Drill cuttings Location Refer to site pian ccUD = m� 75,7A in Eris' CO CD 0 �+ t/) � t7 0 0 U 0. 10 w 0 -10 25 30 42 MATERIAL DESCRIPTION Medium dense, dry, grey, poorly graded SAND (SP), levy gravel, trace slit --s—Becomes dense Dense, dry, gray, SILTY SAND (SM) Is lie c 3u 0.4 12 0.B Bottom of bonng at 26.5 feet REMARKS AND OTHER TESTS SA: 3.5%<#200 oorrecovery WA: 31%<-4200 Figure AS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-8 Sheet 1 of 1 Date(s) 11!19/02 Drilled Logged By V. Gllsic Checked By B. Gookin Drilling Hollow -Stem Auger Method g Drill Bd $ B.Inch-OD auger bit SlzefType Total Depth 28.0 feet of BorehoVe Drill Rig Mobile B-61 Type Drilling Pac Drilling Contractor Approximate Approximate 66 feet MSL Surface Elevation Groundwater Not encountered Level(s) Sarnr)tdlsl Modified California. SPT '®r 140 lbs, 30 -Inch drop HarmData 8°rei" Drill cuttings Backfill Location Refer to site plan O CO vCD LI —65 0 a 1 LJ 0 0 -45 -40 ID 0 C1 C° 0 SAMPLES CD t 1- Z 10 15 20 25 30 3 Ern o un C.0 6 [NRI 27 42 28 32 0 -J 0 L a • MATERIAL DESCRIPTION Medium dense, dry, gray, SILTY SAND (SM). few gravel Dense, dry, gray, well -graded SAND with SILT and GRAVEL (SW -SM) yr -Becomes medium dense Becomes dense Bottom of awing at 28.0 lee? 0.9 0.1 REMARKS AND OTHER TESTS 2 -inch rock fragment n sampler shoe. Gravel up to 1/2 inch in sample. SA: 7.9%.#200 No sample recovery. Wk 9.8%0200 Figure A-9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-9 Sheet 1 of 1 Dale(s) 11/19/02 Drilled Logged By V. Gllsic Checked By B. Gookln Dolling Hollow -Stem Auger Method Drill Bit B -inch -0D auger bit Sizerype of taBorehhole 28.0 feet Drill Rig Mobile B 61 Type Drilling Cal Pac Drilling Contractor Approximate 85 feet MSL Surface Elevation Groundwater Not encountered Level{s)Data Samhpodis) Modified Cailfomia, SPT Hammer 140 lbs, 30 -inch drop Barehole Drill cuttings Backfill Location Refer to site plan SAMPLES 7 m 61 m CD di C1a3 Z -85 0 a E X75 10 -7D 15 of 0 — 65 20 — 60 25 —55 30 2 [NR] 3 4 5 [NRS 6 7 9 23 14 20 21 26 37 46 :.9 MATERIAL DESCRIPTION Medium dense, dry. gray, poorly graded SAND with SILT and GRAVEL (SP -SM) 41 0 O 0.5 Medium dense, dry, gray, SILTY SAND (SM) 1-0 f—Becomes dense Becomes medium dense 1 0.9 Dense, dry, gray, poorly graded SAND with SILT ;SP -SM) f-Becames medium dense � 7 Bottom of oaring a: 28.0 feet REMARKS AND OTHER TESTS WA: 5.8%<#200 No sample recovery. WA 12%•#200 SE=69 No sample recovery WA 7.0%c#200 Figure A-10 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-10 Sheet 1 of 1 Daes± 11/19/02 Drilled Logged By V. Gtisic I Checked By B. Cookin Dniling HailowStem Auger Method Drill Bti Size/Type g,inch-OD auger bit Tota!Depth of BorehDede 28 .0 feet Drili Rig Type Mobile B-61 Drilling Contractor Cal Pac Drilling Approximate Surface Eletialion 50 feet MSL Groundwater Not encountered Level(s) Sampiing Method(s) Modified California, SPT. bulk ' F•iammer 140 lbs, 30 -inch drop i Data Borenoie DHII Cuttings Bac41I Location Refer to site plan MATERIAL DESCRIPTION Medium dense, dry, gray, well -graded SAND with SILT and GRAVLL (SW -SM) – -Becomes dense — Becomes very dense f -Becomes dense; increase in gravel content, ciasts up to 1 Inch 1 Bottom of poring at 28.0 feet REMARKS AND OTHER TESTS SA: 6.4%<#200 Auger grinding on a rock. No sample recovery. No sample recover. No sample recovery Wk 9.3%#`200 No sample recovery. Figure A-11 SA: 4.6%<#200 Auger gnnding on a 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-11 Sheet 1 of 1 Data(s) 11119102 Drilled Logged By V. Glislc Checked By B. Gookin Drilling Hollow -Stem Auger Method Drill Bit B -Inch -OD auger bit Size/Type Total de 28.0 feet Drill Rig Mobile 3-61 Type Contractor Cal Cei Pec Drilling Approximate 8 feet MSL Surface Elevation Groundwater Not encountered Level(s) Sampling Modified California, SPT, bulk Method(s) Hammer 140 lbs, 30 -inch drop Data ata Borehole Drill cuttings Backfill Location Refer to site plan u 0 - -10 - -15 --20 SAMPLES v z 10 15 20 30 SK -1 1 2 [NRI 4 6 7 8 U 0 MATERIAL DESCRIPTION 28 27 42 40 40 B 3U Medium dense, dry, gray, poorly graded SAND {SP), few gravel, trace silt Dense, dry, gray, poorly graded SAND with SILT (SP.SM) a DSS 0.8 0.7 0"7 0.5 Bottom of bonng at 28.0 feet REMARKS AND OTHER TESTS No sample recovery WA 11%<#200 Figure A-12 Bottom of bonng at 25.5 feet - 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-12 Sheet 1 of 1 Datels) 11!19102 DN4ed Logged By V. Glisic Checked By B. Gookin Drilling Hollow -Stern Auger Methal Drill Bit B -Inch -OD auger bit Size/Type offBorehole th x6.5 feet Drill Rig Mobile B$1 Type Drilling Cal Pac Drilling Contractor Approximate 13 feet MSL Surface Elevation Grourtiawater Not encountered Level(sl Sampling SPT bulk 1 Memodts) Dartuner 140 Itis, 30 -inch drop Data Borehole Drill cuttings Location Refer to site plan Backfill SAMPLES O co. -- co m Gl su� ow a E Z —10 —5 —0 --5 0 10 15 1 1 1 1 1 SK -1 1 2 3 4 6 6-5 cn 75 32 27 41 MATERIAL DESCRIPTION • Medium sense, dry, gray, well -graded SAND (SW), Iew gravel, trace slit -f—Becomes dense ---Becomes medium dense Dense, dry, gray. SILTY SAND (SM) —f—Becomes medium dense ----Becomes dense URS 0.5 0.5 0.4 1.0 REMARKS AND OTHER TESTS SA. 3.8%4E200 SE69 WA: 18%x44200 Figure A-13 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29664604.00001 Key to Log of Test Pit Elevation feel Depth, feel Sample Type Sample Number 0) a f2 C7 MATERIAL DESCRIPTION n m Kf C U REMARKS AND OTHER TESTS o n' 4 i 5 1 COLUMN DESCRIPTIONS L'J 2 lfl 5 Elevation: Elevation in feet referenced to mean sea level (MSL). Depth: Depth in feet below the ground surface. Sample Type: Type of soil sample collected at depth interval shown, sampler symbols are explained below. Sample Number: Sample identification number, Graphic Loa: Graphic depiction of subsurface matenal encountered: typical symbols are explained below. TYPICAL MATERIAL GRAPHIC SYMBOLS Poorly graded SAND (SP) Well -graded SAND (SW) SAND with SILT (SP -SM) SILT (ML) Elastic SILT (MH) SILTY SAND (SM) TYPICAL SAMPLER GRAPHIC SYMBOLS Bulk sample Grab sample GENERAL NOTES 1. Elevations for test pits are estimated from topographic maps provided by The Keith Companies. 2. Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive; actual lithologic changes may be gradual. Feld descriptions may have been modified to reflect results of lab tests. 3 Descriptions on these logs apply only at the specific test pit locations and at the time the pits were excavated. They are not warranted to be representative of subsurface conditions at other locations or times, T IaJ Material Description: Description of material encountered; may include color, moisture, grain size, and density/consistency. Water Content: Water content of soil sample measured in laboratory. expressed as percentage of dry weight of the designated specimen. Remarks and Other Tests: Comments and observations regarding excavation or sampling made by driller or field personne Field and laboratory test results (other than water content), using abbreviations explained below, VV. Lean CLAY (CO Fat CLAY (CH) CLAYEY SAND (SC) OTHER GRAPHIC SYMBOLS lift 1•r W.* ere GRAVEL (GP/GW) SILTY GRAVEL (GM) CLAYEY GRAVEL (GC) j[ First water encountered at time of drilling and sampling (ATD) ,r Minor change in material properties within a Ilthoiogic stratum — — — Inferred contact between soil strata or gradational lithologic change TYPICAL LABORATORY TEST ABBREVIATIONS COMP LL NP PI SA WA URS Compaction test by modified effort Liquid Limit from Atterberg Limits test Non -plastic result for Atterberg Limits test Plasticity Index from Attetherg Limits test Sieve analysis, percent passing #200 sieve Wash sieve. percent passing #200 sieve Figure B-1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29864604.00001 Log of Test Pit TP -1 Dates) Excavated 11/18102 Logged By V. Glisic Reviewed By B. Gookin Length of10 Excavation feet Width of ExcavationExcavation 4 feet' of 15.0 feet Excavation Equipment John Deere 410 Backhoe Excavation Contractor Demo Unlimited Approximate Surface Elevation B feet MSL Water errations Not observed during excavation pit T date Not recorded Comments Refer to site plan for excavation location 0 O 1.6 o 3 o tTi ❑ MATERIAL DESCRIPTION 0 -2 10 11 --6 12 13 -8 14 15 uamp, gray, poony graoea arvNu witn alt i tar-amr, -i a io gravel up to 1-1/2 Inches _D Cobble layer. cobbles up to 10 inches Damp, gray, poorly graded SAND with SILT and GRAVEL (SP -SM), - -30% gravel up to 3 inches -� Boulder up to 2 feet - f—Decrease in coarse gravel content, trace cobbles up to 10 inches Damp, gray, poorly graded SAND with SILT (SP -SM), few gravel up to 1f2 inch. trace gravel up to 3 inches - Trace gravel up to 1/2 inch, no coarse gravel or cobbles PB -3 Damp, gray, SILT with SAND (ML) SK -2 ---10 16- 6- 17- 17- 1,7, —.12 m--12 18- 19- --14 8- 19---14 20 c mg u Damp, gray, well -graded SAND with SILT (SW -SM), -10% gravel up to 1 inch REMARKS AND OTHER TEsrs 0.8 2.8 0.9 Bdtom of excavation at 15.0 feet SAS 6.3%Q#200 Easier excavating LL=32, PI=2 WA'. 71%0200 SA: 10%<#200 Figure B-2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29854604.00001 Log of Test Pit TP -2 Dates) Excavated 11/21/02 I Logged By V. Glisic Reviewed By B. Gookln Length of Excavaton 10 feet Wtdm of 1 Excavation 4 feet Depth of Excavation 15.0 feet ExcavationExcavation Equipment John Deere 410 Backhoe I Convador Demo Unlimited Approxate rcnSurface Elevation 23 feet MSL Water Observatxans Not observed during excavationNott Ate recorded Comments Refer to site plan for excavation location 0 o —22 —29 —18 0 O J a MATERIAL DESCRIPTION SK -1 6- -16 7- 8- 9- 10 —12 11 —14 12 Q 14 Damp, gray, well -graded SAND with SILT (SW -SM). few gravel up to 314 inch Cobble layer, cobbles up to 7 inches Boulder up 10 2 feet Boulder up to 2 feet 0- g g Damp, gray, well -graded SAND with SILT and GRAVEL (SW -SM), -15% gravel up to 1/2 inch, few cobbles up to 10 inches - - Increase in cobble content, cobbles up to 5 inches. occasional boulder up to - 2 feet —10 13 8 14 o-8 15 0 1$ m —6 17 18 0 0 4 20 Damp, gray, welt -graded SAND with GRAVEL {SW) -20% gravel up to - 1-1/2 inches, few cobbles up to 5 inches. trace silt REMARKS AND OTHER TESTS 0.7 0.8 Bottom of excavation at 15.0 feet SA: 6.9%#200 COMP SA: 4.6%44200 Figure B-3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Test Pit TP -3 Date(s) Excavated 111211D2 Logged By V. GIisic Reviewed By B. Gookin Length of Ex 10 feet Width of Exoavation 4 feet Depth of Excavation 14.D feet Frravn Equipment John Deere 410 Backhoe ExcavationDemo Unlimited Contractor Approximate Surface Elevation 47 feet MSL waterximate Observatons Not observed during excavation P11 Trend Not recorded Comments Refer to site plan for excavation location -44 -42 ro m 0 m a ✓ m m y a afl E E E co ctZ 6- _40 7- 8- - 38 0- -36 11 12 e - 34 13 14 07. -32 15- 4 Y 16- 1 -30 17- a - N 18- Di of -28 19- u V - 20 SK -1 SK -2 i MATERIAL DESCRIPTION Damp, gray, poorly graded SAND (SP), -10% gravel up to 1 inch. tew coobles up to 5 inches, trace silt - - Slight increase in cobble content Damp, brownish gray, well -graded SAND with SILT and GRAVEL (SW -SM), - -15% gravel up to 3 inches Damp. brownssh gray, well -graded SAND with SILT (SW -SM), -10% gravel up • to 1 inch h REMARKS AND OTHER TESTS 0.5 1.2 Bottom of excavation at 14.0 feet URS SA: 2.B%<4200 COMP SA: 7.3%<#200 Figure &4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29864604.00001 Log of Test Pit TP -4 Date(s) Excavated 11121102 Logged By V. Glisic ` Reviewed By B. Gookin Length of Excavation 10 feet Width of Excavation 4 feet Depth of Excavation 14.0 feet ExcavationExcavationApproximate Equipment John Deere 4f0 backhoe Contractor Demo Unlimited Surface Elevation 64. feet MSI. Water Obsenration5 Not observed during excavation PApproximateteNot recorded Comments Refer to slte plan for excavation location 0 a> • a) 64 -60 a 0 u x 0 S • am 0 m m - a)6 E E E U) fOS 6- 7- - 56 8- 9- -54 10 11 - 52 12 13 14 15- --48 16- 17- -46 18- 19- - 44 20— SK -1 SK -2 0 MATERIAL DESCRIPTION aCCe t m 3U Dry to damp, brownisn gray. poony graces a tar), -' u-ro gravel up to 1 inch, few cobbles up to 5 inches, roots to 6 -foot depth - Boulders up to 3 feet (-10%). cobbles up to 8 inches (-10%), gravel up to 1 inch (-15-20%) - ,--Occasional boulders up to 1-112 feet r� .Dry to damp, brownish gray. poorly oraded SAND with GRAVEL (SP), * 40 t r -35% gravel up to 2 inches, few cobbles up to 12 inches, no boulders 'aw� • r 5-~ 4\ • 0.r • REMARKS AND OTHER TESTS 0.4 Bottom of excavation at 14.0 feet Sk 3.1%<#200 Figure B-5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Test Pit TP -5 Date(s) Excavated 11121/02 Logged By V. Glisic Reviewed By B. Gookin Length of Excavation 10 feet 1 WWdth of I Excavation 4 feet Depth of Excavation 15.0 feet Excavation Equipment John Deere 410 Backhoe Excavation Contractor Demo Unlimited Approximate Surface Elevation 35 feet MSL Water Observations Not observed during excavation P prnx�mdate Not recorded Comments Refer to site plan for excavation location 2- -32 3-- 4- -30 - 28 -- 26 Sample Type 12- -22 tum as E fn Z SK -1 0 0 0 0 {.7 MATERIAL DESCRIPTION Dry 10 damp, ray, poorly graded SAND with GRAVEL (SP), -20% gravel up to : ,- 2 inches, -15% cobbles up to 6 inches, few cobbles up to 10 inches :ter Cobble layer. cobbles up to 10 inches Cobble layer, cobbles up to 8 inches Decrease in gravel content (-15% up to 1-1/2 inches), decrease in cobble kr' content and size (-10% up to 5 inches) • 13- •' -� Increase in cobble content and size (-20% up to 6 inches. occasionally up Ir."` to 12 inches) 14- -20 15 0 U Y 16- th -18 17- 1 20 m 0 U REMARKS AND OTHER TESTS 0.7 Bottom of excavation at 15.0 feet URS SA: 4.1 %#200 Figure B'i F 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Test Pit TP -6 Date(s) Excavated 11121/02 Logged By V. GIIsIa Reviewed By 6. Gookin Length of Excavation 10 feet Width of Excavabon 4 feet l Depth of I Excavation 13.0 feet Excavation Equipment John Deere 410 Backhoe Excavation Contractor Demo Unlimited Approximate Surtaoe Elevation 18 feet MSL Water Observations Not observed during excavation App oX1e Not recorded Comments Refer to site plan for excavation location >R a m ani ua) par - 18 0 -18 - 14 - 12 a i• - m as B. E E E cn inz 0 a MATERIAL DESCRIPTION SK -1 H a 2 w 9- 10 11- PB -2 -6 12- 18- Dry to damp, light brownish gray, poorly graded SAND with SILT and GRAVEL (SP -SM), -15% gravel up to 1-1/2 inches, -30% cobbles up to 7 inches, occasional boulders up to 1-1/2 feet Cobble layer. most up to 8 inches, few up to 12 inches Sea shell fragments Increase in gravel content (-30% up to 1f2 inch), decrease in cobble content and size (-15% up to 5 inches) REMARKS AND OTHER TESTS 0.8 Bottom of excavation at 13.0 feet SA: 5.4%<#200 COMP Figure B-7 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29864604.00001 Log of Test Pit TP -7 Date(s) Excavated 11;21102 I Logged By V. Glisic Reviewed By B. Gookin Lengtn of Excavation 10 feet Wdth of Excavation 4 feet Depth of Excavation 1J•5 feet Excavation Equipment John Deere 410 Backhoe Excavation Contractor ApproximateUnlimited Approximate10 feet MSL Surface Elevation Water Observations Not observed during excavation Approximate date Not recorded Comments Refer to site plan for excavation location 0 RS L m r, nal ID -10 0 -8 -6 Sarnple Type as E LO 0 0 J 0 CL fb (3 MATERIAL DESCRIPTION SK -1 a 6- 7- 2 8- 9- -0 10- -4 44- 18- --10 20 r. ,: ury to aamp, gray w yenowisn orown, poony graueu arnv car), -10°16 gravel up to 1-112 inches. few cobbles up to 8 inches, roots to 5 -foot depth Cobble layer. -10% cobbles up to 6 inches Cobble layer, cobbles up to 5 inches, occasional boulders f- Becomes gray --t- Increase in cobble content (-20% up to 8 inches). few boulders up to _ 2 feet _472 Cobble Layer, cobbles up to 10 inches, boulders up to 1-112 feet J REMARKS AND OTHER TESTS 0/ Bottom of excavation at 13.5 feel SA 4.5%.4200 Figure B-8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29864604.04001 Log of Test Pit TP -8 Date(s) Excavatec 11/21/02 Logged By V. Glisic Reviewed By B. Gookin Length of Excavation 10 feet Width of Excavation 4 Leet Depth of Excavation 11.0 feet Excavation Equipment John Deere 410 Backhoe F�ccavalion Contractor Demo Unlimited Approximate Surface Elevation 16 feet MSL Water Observations Not observed during excavation P p o tlate Not recorded Comments Refer to site plan for excavation location 0 m ▪ `m W.� -16 0 —14 —12 —10 0 E. 1- W 0 0 - s 10 11 SK -1 :4 MATERIAL DESCRIPTION Dry to damp, light brownish gray, poorty graded SAND with GRAVEL {SP), .;:.Z -20% gravel up to 1-1/2 inches, -10% cobbles up to 6 inches, trace silt w� Cobble layer. cobbles up to 10 inches — 4 12- 13- --2 16- 19- 20 —4 Cobble layer. cobbles up to 7 inches Decrease in gravel content and size (up to 1 inch) Bottom of excavation at 11 feet 0.8 REMARKS AND OTHER TESTS Sk 3.3%.#200 Figure B4 LOGS BY SLADDEN (2005a) 176 -Lot Green Property uarry Ranch Road & Jefferson Street Date: 12/3/2004 Boring No. 8 Job Number: 544-4769 y a �? w 3 o 4 a Q U Description cn 5 a Remarks 0 _ Native Soil 5 T 13/17/23 Sand: Fine to Coarse Grained and ll&" to 114" Gravel with Rock Fragments SP I 6 Brown in color 10 :: ' `: 15/20/29 Sand: Fine to Coarse Grained and 118" to 1/4" Gravel with Rock Fragments Si 3 5 Bmwn in color _ Refusal c® --14 Feet i5 I California Split -spoon Sample Total Depth =-14' Bedrock not encountered 20 }< Unrecovered Sample Groundwater not encountered Standard Penetration Test Sample 25 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 30 35 40 4s Siadden Engineering 176 -Lot Green Property SWCQuarry Ranch Road & Jefferson Street Date: 12/3/2004 Boring No. 9 Job Number: 544-4769 . 2 U q a 0 ry 3t 0 A u p Description rn _ o Remarks p Native Soil 5 17/25/33 Sand: Fine to Coarse Grained and 118" to 114" Grave! with Rock Fragments SP 1 7 Brown in color 10 "— 17/24/32 Sand: Fine to Coarse Grained and 118" to 114" Gravel SP 1 6 Brown in color - <s€ with Rock Fragments 15 _T 28/28/35 Sand: Fine to Coarse Grained and 118" to 114" Gravel with Rock Fragments SP f 5 Brown in color California Split -spoon Sample Total Depth = --l5.5` 11.11 Bedrock not encountered 20 }c Unrecovered Sample Groundwater not encountered - —11-` Standard Penetration Test Sample 3 25 _ Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 30 - I 35 40 45 50 5ladden Engineering 176 -Lot Green Property SWC Quarry Ranch Road & Jefferson Street Date: 12/3/2004 Boring No. 11 Job Number: 544-4769 Depth, ft Symbol Soil type Unit Wt, pcf Moisture, % o Q ry IL t4 0 y L d U E Description a Remarks 0 Native Sail 5 . 5/47/28 Sand: Fine to Coarse Grained and 118" to 114" Gravel with Rock Fragments S P 1 7 Brown in color 10 71— 13/17/19 Sand: Fine to Coarse Grained and 118" to 114" Gravel with Rock Fragments SP 0 6 Brown in color 15 —r 50-5" Sand: Fine to Coarse Grained and 1/8" to 1/4" Gravel1' with Rock Fragments 1 [ 0 Brown in color 18 ': 33/44/50 Sand: Fine to Coarse Grained and 118" to 114" Gravel SP 1 10 Brown in color - with Rock Fragments 20 ':'• 25 3[] _ California Split -spoon Sample Total Depth ---20' - Bedrock not encountered - < Unrecovered Sample Groundwater not encountered TStandard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. '15 50 _ I S sadden Engineering 176-Lot Green Property SWC Quarry Ranch Road & Jefferson Street Date: 12/3/2004 Baring No 12 Job Number: 544-4769 Depth, ft Symbol Soil type 0 4 o b m Description e. 3 c C N 7k c. o Remarks 0 - Native Sod 5 € € 7--- 16/23/37 Sand: Fine to Coarse Grained and 1/8" to 1/4" Gravel SP 1 8 - with Rock Fragments 10 `: 50-5" Sand: Fine to Coarse Grained and 1/8" to 114" Gravel with Rock Fragments SP 1 9 Refusal t( —11 Feet 15 20 - — California Split-spoon Sample Total Depth =—1.1' 25 Bedrock not encountered - . Unrecovered Sample Groundwater not encountered —r Standard Penetration Test Sample 30 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 35 40 45 50 SIadden Engineering BORING LOGS BY CONSTRUCTION TESTING & ENGINEERING, INC. (2007) I I S' CONSTRUCTION TESTING & ENGINEERING, INC. 11570 1081010 PAOXWAY, SUIIf A 1 RIVERSIDE, CA 92511 1 951.571.1001 1 FAX 951.511.1111 PROJECT: DRILLER: SHEET: of CTE JOB NO: DRILL METHOD: DRILLING DATE: LOGGED BY: SAMPLE METHOD: ELEVATION: Depth (Feet)— 1 rn .Ne s m g. oc y 3 '- o 6 m Dry Density (pct) Moisture (%) c nBORING U In IGraphic Log LEGEND Laboratory Tests DESCRIPTION, 5- 10- _ - 15- - 20- _ 25- Chunk 0 Block or Sample • Bulk Sample i 4 Standard Penetration Test Split Modified -Barrel Drive Sampler (Cal Sampler) Sample 1 Thin Walled Army Corp. of Engineers 4 ` Groundwater Table Soil Type Classification Change or ^SM" Formation Change [(Approximate boundaries (?)1 queried Quotes are placed around classifications where the soils exist in situ as bedrock FIGURE: 1 BL2 Boring B-1 CONSTRUCTION TESTING & ENGINEERING, INC. 14928 MERIOIAR PARKWAY, SUITE A I RIfERSIIIE. CA 92510 1951.511.4011 I FAA 951.0704100 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: I 'of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stern auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer . ELEVATION: basin floor j 0 a me u 0.j u9 a 0 8 — U a s BORING: B-1 LaboratoryH DESCRIPTION 13 SM :::: Silty SAND - dry, gray, fine, traces of gravel. GS (20.4% pass #200) HA 14 14 • 13 1 9 15 I 10 SP -SM :.:: ; Poorly -graded SAND with Silt - damp, light gray, medium to coarse, traces of gravel. GS (7.6% pass #200) HA 12 6 4 _ 8 ML 3 SP -SM 1 : : at 57" --""'lens of sift. Poorly -graded SAND write Sflt becomes moist, gray -brown, with occasional gravel _ 14 _ Boring terminated at 6 ft. below surface. 7.5- lo- B-1 Boring B-1 I S CONSTRUCTION TESTING & ENGINEERING, INC. 11559 MERIDIAN PARKWAY. SDISE A I RIYERS19f. CA 11511 1 951.511.1911 I FAX 151.511.1111 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer ELEVATION: basin floor Depth (Feet) n hso 7 co Driven Type Blows / 6 inch Dry Density (pct) Moisture (%) U.S.C.S. Symbol Graphic Log W li Q en 0 •- z Laboratory Tests , _. .3- 5— 7.5. 10- 2.� 2 2 .- 2 2 ... 2 5 4 7 4 5 — 8 I0 SP -SM ML SP -SM :`:; • :% ;: Poorly -graded SAND with Silt - dry, light gray, fine to medium, traces of gravel. SYLTwith1ittie Sand anaTay - moist,Tight gray I r - -r •Poorly-gradwith ed SAND Silt - damp, gray, medium to coarse, occasional gravel. GS (10.1%pass#200) GS (8.6% pass #200) GS (81.5% pass #200) HA Boring terminated at 6 ft. below surface. I B-2 Boring B-2 Boring B-3 CONSTRUCTION TESTING & ENGINEERING, INC. 94530 MERIDIAN PAOEWAY• SUITE A 1 RIVERSIDE. CA 97519 1951:511.4001 I FAI 951591.1100 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer ELEVATION: • basin floor L GI u n Y •m E- > ] .c .__ 3 oa U a .7' d p A o y O V) ti 6 BORING: B-3 g• Laboratory Tests DESCRIPTION 0 _ — — 2.5- — _ : - 5— _ 7.5, Io- 2., 7 7 —.1 " 5 6 8 10 8 13 12 18 .0 1, I ML SP -SM •Sw-sM ' t;� 1.'":1 Sandy SILT - dry to damp, light gray, traces of gravel. becomes moist at 2 ft. Poorly -graded SAND wrtli Silt and -Gravel - damp, light gray, fine. Well graded SAND with Silt and Gravel - damp, dark gray- brown. GS (54.1% pass #200) HA GS (64.0% pass #200) WA (5.0% pass #200) Boring terminated at 5 ft. below surface. B-3 Boring B-3 Boring B-4 '& CONSTRUCTION TESTING ENGINEERING, INC. 11558 MERIDIAN PARKWAY, SUI1F A I RIYERSIOF, 0A 97518 1 151.511.1081 I FAX 951.571.1198 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 1b/30" autohammer ELEVATION: basin floor 0 t�.i a A e a cn se GG = F.0 > 3 0] E a ',7i y n m EctDD �' V7 G J .J t7 BORING: B-4 2 Laboratory Tests DESCRIPTION 2. 5 7. le 3 4 4 ii1 3 U 6 7 13{ 6 4 sM ML 'SW -SM ,,� -ti •ti. • i:4 1:4 �'~- i 4 Silty Sand - •ry to damp, light gray, fine. at 24" becomes medium to coarse with less fines, trace gravel. at 30" - 3" lens of sill. an VPell-graTed gA'N6 witli it -t 7Uravel - damp, dark gray - brown. 1 GS (29.4% pass 4200) HA GS (]3.2% pass 4200) GS (8.7% pass 4200) Boring terminated at 5 ft. below surface. B-4 Boring B-4 Boring 8-5 CONSTRUCTION TESTING & ENGINEERING, INC. 14598 MERIDIAN PARKWAY, SUITE A 1 RIVERSIDE. CA 95518 1 951.511.40111 FAX 951.911.1198 PROJECT: CVWD Dike 4 Percolation Pond DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer ELEVATION: basin floor cz.ra a 11 u 0. . oC 1; > a LCA ; 00 d" O a o y c N U a Pa a C7 BORI NG; B-5 Laboratory Tests DESCRIPTION U 5 7. le 11 ri 5 5 8 8 10 12 7 9 14 10 SM SP -SM SW -SM .t{ • %E. 4 Silty SAND with Gravel - dry, Tight gray, fine. becomes damp, decrease in gravel 1 Poorly -graded SAND with Sflt - damp, gray, coarse, occasional gravel. Well graded SAND with Silt and Gravel - damp, dark gray- - brown. GS (29.4%pass #200) GS (28.4% pass #200) HA 1 GS (14.8% pass #200) Boring terminated at 5 ft. below surface. B-5 Boring 8-5 Boring B-6 I 5 , CONSTRUCTION TESTING & ENGINEERING, INC. I1508 MERIDIAN PARKWAY, SUITE A 1 AIYEPSIOE, CA 95511 1 951.511.4011 1 FAX 951.571,41A1 PROJECT: , CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 Ib/30" autohammer ELEVATION: basin floor Depth (Feet) Bulk Sample Driven Type Blows / 6 inch Dry Density (pct) e E H o U.S.C.S. Symbol Graphic Log rri O eci - rn Laboratory Tests _ — — — .5- — — _ 5— _ 7,55 lo- 2,4 2 3 ^ 4 4 ~ 5 6-1 6 8 — SM .SP-SM� SW -SM: •8 : z:: :2 : Very Silty SAND - damp, light gray, traces of gravel. : Poorly-graTedSX DwTO Str and•Uravel - damp, gray, medium to coarse. Wen -graded SAND with Sift and Gravel - damp, (Tali gray- brown. GS (41.5% pass #200) HA GS (6.1% pass #200) GS (4.6% pass #200) — Boring terminated at 5 ft. below surface. B-6 Boring B-6 Boring B-7 CONSTRUCTION TESTING & ENGINEERING, INC. 14539 MERIDIAN FARM!, SOME A I RIVERSIDE. CA 97510 1951.571.4011 I FAX 951.511.4100 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: • 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer ELEVATION: basin floor Ei ,5 a v n Y s t~ s 3 v .c d 6 yP. 16 N 4/5 v ° V E, BORING: B-7 Laboratory Tests DESCRIPTION _ — •I - _ 7.5. 10- 2 3 3 4 5 4 9 6 6 84 SM sw-SM. L�:4 ,,. z ti� ;:: l 4 Silty SAND - damp to damp, gray, fine, occasional gravel. at 36" - becomes dark gray and medium grain with traces of gravel. I Well-graded SAND with Silt and Gravel - damp, dark gray- brown. GS (19.3% pass #200) HA GS (25.6% pass #200) � GS (33.6% pass #200) Boring terminated at 6 ft. below surface. . B-7 Boring B-7 CONSTRUCTION TESTING & ENGINEERING, INC. 11528 Nf11DIAA PAAIWAY. SUI11 A 1 AIVIASIBE, CA 92511 1951.721,1011 I fAX 951.521.1;81 PROJECT: CVWD Dike 4 Percolation Ponds CTE JOB NO: 40-2251 LOGGED BY: R. Ellerbusch DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 SAMPLE METHOD: 140 Ib/30" autohammer ELEVATION: basin floor 03 O. Col f a _O m Dry Density (pc r N O O 1n U 1n a0 O U C7 BORING: B-8 DESCRIPTION Laboratory Tests 4 5 5 6 6 5 8 7 14 12 16 7.5. 10- SM SP -SM Silty SAND - dry, light gray, very fine, traces of gravel. becomes damp increase in gravel oorly-graded SAND with Silt - gray, damp, medium to coarse, occasional gravel Well -graded SAND wrtl-i Silt and -Gravel - damp, dark gray - brown. at 58" - 1" silt lens Boring terminated at 6 ft. below surface. GS (32.9% pass #200) EIA GS (24.0% pass #200) B-8 Boring B-8 BORINGS BY EARTH SYSTEMS SOUTHWEST (2007b) DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on ASTM Designations D 2487 and D 2488 (Unified Soil Classification System). Information on each boring log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The indicated boundaries between strata on the boring logs are approximate only and may be transitional. 2" SOIL GRAIN SIZE U.S. STANDARD SIEVE 4 10 40 200 BOULDERS COBBLES GRAVEL •COARSE SANG SILT - CLAY 1 FINE COARSE! MEDIUM j FINE 305 76.2 19.1 4.76 2.00 0.42 0.074 SOIL GRAIN SIZE IN MILLIMETERS 0.002 RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS, AND NON -PLASTIC SILTS) Very Loose Loose Medium Dense Dense Very Dense *N=0-4 N=5-10 N=11-30 N=31-50 N>50 RD=0-30 RD=30-50 RD=50-70 RD=70-90 RD=90-100 Easily push a 1/2 -inch reinforcing rod by hand Push a 1/2 -inch reinforcing rod by hand Easily drive a 1/2 -inch reinforcing rod with hammer Drive a 1/2 -inch reinforcing rod 1 foot with difficulty by a hammer Drive a 1/2 -inch reinforcing rod a few inches with hammer *N=Blows per foot in the Standard Penetration Test at 60% theoretical energy. For the 3 -inch diameter Modified California sampler, 140 -pound weight, multiply the blow count by 0.63 (about 2/3) to estimate N. If automatic hammer is used, multiply a factor of 1.3 to 1.5 to estimate N. RD=Relative Density (%). C=Undrained shear strength (cohesion). CONSISTENCY OF COHESIVE SOILS (CLAY OR CLAYEY SOILS) Very Soft Soft Medium Stiff Stiff Very Stiff Hard Moisture Condition: Moisture Content: Dry Density: *N=0-1 N=2-4 N=5-8 N=9-15 N=16-30 N>30 *C=0-250 psf C=250-500 psf C=500-1000 psf C=1000-2000 psf C=2000-4000 psf C>4000 Squeezes between fingers Easily molded by finger pressure Molded by strong finger pressure Dented by strong finger pressure Dented slightly by finger pressure Dented slightly by a pencil point or thumbnail MOISTURE DENSITY An observational term; dry, damp, moist, wet, saturated. The weight of water in a sample divided by the weight of dry soil in the soil sample expressed as a percentage. The pounds of dry soil In a cubic foot. MOISTURE CONDITION Dry Absence of moisture, dusty, dry to the touch Damp Slight indication of moisture Moist Color change with short period of air exposure (granular soil) Below optimum moisture content (cohesive soil) Wet High degree of saturation by visual and touch (granular soil) Above optimum moisture content (cohesive soil) Saturated Free surface water PLASTICITY DESCRIPTION FIELD TEST Nonplastic Low Medium High A 1/8 in. (3 -mm) thread cannot be rolled at any moisture content. The thread can barely be rolled. The thread Is easy to roll and not much time is required to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. GROUNDWATER LEVEL V Water Level (measured or after drilling) Water Level (during drilling) RELATIVE PROPORTIONS Trace minor amount (<5%) with/some significant amount modifier/andsufficient amount to influence material behavior (Typically >30%) 1 El 1 LOG KEY SYMBOLS Bulk, Bag or Grab Sample Standard Penetration Split Spoon Sampler (2" outside diameter) Modified California Sampler (3" outside diameter) No Recovery Terms and Symbols used on Boring Logs Earth Systems Southwest MAJOR DIVISIONS GRAPHIC SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS COARSE GRAINED SOILS More than 50% of material Is large[ than No. 200 sieve size GRAVEL AND GRAVELLY SOILS More Uian 50°h of coarse fraction retained on No. 4` CLEAN GRAVELS a 5% FINES •%:.:.• • • •'• !'• , ••�r . r ;e,r'• •"i•r'1••r:•,. GW Well -graded gravels, gravel -sand mixtures, little or no lines := r.•r. +• .-+,+•+•+• + r• +• +• + k, r•r• r.r. r.•r +•.+ .• + +• .,e... GP , Poorly -graded gravels, gravel -sand mixtures. Little or no fines GRAVELS WITH FINES > f2%, FINES W ; { t t} { "1:T.:: • { ; r::';' ::; .:1.1: • GM Silty gravels, gravel -sand -slit mixtures 4'44444 , -44 -* ,� 4 �44 3 GC Clayey gravels, gravel -sand -clay mixtures sieve SAND ANO SANDY SOILS Mors than 50°I° of coarse fraction passing No. 4 sieve CLEAN SAND•'''':: {Little or no fines] 500 . SW Well -graded sands, gravelly sands, little or no lines t ::{:,k xsands, ' :?� :;'A'ru = 5P Poorly -graded sands, gravelly little or no fines SAND WITH FINES {appreciable amount of fines) > 12��° SM Silty sands, sand silt mixtures SC Clayey sands, sand -clay mixtures 1 1f�E GRAINEE] SOILS 50% or more of material Is smaller than No. 200 sieve size SILTS ANO CLAYS LIQUID LIMIT LESS THAN 5l] ML Inorganic silts and very fine sands, rock Flour, silty low clayey fine sands or clayey silts with slight plasticity / CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays I4 I I I II I I ii 11 i ; 1 1• OL Organic silts and organic silty clays of low plasticity LIQUID LIMIT GREATER MH Inorganic silty, micaceous, or diatomaceous One sand or silty soils CH Inorganic clays of high plasticity, fat clays N THAN 50 - ,/.. Fir :::/'`''Z/..;.." . r. e r r e'. r. r ....F.rrr rre ate Organic days of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS PT Peat, humus, swamp sails with high organic contents VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials MAN MADE MATERIALS Asphalt and concrete Soil Classification System ti Earth Systems Southwest Earth Systems Southwest Boring No: B-1 Project Name: Travertine Project, Madison Street, La Quito, CA File Number: 1 11 12-02 Boring Location: See Figure 2 'a- 0 —5 — 10 — 15 — 20 Sample Type , o Penetration Resistance (Blows/6") U 4,5,5 4,5,5 6,7,7 SP -Slit ij 79811B Country Club Drivc, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Drilling Date: July 31, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 Auto Hammer Logged By: Dirk Wiggins Description of Units Note: The stratifrcalion lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. [Page lofl J Graphic Trend Blow Count Dry Density SAND WITII SILT: pale yellowish brown to white, medium dense, dry, fine to coarse grained trace fine to coarse gravels Total Depth 11.5 feel No Groundwater Encountered Cobbles and boulders encountered throughout • • cq Earth Systems Southwest Boring No: B-2 Project Name: Travertine Project, Madison Street, La Quita, CA File Number: 11112-02 Boring Location: See Figure 2 -. —5 — 10 – 15 — 20 Sample Type u 0 Penetration Resistance (Blows/6") 1,2,2 4,5,4 4,5,5 4,4,4 U SP -SM 7981113 Country Club (hive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Drilling Date: July 31, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 Auto Hammer Logged By: Dirk Wiggins Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. [Page I of 11 Graphic Trend Blow Count Dry Density SAND WITH SILT: pale yellowish brown to white, loose to medium dense, dry, fine to coarse grained trace fine to coarse gravels Total Depth 11.5 feet No Groundwater Encountered Cobbles and boulders encountered throughout eEarth Systems Southwest 79611B Country Club Drive, Bermuda Drones, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring No: B-3 Project Name: Travertine Project, Madison Street, La Quita, CA File Number: 11112-02 Boring Location: See Figure 2 Drilling Date: July 31, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 Auto Hammer Logged By: Dirk Wiggins ,-7, Lt Sample Type Penetration Dry Density (pcf) Moisture Content (%) Description of Units Page 1 of 1 • Resistance cn Note: The stratification lines shown represent the 8 p q approximate boundary between soil and/or rock types Graphic Trend q mt 0 yr (Blows/6") and the transition may be gradational. Blow Count Dry Density — 0 SP -SM SAND WITH SILT: pale yellowish brown to white, loose to medium dense, dry, fine to coarse grained, - cobbles throughout, trace fine gravels L 4,5,5 • —5 3,5,5 _ —10 3,6,7 L — 15 5,7,10 • Total Depth 16.5 feet No Groundwater Encountered Cobbles and boulders encountered throughout — 7n Earth Systems Southwest 7981113 Country Club Drive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring No: B-4 ProjectMune: Travertine Project, Madison Street, La Quito, CA File Number: 11112-02 Boring Location: See Figure 2 Drilling Date: July 31, 2007 Drilling Method: 8" 1-Iollow Stem Auger Drill Type: Simco 2800 Auto Hammer Logged By: Dirk Wiggins Satnple Type a o Y t 0 Penetration Resistance (B lows/6") rn U � o0 Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of 1 Graphic Trend Blow Count Dry Density 5 10 — 15 — 20 l25 2,2,4. LAST 3,4,8 : , .' • • ' '• •' SM SILTY SAND: tnodet ate yellowish brown, medium dense to loose, damp to dry, fine to coarse grained, trace fine gravels pale to moderate yellowish brown Total Depth 9.5 feet No Groundwater Encountered BORINGS BY EARTH SYSTEMS SOUTHWEST (2007c) DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on ASTM Designations D 2487 and ID 2488 (Unified Soil Classification System). Information on each boring log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The indicated boundaries between strata on the boring logs are approximate only and may be transitional. SOIL GRAIN SIZE U.S. STANDARD SIEVE 12" 3" 3/4" 4 10 40 200 BOULDERS COBBLES GRAVEL SAND SILT , , CLAY COARSE 1 FINE COARSE MEDIUM FINE 305 76.2 19.1 4.76 2.00 0.42 0.074 SOIL GRAIN SIZE IN MILLIMETERS 0.002 RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS, AND NON -PLASTIC SILTS) Very Loose Loose Medium Dense Dense Very Dense *N=0-4 N=5-10 N=11-30 N=31-50 N>50 RD=0-30 RD=30-50 RD=50-70 RD=70-90 RD=90-100 Easily push a 1/2 -inch reinforcing rod by hand Push a 1/2 -inch reinforcing rod by hand Easily drive a 1/2 -inch reinforcing rod with hammer Drive a 1/2 -inch reinforcing rod 1 foot with difficulty by a hammer Drive a 1/2 -inch reinforcing rod a few inches with hammer *N=Blows per foot in the Standard Penetration Test at 60% theoretical energy. For the 3 -inch diameter Modified California sampler, 140 -pound weight, multiply the blow count by 0.63 (about 2!3) to estimate N. If automatic hammer is used, multiply a factor of 1.3 to 1.5 to estimate N. RD=Relative Density (%). C=Undrained shear strength (cohesion). Very Soft Soft Medium Stiff Stiff Very Stiff Hard Moisture Condition: Moisture Content: Dry Density: CONSISTENCY OF COHESIVE SOILS (CLAY OR CLAYEY SOILS) *N=0-1 N=2-4 N=5-8 N=9-15 N=16-30 N>30 *C=0-250 psf C=250-500 psf C=500-1000 psf C=1000-2000 psf C=2000-4000 psf C>4000 Squeezes between fingers Easily molded by finger pressure Molded by strong finger pressure Dented by strong finger pressure Dented slightly by finger pressure Dented slightly by a pencil point or thumbnail MOISTURE DENSITY An observational term; dry, damp, moist, wet, saturated. The weight of water in a sample divided by the weight of dry soil in the soil sample expressed as a percentage, The pounds of dry soil in a cubic foot. MOISTURE CONDITION Dry Absence of moisture, dusty, dry to the touch Damp Slight indication of moisture Moist Color change with short period of air exposure (granular soil) Below optimum moisture content (cohesive soil) Wet High degree of saturation by visual and touch (granular soil) Above optimum moisture content (cohesive soil) Saturated Free surface water DESCRIPTION Nonplastic Low Medium High PLASTICITY FIELD TEST A 1/8 in. (3 -mm) thread cannot be rolled at any moisture content. The thread can barely be rolled. The thread is easy to roll and not much time is required to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. GROUNDWATER LEVEL v Water Level (measured or after drilling) Water Level (during drilling) RELATIVE PROPORTIONS Trace minor amount (<5%) with/some significant amount modifier/andsufficient amount to influence material behavior (Typically >30%) 1 1 1 LOG KEY SYMBOLS Bulk, Bag or Grab Sample Standard Penetration Split Spoon Sampler (2" outside diameter) Modified California Sampler (3" outside diameter) No Recovery Terms and Symbols used on Boring Logs Earth Systems Southwest MAJOR DIVISIONS GRAPHIC SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS GRAVEL AND GRAVELLY SOILS- CLEAN GRAVELS <5%FINES ; •;. •% GW Well-graded gravels, gravel-sand mixtures, little or no fines r� r� r k. lrira#4ri• r' r i. 'r"'r 4..............4.4.4 fiiii i'r"'w• r.i 'ir°'r.v fifi :1` 'i f�.ilGP Poorly-graded gravels, 9 ravel-sand mixtures. Little or no fines COARSE GRAINED SOILS More than 50% of coarse fraction retained on No. 4 GRAVELS. WITH FINES > 12% FINES GM Silty gravels, gravel-sand-silt mixtures 11 1• Clayey gravels, gravel-sand-clay mixtures sieveGC More than 50% of is larger SAND AND SANDY SOILS�.'., CLEAN SANDlittle (Little or no fines) < 5% SW Well-graded sands, gravelly sands, or no fines :�:;::;..:..;<.;•:: Li::: ;.;;;...;.: i::;::::: SF Poorly-graded sands, gravelly sands, little or no fines material than No. 200 sieve size More than 50% of coarse fraction passing No. 4 sieve SAND WITH FINES (appreciable amount of fines):: n 12% :` ::`::;;; :' ;° SM Silty sands, sand-silt mixtures ' ' ' ' ' ' SC Clayey sands, sand-clay mixtures FINE-GRAINED LIQUID LIMIT LESS THAN 5g ML Inorganic silts and very fine sands, rock flour, silty low clayey fine sands or clayey silts with slight plasticity 7Inorganic CL clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays SOILSI SILTS AND Il' I E i; i I', I: iI 1' 1 J, OL Organic silts and organic silty clays of low plasticity 50% or more of material is smaller than No. 200 CLAYS LIQUID LIMIT GREATER MH Inorganic silty, micaceous, or diatomaceous fine sand or silty soils l CH Inorganic clays of high plasticity, fat clays sieve size THAN 50 J J J J/ / / / // l J/ / /JJJ l// J J l • / / / J/. / / / J / J l l / l / J J J / l / OH Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS ,›)5r,r,V ,�,,y a',r,ya',r.Y y ,r,%rr.r,,r yy y ,nr, PT mus, swamp soils with Peat, humus, high organic contents VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials MAN MADE MATERIALS Asphalt and concrete Soil Classification System Earth Systems ti Southwest Earth Systems Southwest 79-811B Country Club Drive, 13crmuda Dunes, CA 92203 Phone (740) 345-1588, fax (760) 345-7315 Boring No: I-1 Project ane: Proposed "Travertine Project, La Quinta, CA File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Sten Auger Drill Type: Sipco 2800 w/ Auto Hammer Logged By; Dirk Wiggins fa 0 — 5 - IQ --- 15 --- 20 — 25 30 Penetration Resistance (Blows/6") Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may he gradational, Page 1 of 1-1 Graphic Trend Blow Count Dry Density 6,6,7 6,7,8 ::••: SM SILTY SAND: moderate yellowish brown, medium dense, dry, fine grained, few medium to coarse grained pale yellowish brown, fine to medium grained • SP -SM SAND WITH SILT: pale yellowish brown, medium 1 dense, dry, fine to medium grained, grab sample / Total Depth 13 feet No Groundwater Encountered Cobbles/Boulders Encountered 'Throughout t Earth Systems �i Southwest 79-81113 Country Club Drive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring No: 1-2 Project acne: Proposed Travertine Project, La Quinta, CA File Number: 11112-04 Borii g Location: See figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Steni Auger Drill Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins Sample T ype D. G Q Penetration Resistance (Blows/6") 0 E rn U ".1jZ 'o Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types 12, and the transition may be gradational. [Page 1 of 1_j Graphic "Trend Blow Count Dry Density —0 5 — 10 — 15 — 20 — 25 --- 30 SP -SM SAND WITI-I SILT: pale yellowish brown to white, loose, dry, fine to coarse grained I 3,4,5 medium dense pale to moderate yellowish brown I6,7,8 6,8,9 ... pale yellowish brown to white, few line gravel, grab sample Total Depth 20 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout Earth Systems Southwest 79-81113 Country Club Drive, 13ermiida Dunes, CA 92203 Phone (790) 345-1588, Fax (700) 345-7315 Boring No: I-3 ProjectName: Proposed Travertine Project, 1.,a Quinta, CA File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" hollow Stem Auger Drill Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins Q — 5 — 10 — 15 — 20 — 25 — 30 Penetration Resistance (Blows/6") rn 0 Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational, Page 1 of 11 Graphic Trend 13low Count Dry Density SP -SM SAND WITH SILT: pale yellowish brown to white, medium dense, dry, fine to coarse grained, trace fine gravel 111 6,8,10 • •cobbles 7,10,11 white minerals, Auger Refusal at 10 feet Total Depth 10 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout 1 Earth Systems �e Southwest Boring No: I-4 Project Name: Proposed Travertine Project, La Quinta, CA File Number: 11112-04 Boring Location: See Figure 2 79-51113 Conn hy Chub Drive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345.7315 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins r 0 — 5 --- 10 -- 15 ---- 20 — 25 — 30 Sample Type Oa a 8A v1 Penetration Resistance (Blows/6") O 0 rn' � w o 0 Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of 1 Graphic Trend Blow CDunt Dry Density {� SP -SM SAND WITH SILT; pale yellowish brown to white, medium dense, dry, fine to coarse grained 1031,14 8,12,14 Dig 50/6" ... cobbles Auger Refusal at 7 feet Total Depth 7 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout Earth Systems Southwest 79-81113 Cowury Club Drive, 13enumda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Borin No: 1-5 Project Name: Proposed 'Travertine Project, La Quinla, CA File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 w/ Auto hammer Logged 13y: Dirk Wiggins 0 5 — 10 - 15 — 20 — 25 -- 30 Sample Type w U a,• i} Penetration Resistance (Blows/6'') 0 0 o o Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of 1j Graphic Trend Blow Count Dry Density SP -SM SAND WITH SILT: pale yellowish brown to white, loose, dry, fine to coarse grained, few fine gravel I I6,6,7 cobbles 1n 7,9,10 10,12,14 1 10,11,11 dense Total Depth 20 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout Earth Systems Southwest 79-81113 CounIry Club [hive, 13eonuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring.No: I-6 Project Name: Proposed Travertine Project, La Quinta, CA File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins Sample Type w U ac F O <ir Penetration Resistance (Blows/6") o E Description of Units Note: "I'he stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of 1 Graphic Trend Blow Count Dry [Density 0 ---- 5 — 10 L — 15 — 20 — 25 — 30 SP -SM SAND WITH SILT: moderate yellowish brown, loose, dry, fine to coarse grained 5,3,4 7,8,9 pale to moderate yellowish brown, medium dense grab sample few fine to coarse gravel ]I 10,11,13 some gravel ilI4,15,18 moderate brown, dense, damp, few fine gravel, cobbles Total Depth 20 feet No Groundwater Encountered Cohblesll3oulders Encountered Throughout Earth Systems Southwest 70-81 10 Couuliy Club Drive, Bermuda tunes, CA 92203 Phone (700) 345-1588, fax (700) 345-7315 Boring No: I-7 Project Name: Proposed Travertine Project, La Quinta, CA. File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 5" Hollow Stene Auger Drill 'Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins Penetration Resistance (Blows/6") 0 0 rn U 4.)o 0 Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of -1 Graph lc'1icnd Blow Count Dry Density - 0 — 5 — 10 15 - 20 25 -- 30 SP -SM SAND WITH SILT: pale to moderate yellowish brown, loose, dry, fine to coarse grained, few fine to r2,4,6 1 coarse gravel medium dense [I 4,4,6 I cobbles di8,12,13 medium dense to dense dense Total Depth 15 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout TEST PITS BY EARTH SYSTEMS SOUTHWEST (2007d) DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on ASTM Designations D 2487 and D 2488 (Unified Soil Classification System). Information on each boring log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The indicated boundaries between strata on the boring logs are approximate only and may be transitional. SOIL GRAIN SIZE U.S. STANDARD SIEVE 12" 3" 3/4" 4 10 40 200 BOULDERS COBBLES GRAVEL SAND SILT • . CLAY •COARSE .1 FINE COARSE MEDIUM 1 FINE 305 76.2 19.1 4,76 2.00 0.42 0.074 SOIL GRAIN SIZE IN MILLIMETERS 0.002 RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS, AND NON -PLASTIC SILTS) Very Loose Loose Medium Dense Dense Very Dense *N=0-4 N=5-10 N=11-30 N=31-50 N>50 RD= -0-30 RD=30-50 RD=50-70 RD=70-90 RD=90-100 Easily push a 112 -inch reinforcing rod by hand Push a 1/2 -inch reinforcing rod by hand Easily drive a 1/2 -inch reinforcing rod with hammer Drive a 1/2 -inch reinforcing rod 1 foot with difficulty by a hammer Drive a 1/2 -inch reinforcing rod a few inches with hammer "N=Blows per foot in the Standard Penetration Test at 60% theoretical energy. For the 3 -inch diameter Modified California sampler, 140 -pound weight, multiply the blow count by 0.63 (about 2/3) to estimate N. If automatic hammer is used, multiply a factor of 1.3 to 1,5 to estimate N. RD=Relative Density (%). C=Undrained shear strength (cohesion). Very Soft Soft Medium Stiff Stiff Very Stiff Hard Moisture Condition: Moisture Content: Dry Density: CONSISTENCY OF COHESIVE SOILS (CLAY OR CLAYEY SOILS) "N=0-1 N=2-4 N=5-8 N=9-15 N=16-30 N>30 *C=0-250 psf C=250-500 psf C=500-1000 psf C=1000-2000 psf C=2000-4000 psf C>4000 Squeezes between fingers Easily molded by finger pressure Molded by strong finger pressure Dented by strong finger pressure Dented slightly by finger pressure Dented slightly by a pencil point or thumbnail MOISTURE DENSITY An observational term; dry, damp, moist, wet, saturated. The weight of water in a sample divided by the weight of dry soil in the soil sample expressed as a percentage. The pounds of dry soil in a cubic foot. MOISTURE CONDITION Dry Absence of moisture, dusty, dry to the touch Damp Slight indication of moisture Moist Color change with short period of air exposure (granular soil) Below optimum moisture content (cohesive soil) Wet High degree of saturation by visual and touch (granular soil) Above optimum moisture content (cohesive soil) Saturated Free surface water DESCRIPTION Nonplastic Low Medium High PLASTICITY FIELD TEST A 1/8 in. (3 -mm) thread cannot be rolled at any moisture content. The thread can barely be rolled. The thread is easy to roll and not much time is required to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. GROUNDWATER LEVEL Water Level (measured or after drilling) Water Level (during drilling) RELATIVE PROPORTIONS Trace minor amount (<5%) with/some significant amount modifier/andsufficient amount to influence material behavior (Typically >30%) 1 1 1 LOG KEY SYMBOLS Bulk, Bag or Grab Sample Standard Penetration Split Spoon Sampler (2" outside diameter) Modified California Sampler (3" outside diameter) No Recovery Terms and Symbols used on Boring Logs Earth Systems Southwest MAJOR DIVISIONS GRAPHIC SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS: <5%FINES '.�'�'�'.'.'�'•3' '1i; "__.� GW • Well-graded gravels, gravel-sand mixtures, little or no fines r: rr ryr�iryiryiry•• iriirsrir�r�w�r� r:w i■rnr•r .� :r�r�ririr r •rr••rr �•r�iryit •rr. � •r GP Poorly-graded gravels, gravel-sand mixtures. Little arnofines COARSE GRAINED SOILS More than 50% of coarse fraction retained on No. GRAVELS WITH FINES l2%FINES • :.:..,.. _ -/ i y s • '• ; 2 _ _ f i ' ' 0 _ i. ::" :$•' . : : "." " GM Silty gravels, gravel-sand-silt Silty rf I f 1 4. 1 GC Clayey gravels, gravel-sand-clay mixtures sieve More than 50% of is larger SAND AND SANDY SOILS CLEAN SAND (Little or no fines) < 5% '� SW Well-graded sands, gravelly sands, little or no fines :-E's`: `i> `';`` = `' `'= •_• ': ` _ :: _ : SP t Poorly-graded sands, gravelly sands, little or no fines material than No. 200 sieve size More than 50% of coarse traction passing No. 4 sieve SAND WITH FINES (appreciable amount of fines) 12% ::.:: :: }' } :: :< '- SM Silty sands, sand silt mixtures .: :: SC Clayey sands, sand-clay mixtures FINE-GRAINED LIQUID LIMIT LESS THAN 50 ML Inorganic silts and very fine sands, rock flour, silty low clayey fine sands or clayey silts with slight plasticity /7 CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays SOILS SILTS AND i I' i i OL Organic silts and organic silty clays of low plasticity 50% or more of material is smaller CLAYS LIQUID LIMIT MH Inorganic silty, micaceous, or diatomaceous fine sand or silty soils CH Inorganic clays of high plasticity, fat clays than No. 200 sieve size GREATER - THAN 50 .... •..... ............. } , Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS . ,4.4 #.r '' Y.Y. YJ'Y 4V. ZZ)Z- y r y.YJ'J V. PT Peat, humus, swamp soils with high organic contents VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials Asphalt and concrete MAN MADE MATERIALS Soil Classification System lai Earth Systems Southwest 0Earth Systems Southwest ?9-8110 Country Club Drive, l3cnnuda Dunes, CA 92203 Telephone (700) 345-1588 Fax (704) 345-7315 Test Pit No: TP -1 Project Name: 'Travertine File Number: 11112-04 "Test Pit Location; See Figure 2 Exploration Date: October 16, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Sample TypeO U O co 2 c} y, U G c) P V Moisture Content (%) Note: approximate Description of Units IPage 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — - — 51 — 10 --- 15 — 20 - - 25 n SW 114 113 1 1 0.8 0.53 0A0 WELL GRADED SAND: light brown to white, dry, fine to coarse grained with abundant fine to coarse grained gravels, all sizes of cobbles, small boulders Approximation By Weight: 40% Sands and Gravels 50% Cobbles (to 12") 10% Boulders GPS: 569416, 3716840 Elevation: 61 feet Total Depth: 20 feet Groundwater not encountered Bedrock not encountered I-Iigh caving probability due to Targe boulders Backfilled with native soil Earth Systems Southwest 79-81113 Country Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760} 345-7315 Test Pit No: TP -2 Project Name: Travertine File Number: 1 1 1 12-04 Test fit Location: See Figure 2 Exploration Date: October 16, 2007 Excavation Method; Excavator Logged By: D. Wiggins Depth (Ft.) Sample' Type L...,o c a. t. C, ',L)r • R. Moisture Content (%) Note: approximate Page 1 of 1 Description of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational, —0 - — — 10 --- 15 —20 - 25 ....... n SW WELL, GRADED SAND: dense, dry, sand matrix with predominant boulders, gravels and cobbles to 10 feet Approximation By Weight: 30% Sands and Gravels 30% Cobbles (to 12") 40% I3ouldcrs 10 to 18 feet: mostly sand and gravels, few cobbles and boulders 18 to 20 feet: boulders predominant, largest boulders 2,5 feet m diameter, abundant cobbles and gravels, medium grained sands GPS: 569021, 3716850 Elevation: 117 feet Total Depth: 20 feet Groundwater not encountered Bedrock not encountered High caving probability Backfilled with native soil Earth Systems Southwest 79-81113 Cannily Club Drive, 13ernuida Duties, CA 92203 Telephone (700) 345-1588 Fax (700) 345-7315 Test Pit No: TP -3 Project Name: Travertine Pile Number: 1 1 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 16, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Sample Type_ .., Ci . p ., 0 0 in 5 O n >, Eae v) 0 Note: Dry Density (pet) Moisture I� Content (%) approximate Page 1 of 1 Description of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational, 0 - - — 5 --- 10 — 15 — 20 - ""' 25 -2n SW ] 16 0€ 5 WELL GRADED SAND: light brown to white, dense, dry, fine to coarse grained sand with some fine to coarse gravels, boulders from surface to depth, abundant cobbles Approximation By Weight: 20% Sands and Gravels 40% Cobbles 40% Boulders very large boulders (from landslide) encountered at 5 feet GPS: 568662, 3717050 Elevation: 179 feet Total Depth: 13 feet Groundwater not encountered Bedrock not encountered No stratification 1-ligh caving potential Backfilled with native soil det Earth Systems �"�e Southwest 79-8[113 Country Club Drive, Bermuda DLfl s, CA 92203 Telephone (700) 345-1588 Fax (700) 345-7315 Test Pit No: TP -4 Project Name: Travertine File Number: 11 1 12-04 "Test Pit Location: See Figure 2 Exploration Date: October 16, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Bulk _ r SPT t mop Calif. 5. to Dry Density (pci) Moisture Content (%) Page 1 or t Description of Units J >, C%7 Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. —0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand with tine to coarse gravels, abundant cobbles (to 8" diameter) 116 0.7 Approximation By Weight: 70% Sands and Gravels 20% Cobbles 10% Boulders 5 1'Cly lame boulders removed here — 10 — 1$ — 20 GPS: 567996, 3717080 Elevation: 273 feet "Total Depth: 15 feet (due to boulders) Groundwater not encountered Bedrock not encountered - No stratification — 25 High caving potential Backfilled with native soil on Earth Systems Southwest 79-81113 Co«ntq- Club Drive, 13ciiuuda Duncs, CA 92203 Telephone (760) 345-1588 ]ux (760) 345-7315 Test Pit No: T'-5 Project Nance: Travertine File Number: 1 1 1 12-04 Test Pit Location: Scc Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged 13y: D, Wiggins Depth (Ft.) Bulk ,_,. v: SPT �'a' MOD Calif. e, c.) Dry Density (pet) Moisture Content (%) Description of Units Page 1 of 1 E U en Note: 'Clic stratification Innes shown represent the approximate boundary between soil tend/or rock types and the transition may be gradational. (} SW WELL GRADED SAND: loose to medium dense, dry, mostly fine to coarse grained sand, few cobbles to 10 feet, fine to coarse grained gravels Approximation 13y Weight: - 600/a Sands and Gravels 10% Cobbles 30% Boulders --- 10 — 15 — 20 ..._ GPS: 567740, 3717370 Elevation: 304 feet Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Some stratification 25 Moderate caving observed in test pit Backfilled with native soil -)n Earth Systems (04-0, �Southwest 79-8110 Coonliy Club Drive, Bermuda Dulles, CA 92203 'Telephone (760) 345-1588 fax (760) 345-7315 Test Pit No: 'P-6 Project Name: 'Travertine File Number: I 1112-04 Test it Location: Scc Figure 2 Exploration Dale: October 15, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins 1 Depth (Ft.) Sample Type vNote: A C., `-' N o crt USCS Dry Density (Pc0 Moisture Content (%) a1proximate Page 1 of 1 Description of Units The stratification lines shown represent the boundary between soil and/or rock Types and the transition may be gradational. —5 --- 10 -- 15 — 20 — 25 On Sl' -SM SAND TO SILTY SAND: light brown to white, medium dense, dry, mostly fine to coarse grained sand, occassional cobble ..... SW WELL GRADED SAND: light brown, medium dense to dense, dry, mostly medium to coarse grained sand, abundant gravel and cobbles (to 8" diameter) to 9 feet over sire cobbles and boulders dominate by weight from 9 to 25 feet Approximation By Weight: 60% Boulders from 9 to 20 feet 30% 13oulders from 20 to 25 feet GPS: 567932, 3717684 Total Depth: 25 feet Groundwater not encountered Bedrock not encountered Stratification not evident Extreme risk of caving due to boulders and dry conditions below 9 feet Backfilied with native soil CO Earth Systems Southwest 79-81113 Country Club Drive, Bermuda Dimes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -7 Project Name: Travertine File Number; 11112-04 'lest 'it Location: See Figure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged By: 1.D. Wiggins Depth (Ft.) Sample, Type ,.; u u Moisture Content (%) Page 1 of l of Units Note: v) Ca The stratification lines shown represent the 1 n a. approximate boundary between soil anchor rock types 0 Q and the transition may be gradational. 0 sti WELL GRADED SAND: light brown to white, dry, fire to coarse grained sand with abundant gravels and cobbles to 12" diameter Approximation By Weight: 50% Sands and Gravels 40% Cobbles — 5 10% Boulders — 10 possible cobble layer — 15 — 20 GPS: 568522, 3717350 Elevation: 176 feel Total Depth: 15 feet _ Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil ,fl Earth Systems Southwest 79-811B Country Club ]Drive, Bermuda Dulles, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -8 Project Name: Travertine File Number: 1 1 I t2-01 "Test Pit Location: See Figure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins fl -6. ". Sample Type 1 6 m 0 p cn 5 J ~' . Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown I'('preseIIt the boundary between soil anchor rock types and the transition may be gradational. —0 - SW WELL GRADED SAND: dense, dry, fine to coarse grained sand, abundant gravels and cobbles ft-om surface to bottom 4- Approximation I3y Weight: 60% Sands and Gravels 30% Cobbles — 5 10% Boulders — 10 15 — 20 -- 25 .... boulders at bottom of excavation GI'S: 568350, 3717330 Total Depth: 25 feet Groundwater not encountered Bedrock not encountered No stratification visible Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-81113 CowlIiy Club Drive, f3enrtuda Dunes, CA 92203 'Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -9 Project Name: Travertine Pile Number: 1 1 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 16, 2007 Excavation Method: I�xcavator Logged I3y: D. Wiggins Depth (Ft) Bulk �; --..f.: SPT = c — MOD Calif n Symbol UNote: ;n ,,,;, L„.., a r, Moisture Content (%) approximate of Units Page 1 Of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. _" 0 � SW 1 1 9 0 0.9 WILL, GRADED SAND: light brown to white, medium dense to dense, dry, fine to coarse grained sand, abundant gravels and cobbles Approximation By Weight: 104.5 1.5 50% Sands and Gravels 40°' Cobbles -, 5 10% Boulders 102 1,1 — 10 • — 15 — 20 cobble layer (resistant) boulders at bottom of excavation GPS: 569440, 3717140 — 25 Total Depth: 23 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil ._ 1n Earth Systems Southwest 79-8110 Country Club Drive, 13crmuda Dunes, CA 92203 Telephone (760) 345.1.588 Fax (760) 345-7315 Test Pit No: TP -10 Project Name: Travertine € ile Number: 11 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 16, 2007 €:xcavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft.) .......................... Sample Type Symbol N Moisture Content (%) Page 1 of 1 Description of Units The stratification lines shown represent the Note: H 0 n approximate boundary between soil and/or rock types and the transition may be gradational. — 0 : sW WELL GRADED SAND: light brown to white, medium dense, dry, fine 102.4 0.7 to coarse grained sand, abundant gravels and cobbles, no large boulders Approximation By Weight: II(i.3 0.35 48`/ Sands and Gravels 50% Cobbles — 5 110.5 0,3s 2% Boulders — 10 — 15 __ 20 25 GI'S: 569483, 3717480 Total Depth: 25 feet - Groundwater not encountered Bedrock not encountered Some stratification visible Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-51113 Country Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -11 Project Name: Travertine File Number: 1 l 112 01 Test >it Location: See Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged By: 1). Wiggins (r Bulk SPT MOD Calif, C l�� -1 -+ ,:-' a. a4 S ' / Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. --0 - — 5grained — 10 — 15 20 25 '2n SP -SM SAND TO SILTY SAND: light brown, medium dense, dry, fine to coarse grained sand, trace cobbles •••••••• Sw WLl_,I, GRADED SAND: light brown, medium dense, dry, fine to coarse sand, stratified with cobbles, abundant gravels, trace oversize and boulders Approximation By Weight: 95% Sands, Gravels, and Cobbles 5% Boulders Note: from surface to 25 feet, at least 15 flood episodes - each "strata" about 2 foot thick GPS: 569517, 3717842 Total Depth: 25 feet Groundwater not encountered Bedrock not encountered Moderate caving Backfilled with native soil Earth Systems Southwest 79-81115 Country Club 1>rivc, Bemutda Dunes, CA 92203 't'elephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -12 Project Name: Travertine File Number: 1 1 1 12-04 'fest Pit 1,ocation: See Figure 2 Exploration Date: October 16, 2007 _ Excavation Method; Excavator Logged 13y: D. Wiggins Depth (Ft.) Sample Type - Q 0 Symbol. 0 ;;; Dry Density (psi) Moisture Content (%) Note: approximate Description of Units Page 1 of 1 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — 0 . _ - — 5 — 10 — 15 — 20 — 25 ....... SW 117 t10 112 0.6 0.9 0.9 WELL GRADED SAND: light brown, dense, dry, sands near surface, boulders near surface predominantly cobbles (to 12" diameter) from 2 feet Approximation 13y Weight: 20% Sands and Gravels 70 to 80% Cobbles and Boulders GI'S: 569143, 3717100 'focal Depth: I5 feet Groundwater not encountered Bedrock not encountered No stratification obvious High caving potential 13ackfilled with native soil Earth Systems 'Vol Southwest 79-81113 Country Club Rive, Bermuda 1)ttes, CA 92203 Telephone(760)345-1588 Fax (760) 345.7315 Test Pit No: TP -13 Project Name: 'l'ravel'tinc File Number: 1 1 1 12-04 Test Pit location: See Figure 2 Exploration Date: October 18, 2007 Excavation Method: Excavator logged 13y: D. Wiggins Depth (Ft.) SType u s 12: O <n 5_ O .0 = v.)' `! (/; �, Dry Density (Pef) Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown rcpresenl the boundary between soil and/or rock types and the transit 00 may be gradational. — 0 sW WEI.,I.. GRADED SAND: light brown to white, dense, dry, fine to coarse - brained sand, cobbles > 50%, abundant graves - --- 10' thick layer of cobbles (8-121 to 12' deep 102 0.8 Approximation By Weight: 40% Sands and Gravels —5 40% Cobbles 20% Boulders — 10 — 15 - boulders at bottom ofexcavation — 20 GPS: 5691230. 3717355 - 'Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil __ 111 Earth Systems %tawr Southwest 79-811B Coun€y Club Drive, 13ennuda Dunes, CA 92203 'telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -14 Project Name: Travertine 1`11C Number: 11112-04 "fest 'it Location: Sec Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (pt.) Sample Type v HO cn c >, J c- Q 'Moisture Content (%) Note: approximate [Page 1 or l Description of Units _ : The stratification lines shown represent the boundary between sod and/or rock types and the transition may be gradational. :: SW WELL GRADED SAND: light blown, very dense, dry, fine to coarse grained sand on cobbles and boulders abundant gravels Approximation By Weight: 30% Sands and Gravels 20% Cobbles 5 ....... 60% Boulders — 10 Rellisal on boulder GYPS: 568800, 3717300 Total Depth: 10 feet Groundwater not encountered - Bedrock not encountered — 15 1-[igh caving potential 13ackl6lied with native soil — 20 — 25 -.1n Earth Systems "may Southwest 79-81113 County Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -15 Project Name: 'Travertine File Number: 1 1 1 12-04 Test Pit Location: Sce Figure 2 Exploration Date: October 18, 2007 Excavation Method: Excavator logged 13y: D. Wiggins 1 Depth (rt.) 1 Sample Type—Description vccn o _ % Symbol „ Q G j Moisture Content (%) Note: approximate Page 1 of 1 of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. SW WELL GRADED SAND: light brown, dense, dry, line to coarse grained sand, abundant gravel and cobbles to 12" diameter Approximation By Weight: -1 I0 1 p 75% Sands and Gravels $ 20% Cobbles 5% Boulders — 10 No boulders at bottom o#'excavation — 15 .. , — 20 GPS: 568752, 37/7410 "Total Depth: 15 feet Groundwater not encountered Bedrock. not encountered Moderate caving potential — 25 Backfilled with native soil — 7n Earth Systems Southwest 79-81113 Cowin) Club I)rive, Bermuda Dunes, CA 92203 -Telephone (700) 345-1588 FaN (760) 345-7335 Test Pit No: TP -16 Project Name: Travertine File Number: 11112-04 "Fest Pit Location: Sec Figure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth TO Bulk- SPT =^ MOD Calif. ;---7 ; Symbol c v 7Descr u In V Moisture I Content (%) Note: apprOXlmalC Page 1 of 1 Description of Units The stratification lines shown represent the boundary bet een soil and/or rock types and the transition may be gradational. {) :. .. SM SILTY SAND: light brown to white, medium dense, dry, fine to coarse - ; .' .: grained sand with abundant gravel and cobbles to 10" diameter ' Approximation 13y Weight: _ • ' • 80% Sands and Gravels — 103 1.5 20% Cobbles 1% Boulders —10 .. --- 15 . . .- dense — 20 — 25 - GPS: 568550, 3717728 Total Depth: 26 feet Groundwater not encountered Bedrock not encountered Moderate caving potential ]3aekt-lied with native soil ill Earth Systems Southwest 79-8111 Country Club Drive, l3cnisuda 17unes, CA 92203 Telephone (760) 345-1555 Fax (760) 345-7315 Test Pit No: TP -17 Project Name: Travertine File Number: 1 11 12-04 Test it Location: Sec F.gurc 2 Exploration Date: October 18, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Sample, 'type ad _ o o 5 USCS .N E approximate Q Moisture Content (%) Note: Page 1 o1' 1 i Description of Units The stratification lines shO\+'n represent the boundary between soil and/or rock types and the transition may be gradational. 0 sw W1I'LL GAADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant cobbles and gravel Approximation 13y Weight: 106 0.75 75% Sands and Gravels .— 5 20% Cobbles — 5% Boulders -- 10 — 15 — 20 GPS: 568726, 3717.660 Total Depth: 20 Cert Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 13acklilled with native soil — 1 n Earth Systems Southwest 79-81 113 Coma)! Club Chive, Inc much Dunes, CA 92203 Telephone (760)345-1588 Fas(760)315-7315 Test Pit No: TP -18 Project Name: travertine 11112-04 "]-est 'it Location: See Figure 2 Exploration Date: October 18, 2007 Excavation Method: Excavator Logged 13y: 1). Wiggins Depth (Ft) Sample, TypeDescription C - 0- O G . u ;,a c.- fi o Moisture Content (%) Note: approximate Page 1 of Y of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition niay he gradational. —0 SW WELL GRADED SAND: light brown, dense, dry, fine to coarse grained sand, abundant cobbles 112 0.7 Approximation By Weight: '- 50% Sands and Gravels , 40% Cobbles 10% 1.3otilders --- 10 — 15 — 20 GPS: 568880, 3717590 Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 l3acklil]ed with native soil C, Earth Systems '1� Southwest 79-91113 Co11ii1ry Club Drivc, Bermuda Dom's, CA 92203 Telephone (760) 345-1588 Fa` (700) 3,15-7315 Test Pit No: TP -19 Project Name: Travertine File Number: 11112-0# `fest Pit Location: See Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged By: D• Wiggins Depth (Et.) Sample Type u .e p a. 0 v,, Dry Density (net') Moisture Content (%) Note: approximate Description of Units LPage 1 of 1 The stratification lines shown represent the boundary between sod and/or rock types and the transition may be gradational. SW WELL GRADED SAND: light brown to white, dense, dry, fine to coarse T grained sand, abundant gravel and cobbles to 8" diameter, scattered small boulders 105 0.3 Approximation 13y Weight: 80% Sands and Gravels — 5 — 15% Cobbles < 5% Boulders — 10 few large boulders in bottom — 15 ......•• -- 20 GPS: 569268, 3717590 "rota] Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 13ackFilled with native soil — In Earth Systems Southwest 79-81113 Country Club Drive, 13ernunia Dunes, CA 92203 Telephone (790) 345-1558 Fax (760) 345-7315 Test Pit No: 'TP -20 Project Name: Travertine File Number: 1 1 l2 04 Test Sit Location: See Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft.) Bulk ;i SPT - MO0 Calif. Symbol 'Page �, `� rti U i., ,9 NNote; -' 0 approximate t of 1 I)escrii�tio�i< of Units The stratification lines sh0wn represent the.o boundary betwccn soil and/or rock typos and the transition may be gradational. 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained, abundant gravel and cobbles 110 0.3 Approximation 13y Weight: 75% Sands and Gravels 5 20% Cobbles < 5% Boulders — 10 — 15 — 20 GPS: 569097, 3717720 'Fatal Depth: 20 foot Groundwater not encountered Bedrock not encountered Some thin stratification visible — 25 Moderate caving potential Backfilled with native soil n Earth Systems Southwest 79-S1113 Count), Club Drive, 13enuda Dunes, CA 92203 'rctcllhonc {760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -21 Project Name: Travertine File Number: 11112-04 'rest 'it. Location: Seel.' gure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged By: 1D. Wiggins IDepth (Ft.) Sample Type c_i o E vi . , Moisture • Content (%) Note: Description of Units Page 1 of 1 'I'Iic stratification lines shown represent the .leM>, a- O cA ^, t^' �" .__. approximate boundary between soil and/or rock types and the transition may be gradati 011ie SP -SM SAND WITH SILT: light brown, medium dense, dry, fine to coarse W grained, trace fine gravel : SW WELL GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, some fine to coarse gravel and few cobbles to 3" diameter 5 = " Approximation By Weight: 95% Sands, Gravels and Cobbles to 3" diameter Occasional cobbles > 6° t0 < 10" ]race small boulders — 10 trace larges' cobbles and trace small boulders --- 15 — 20 GPS: 568893, 3717822 - Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Stratification evident -- 1' thick each throughout — 25 Moderate caving potentia] 13ackfilied with native soil — sn et Earth Systems '� Southwest 79-$1 113 Country Club Drive, Bermuda Dunes, CA 92203 'telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No; TP -22 Project Name: Travertine File Number: 11112-04 'West Pit Location; See F.gure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged By: D. Wiggins ' Depth (Ft.) Sample Type w c 1 L Q L', 2 .0 u ;� -- , Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition nay be gradational. SW WELL GRADED SAND: light brown to white, dense, dry, fine to coarse grained sand to 2' , abundant gravel and cobbles to 6" diameter throughout 103 0.3 Approximation By Weight: - 20% Sands and Gravels — 5 30°%o Cobbles - - 50% Boulders --- 10 Refusal on boulders — 15 — 20 GPS: 568420 1, 37171 66 N Total Depth: 12 feet Groundwater not encountered Bedrock not encountered No stratification visible — 25 High caving potential Backfilled with native soil -1n Earth Systems +ter Southwest 79-81113 Country Club 1Jrivc, l3cnnucta Dunes, CA 92203 Telephone (700) 345-1558 Fax (760) 345-7315 Test Pit No: 'TP -23 Project Name: "1'rave1'tine File ]dumber: 11112-04 Test 'it /Location: See Figure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged By: 0. Wiggins Depth (Ft) Sample Type 7 ' ' : 0 -8 -e"., V: U Dry Density (pct) Moisture Content (%) Note: approximate /'age 1 of 1 Description of Units The stratification iincs show» represent the boundary between soil and/or rock types alit the transition may be gradational. v; 5 0 ' SW W121..I., GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained, gravel below 2', abundant cobbles and gravel 106 0.9 - Approximation 13y Weight' 75% Sands and Gravels — 5 20% Cobbles 5% Boulders --- 10 — 15 20 GPS: 568200, 3717330 N - Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Some stratification Visible — 25 Moderate caving potential Backfilled with native soil ... 1 n Earth Systems �/ Southwest 79-81113 Couttlry Club Drive, l3enuuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (700) 345-7315 Test Pit No: TP -24 Project Nance: Travertine File Number: ] 1 I € 2-04 Test Pit Location: See Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged 13y: 13. Wiggins 1 Depth (Ft.) Sample;,, Type Symbol r$ Moisture Content (%) 3 Page 1 of 1 Description of Units v 0 Q Note: The stratification lines shown represent the approximate boundary between soil and/or rock types b. on 00 'fSand the transition may he gradational, — 0 • SW WELL GRADED SAND: light brown, very loose to loose, dry, fine to - coarse grained, few gravel, occasional cobbles to 8" diameter top to bottom - medium dense Approximation By Weight: 85% Sands. Gravels and Cobbles —5 15% Boulders dense --- 10 • — 15 — 20 .• ..... GPS: 567893, 3717489 Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Thinly bedded stratification evident top to bottom — 25 Moderate caving of bole Backfilled with native soil -,n Earth Systems Southwest 79,81111 Country Club Drive, 13ennuda Dunes, CA 92203 "Telephone (760) 345-1588 Fax-. (760) 345-7315 Test Pit No: TP -25 Project Name: `hravertinc filc Number: I 1 112-04 'fest Pit Location: See Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) N Sample Typea Moisture Content (%) p�, Description ofUnits—._. [ age 1 of l �� a. Note: approximate The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — 0 SW WELL GRADED SAND: light brown, loose, dry, fine to coarse grained sand with abundant gravel and cobbles to 8" diameter medium dense to very dense Approximation By Weight: -- 50% Sands and Gravels 5 20% Cobbles 30% Boulders — 10 — 15 dense — 20 —25 GPS: 568159, 3717603 – Total Depth: 25 feet Groundwater not encountered Bedrock not encountered Thin stratification layers visible Moderate caving potential Backfillcd with native soil — '2 fl Earth Systems Southwest 79-811B Cannily Chkb Chive, Bermuda Dunes, CA 92203 "telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -26 Project Name: Travertine File Number: l 11 12-04 "fest 'it Location: See figure 2 Exploration Date: October 18, 2007 Excavation Method: Excavator Logged By: D. Wiggins ' Depth (Pt.) Sample Type L'..) i.7, S q </ Symbol :.D c- p - r� Moisture Content (%) Note: approximate Description of Units Page 1 of 1 j The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. 0 SW WELL. GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand below 2' with abundant gravel and cobbles, trace large boulders 100 0.9 Approximation By Weight: • — 70% Sands and Gravels 5 30% Cobbles 1 % 13ou1ders -- 10 i? — 20 — 25 GPS: 568271, 3717471 Total Depth: 23 feet - Groundwater not encountered Bedrock not encountered Some thin stratification layers obvious - Moderate caving potential l3ackfilteci with native soil f, Earth Systems Southwest 79-$1113 Country Club Drive, 13ennada Dunes, CA 92203 Telephone (760) 345-15$$ Fax (700) 345-7315 Test Pit No: TP -27 Project Name: Travertine File Number: 11112-04 Test Pit Location: See Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft) Sample Type C. F- n 0 Symbol f Dry Density (Per) Moisture Content (%) Note: approximate Page 1 of 1� Description of Units 'Hie stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. —0 - 5 — 10 — 15 — 20 — 25 __ 1A SP -SM Sw __WELL SAND WITH SILT: light brown t0 white, medium dense, dry, fine to coarse grained GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, some fine to coarse gravel and cobbles to 3" diameter Approximation 13y Weight: 98% Sands, Gravels and occasional Cobbles to 3" diameter 2% Boulders (trace) — 20% Boulders, abundant large cobbles 8-15' deep trace larger cobbles and trace small boulders — (iPS: 568184, .3717834 'l'otal Depth: 15 feet Groundwater not encountered Bedrock not encountered Stratification not very evident Moderate caving of hole Backfilled with Native soil Earth Systems Southwest 79-81 113 Counny Club Drive, Bermuda lluncs, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -28 Exploration Date: Project Name: Travertine File Number: 112-{)4 Excavation Method: Excavator Test Pit Location: See Figure 2 Logged By: D. Wiggins Depth (Ft.) Sample Type Symbol Moisture Content (%) Page 1 of 1 Description of Units U Q c• Note: The stratification lines shown represent the x a Q approximate boundary between soli and/or rock types and the transition may be gradational. —0 — 5 — 10 — 15 — 20 25 --- 30 Test Pit Not Excavated Earth Systems Southwest 79-81113 Caunuy Club Drive, l5ernuula 1)unes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -29 Project Name: Travertine File Number: 11132-04 Test Pit Location: Sec Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged 13y: 1). Wiggins 1 Depth (Ft.) Typ' lc Type U Symbol .,page ,,, Moisture Content (%) Note: 1 of I] Description of Units The stratification lines shown represent the s , p C7 E. J .., Q" i approximate boundary between soil and/or rock types and the transition may be gradational, —0 = SW WELL, GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" Approximation By Weight: 80% Sands and Gravels — — 19% Cobbles < 1% Boulders ---- I0 cobbles at bottom 15 .... — 20 GPS: 568573 17:, 3718706 N Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential -- 25 Hole not backfilled - 111 Earth Systems Southwest 79-8110 Country Club Drive, Bermuda Duncs, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -30 Project Name: 'Travertine File Number: 1 1 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged 13y: 1), Wiggins Depth (Ft,) Sample TypeDescription Symbol Moisture Content {%) of Units Page 1 of 1 The stratification lines shown represent the U 0 �- Note: dapproximate G3 0 boundary between soil and/or rock types and the transition may be gradational. U •>'/\% yy\> yy\> y\> RX ROCK: — 80% boulders at surface to 10', abundant cobbles, dense, dry \>/y\>' —5 ,yy\i' - ,>\>' yy \>/\,>/\>' _ ,yy\> — 10 :: SW WELL GRADED SAND: light brown to white, medium dense, dry, fine - to coarse grained sand to mostly gravel, cobbles and sand — 15 light brown, clamp, abundant gravel and cobbles to 10" diameter, few boulders -- 20 ---90%cobbles, sand and gravel, no boulders —25 -.---'— ._— GPS: 568010, 3718496 N Total Depth: 25 feet Groundwater not encountered _ Bedrock not encountered High top caving potential Ilole not backfilled !hj Earth Systems } Southwest 79-81113 Country Club Drive, 13crmuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -31 Project Name: Travertine Dile Number: 11 l 12-04 `Fest Pit location: Sec Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged By: 1). Wiggins Depth (Ft.) Sample 'type' ca c0 cn Symbol :D' Q- n Moisture Content (%) Mote: approximate Description of Units Page 1 or 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — 0 - :• SW WELL GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter, white minerals Approximation By Weight: - 75% Sands and Gravel 5 15% Cobbles 10% Boulders — 10 few boulders at bottom 15 Refusal at 15' — 20 GI'S: 568011 E, 37180701' Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil 1n Earth Systems Southwest 79-81113 Country Club DI lye, Bermuda Duties, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -32 Project Name: Travertine File Number: 1 1 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Samp1 ypelcDescription Symbol Dry Density (pet) Moisture Content (%) of Units Page 1 of 1 U Note: The stratification lines shown represent the a i� o 5 n D approximate boundary between soil and/or rock types and the transition may be gradational. 0 • SW WELL GRADED SAND: light brown to white, medium dense, dry, fine - to coarse grained sand, abundant gravel and cobbles to 12" diameter, some boulders near surface Approximation 13y Weight: – 80% Sands and Gravel — 5 – 15% Cobbles 11 I 0.5 – 5% Boulders — 10 — 15 no boulders at bottom 20 Gi'S: 567900, 3718060 Total Depth: 20 feet Groundwater not encountered Bedrock_ not encountered Moderate caving potential — 25 Backfilled with native soil .7n Earth Systems "42....e Southwest 79-$1 113 Country Club Drive, 13cntf.uta Dunes, CA 92203 Telephone (76o) 345-1555 Fax (700) 345.7315 Test Pit No: TP -33 Project Name: Travertine File Number: 1 11 12-04 Test Pit Location: See Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator i,ogged By: D. Wiggins Depth (Ft.) Sample TypeDescription U _. I✓cl -5 5 >, v) U Dr • Density (pef) Moisture Content (%) Note: approximate Page 1 of 1 of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. —0 - - 10 15 — 20 — 25 711 ,>/y\>' y\>' .y.v\>' RX ROCK: mostly boulders by weight, dense, dry ..... SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 8" diameter Approximation I3y Weight: 80% Sands and Gravel --- 15% Cobblcs 5% Boulders no boulders at bottom GPS: 568300, 3718577N Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-811B Country Club Drive, l8enuuda Dunes, CA 92203 'I elepl one (700) 345-1588 t'a; (760) 345-7315 Test Pit No: TP -34 ProjeCt 14anle: Travertine File Number: I 1 1 12-04 Test )it Location: See Figure 2 13xploration Date: October 24, 2007 Excavation Method: Excavator Logged By: 1D. Wiggins 1 Depth (Ft.) Buil: _ r SPT MOD Calif C Symbol Moisture Content (%) Description of Units Page 1 of 1 Cc- Note: The stratification lines shown represent the J approximate boundary between soil and/or rock types and the transition may be gradational. SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 10" diameter I Approximation 13y Weight: 80% Sands and Gravel — 5 -- 15% Cobbles 5% Boulders • — 10 — 15 — 20 cobbles in bottom, broken irrigation line GPS: 568506 E, 3718546 N Total Depth: 18 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil _on Earth Systems Southwest 79-81113 Country Club Drive, ]3ci mula Dunes, CA 92203 'telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -35 Project Name: "Travertine File Number: 1 1 1 12-04 Test 'it Location: See F.gure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Bulk _ r SPT MOD Calif. i - Symbol Dry Density- (pof Moisture Content (%) Description of Units Page 1 or 1 u Note: The stratification lines shown represent the ;,] approximate boundary between soil aud/ol'rock types and the transition may be gradational, SW WELL GRADED SAND: light brown to white, dense, dry, fine to coarse 106 1.6 grained sand, abundant gravel and cobbles to 12" diameter Approximation By Weight: 85% Sands and Gravel 5 10% Cobbles < 5% Boulders • 10 --- 15 ........ very dense damp boulder's at bottom, broken Irrigation pipe --- 20 GPS: 568215 E. 3718062 Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential ---- 25 Backfilled with native soil ,n Earth Systems Southwest 79.-811B County Cub Drive, Bermuda Dunes, CA 92203 Telephone (700) 345-1588 Fax (760) 345-7315 Test Pit No: TP -36 Project Name: Travertine File Number: I [ 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft.) Bulk c SPT mor) Calif. c { Symbol Ei ?iWage Moisture I Content (%) 1 I of 1 ofnits Units sNote: The stratification lines shown represent the a r uc. 2 approximate boundary between soil and/or rock types and the transition may be gradational. —0 Sw WELL GRADED SAND: light brown to white, medium dense, dry, fine - to coarse grained sand, abundant gravel and cobbles to 12" diameter 105 1,3 Approximation By Weight: - 80% Sands and Gravel 5 - 15% Cobbles 5% Boulders — 10 • — 15 damp - no boulders or cobbles at bottom — 20 G1S: 568608 L, 3718014 N - Total Depth: 18 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil — '2n Earth Systems Southwest 79-81 113 Comm.), Club Drive, 13crnioda Dunes, CA 92203 Telephone (760) 345.1588 Fax (760) 345-7315 Test Pit No: TP -37 Project Name: Travertine file Number: 11112-04 Test 'it Location: See E '•gure 2 Exploration Date: October 26, 2007 Excavation Method: Excavator Logged I3y: D. Wiggins IDepth (Ft.) Sample' Type Symbol , Moisture Content (%) Page 1 of 1 Description of Units U u Note: > a q approximate The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — 0 SW WELL GRADED SAND; light brown to white, medium dense, dry, fine - to coarse grained sand , abundant gravel and cobbles to 12" diameter 1 I I 2.6 clamp Approximation 13y Weight: 75% Sands and Gravels 20% Cobbles < 2% Boulders -- 10 — 15 — 20 no boulders In bottom, broken irrigation pipe — 25 GPS: 568808 E, 3718016 N Total Depth: 25 feet Groundwater not encountered - Bedrock not encountered Stratification visible Lligh caving potential Backfilled with native soil _ 1 n Earth Systems Southwest 79-81113 County Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: `I'P-38 Project Name: Travertine File Number; 1 1 1 12-04 Test Pit location: See Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft.) Sample' Type Symbol v; Ei, c Moisture Content (%) Page 1 of 1 Description of Units v U Note: The stratification lines shown represent the .24 F o n c. 5_ :Dn, te approximate boundary between soil and/or rock types and the transition may he gradational. — 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter Approximation 13y Weight: 75% Sands and Gravel — 5 20% Cobbles 5% Boulders -- 10 — 15 some cobbles, no boulders at bottom — 20 GPS: 568807 E, 3718329 N "Total Depth: 20 feet Groundwater not encountered 13edrock not encountered Stratification visible — 25 Moderate caving potential l3ackfilled with native soil Earth Systems '' Southwest 79-81113 Comity Club Drive, 13ermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -39 Project Name: Travertine File Number: 11112-04 Test Pit Location: Sec Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth {Ft.) SamplePage Type ^' - c., O m v) 0 , (..) .ui "-3U Note: p- 12, Moisture Content (%) approximate 1 of 1 Description of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. 0 - —5y _ - --- 10 15 20 --- 25 . �n y NY \>/\> \>/\>/\> ry RX 112 1.0 ROCK: boulders predominate by weight, very dense, dry, some sands and gravel SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter Approximation I3y Weight: 80% Sands and Grave) 15% Cobbles — 5% Boulders no boulders at bottom GPS: 567905, 3718311 N Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-81113 County Club Drive, 13ernnula Dunes, CA 92203 rQIepluvac (760) 345-155$ Fax (760) 345-7315 Test Pit No: TP -40 Project Name: 'Travertine File Number: 11112-04 Test 'it Location: See Figure 2 Exploration Datc: October 24, 2007 hxcavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft) Sample Symbol Dry Density (Pel) Moisture Content (%) Type v) Description of Units Page 1 or 1 t? . o J Note: The stratification lines shown represent the ttpproxintate boundary between soil and/or rock types m and the transition may he gradational. ....... SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter 114 1.5 Approximation I3y Weight: 80% Sands and Gravel _ S 1 8% Cobbles 2% Boulders — 10 damp, cobbles, no boulders, broken irrigation pipe — 15 — 20 (3PS: 569005. 3718315 N Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil zn Earth Systems Southwest 79-81 1B Country Club Drive, 13ennnda DuueN, CA 92203 Telephone (760) 345-1588 fax (760) 345-7315 Test Pit No: TP -41 Project Name: Travertine File Number: 11112-04 Test it Location: See Figure 2 Exploration Date: October 25, 2007 Excavation Method: Excavator Logged i3y: D. Wiggins Depth (Ft) Sample Type. °= Symbol ;, -7, Moisture Content (%) Page 1 of 1 Description of Units u va Note: The stratification lines shown represent the s H p 0. d p rn p approximate boundary between soil and/or rock types and the transition may be gradational. — 0 .... SW WELL, GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 8" diameter 105 0.6 Approximation 13y Weight: 90% Sands and Gravel — 5 < 10% Cobbles < 1% Boulders ---- 10 — 15 damp no cobbles or boulders at bottom -- 20 GPS: 569407 E. 3717971 Total Depth: 18 feet Groundwater not encountered Bedrock not encountered Some stratitication visible 25 Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-81113 Country Club Drive, 13ctmuda Dunes, CA 92203 'telephone (700) 345-1588 Fax (700) 345-7315 Test Pit No: 'TP -42 Project Name: Travertine File Number: 1 1 1 12-04 'fest 'it location: Sec Figure 2 Exploration Date: October 25, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (FL) Bulk = v SPT MOD Calif, ca Symbol ..................... . v) Dry Density (pcf) Moisture Content (%) Description of Units Page 1 01` 11 U Note: The stratification lines shown represent the ;: approximate boundary between soil and/or rock types and the transition may be gradational. sw WELL GRADED SAND: light brown to white, medium dense, dry, fine -- to coarse grained sand, abundant gravel and cobbles to 8" diameter - Approximation 13y Weight: - 75% Sands and Gravel — 5 20% Cobbles 5% I3oulders — 10 • — 15 — 20 (3FS: 568030, 3718828 'Total Depth: 22 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil — -In Earth Systems Southwest 79-81113 Country Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345.7315 Test Pit No: TP -43 Project Name: Travertine File Number: 11 1 12-04 Test 'it Location: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged I3y: D. Wiggins ' Depth (Ft.) Bulk SPT MOD Calif. it Symbol USCS L, l' Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. 0 SW WELL, GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter Approximation By Weight: 50% Sands and Gravel 5 — 40% Cobbles — 10% Boulders — 10 cobbles at bottom — 15 — 20 GPS: As planned Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil _ -1/1 Earth Systems Southwest 79-81 113 Comm), Club Drive, 13ennuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP44 Project Name: Travertine File Number: 11112-04 Test 'it Location; See Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged (3y: I). Wiggins Depth (Ft.) Bulk :r, SPT MOD Calif ca Symbol Moisture Content (%) Mage t of' 1 Description ofUnits ,,, �- Note: The stratification) lines shown represent the h.' ' approximate boundary between soil and/or rock types and the transition may be gradational. — 0 SW WELL GRADED SAND: light brown, medium dense, dry, fine to coarse - grained sand, abundant gravel, few cobbles to 6" diameter scattered throughout - 103 0.6 Approximation 13y Weight: - 98% Sands and Gravel — 5 2% Cobbles No Boulders --- 10 • slightly damp — 15 ---- 20 GPS: 567986 E, 3719298 - 'Total Depth: 15 feet Groundwater not encountered Bedrock at bottom Moderate caving potential 25 Backfilled with native soil 111 Earth Systems Southwest 79-81113 Country Club 1)rive, 13enrnnda Duties, CA 92203 'telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -45 Project Name: Travertine avertinc File Number: 11112-04 'Gest Pit Location: See Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged I3y: D. Wiggins Depth (Ft.) Bulk SPT ti1OD Calif. o Symbol USCS .0 U z- nand Moisture Content (%) Note: approximate Deser•iption of Units [Page 1 or 1 The stratification limes shown represent the boundary between soil and/or rock types the transition may be gradational. — 0 - - _ — 5 --- 10 — 15 ---- 20 - — 25 . .n SW 106 1 0 WELL GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, abundant gravel Approximation I3y Weight: 70% Sands and Gravel 25% Cobbles <5% Boulders 5 to 8 feet: cobbles, few boulders GPS: 567998, 3719216 'Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil Earth Systems O Southwest 79-81113 Country Club Olive, Bermuda I)uncs, CA 92203 1.0l0p11one(700)345-1588 Fax (760) 345-7315 Test Pit No: TP -46 Project Name: 'Travertine File Number: 1 I 112-04 Test Pit Location: See F.gure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Bulk _ r SPT MOD Calif. h"... o "' Moisture Content (%) Description of Units Page 1 of 11 'file stratification lines shown represent the Note: n' a approximate boundary between soil and/or rock types and the transition may be gradational, —0 SW WELL GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, abundant gravel, few cobbles 106 0.6 Approximation By Weight: 90% Sands and Gravel — 5 10% Cobbles No Boulders — 10 — 20 GPS: 568070, 3719220 - Total Depth: 15 feet Groundwater not encountered Bedrock near outcrop/ridge Some stratification visible — 25 Moderate caving potential Hole not backfilled — 30 Earth Systems 'i Southwest 79-81113 County Club Drive, lien uda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -47 Project Name: Travertine File Number: 1 1 1 12-04 Test 'it Location: Sec Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged By: D. Wiggins IDepth (Ft.) Sample Type Symbol Dry Density (pcf} Moisture Content (%) Page 1 01 1 Description of Units t U Note: The stratification lines shown represent the ;,,) approximate boundary between soil and/or rock types 0 and the transition may be gradational. -.- 0 SW WELL GRADED SAND: light brown to white, dense, dry, fine to coarse - grained sand, abundant gravel, cobbles and boulders to 12" diameter Approximation By Weight: 30% Sands and Gavel 5 20% Cobbles 50% Boulders — 10 — 15 -- 20 GPS: 567982, 3719012 Total Depth: 15 feet Groundwater not encountered Bedrock not encountered High caving potentia] — 25 Backfilled with native soil Earth Systems Southwest 79-81113 Comfit), Club Drive, Bermuda Dunes, CA 92203 Telephone(760)345-1588 Fax (760)345-7315 Test Pit No: TP -48 Project Name: Travertine File Number: Ill ] 2-04 'rest Pit Location: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Et.) Sample Type Symbol Dry Density (pcf) Moisture Content (%) ]'age 1 of 1 Description of Units The stratification lines shown represent the Note: 0 0 CA approximate boundary between soil and/or rock types and the transition may be gradational. 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine • to coarse grained sand, abundant gravel and cobbles Approximation 13y Weight: - ? 70% Sands and Gravel — 30% Cobbles < 2% Boulders -T 10 — 15 — 20 GPS: 568221, 3719025 Total Depth: 15 feet Groundwater not encountered Bedrock not encountered 'rhiniy statilied — 25 Moderate caving potential Backfilled with native soil — '2n ket Earth Systems Southwest 79-81 113 CouNry Club Drive, 13enmuSa Dunes, CA 92203 Telephone (760) 345-1588 Fax (760)345-7315 Test Pit No: TP -49 Project Name: 'Travertine File Number: 11112-04 Exploration Date: Excavation Method: Excavator Test Pit Location: See Figure 2 Logged By: D. Wiggins Depth (Ft.) Sample Symbol 1 Dry Density (pcf) Moisture Content (%) Type Description of Units Page 1 of The stratification lines shown represent the .t u U vi Note: x H ca 5_ approximate boundary between soil and/or rock types and the transition may be gradational. _m 0 — 5 - 10 — 15 — 20 25 Test Pit Not Excavated Earth Systems �"�� Southwest 79-81113 Country Club Drive, 13ennuda tunes, CA 92207 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit NO: TP -SO Project Name: Travertine File Number: 1 ] 1 12-04 Test Pit Locatio 5: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged I3y: I). Wiggins Depth (Ft.) BuIk _ s SPT MOD Calif. ro o E %, til D •;� u bri. Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. -- 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to — 10", trace boulders below 3' Approximation 1.3y Weight: 80% Sands and Grave] — 5 18% Cobbles < 2% Boulders — 10 — 15 -- 20 GPS: 568306 E. 3718879 N "Total Depth: 18 feet Groundwater not encountered Bedrock not encountered Moderate caving potential - 25 Backfilled with native soil - 50 Earth Systems Southwest 79-81113 Comil:y Club Faire, I3ennnda Dunes, CA 92203 Telephone (760) 345-1588 Par (760) 345-7315 Test Pit No: TP -51 Project Name: Travertine File Number: 11112-04 Test Pit Location: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged By; 1). Wiggins Depth (Ft.) Sample['age Type o ua 7,' Moisture Content (%) 1 of 1 Description of Units >> „) Note: The stratification lines shown represent the approximate boundary between soil and/or rock types aO p v, 5' ten`', and the transition may be gradational. — 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine - to coarse grained sand, abundant gravel and cobbles to 12" diameter - Approximation 13y Weight: 80% Sands and Gravel 5 20% Cobbles G 1°/n Boulders — 10 -- 15 — 20 ..... GPS: 568236, 3718773 - Total Depth: 20 feet _ Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil BORING LOGS BY NMG APPENDIX C LABORATORY TEST RESULTS BY NMG Hofmann / La Quinta - Travertine APPENDIX La Quinta, CA Project Number: 18186-01 SUMMARY OF SOIL LABORATORY DATA Boring/Sample Information Field Wet Density (pcf) Field Dry Density (pcf) Field Moisture Content (%) Degree of Sat. (%) Si eve/ Hydrometer Atterberg Limits USCS Group Symbol Direct Shear Compaction Expansion Index R -Value Soluble Sulfate Content (/ by wt) Remarks Boring No. Sample No. Depth (feet) End Depth (feet) Elevation (feet) Blow Count (N) Fines Content (% pass. #200) Clay Content (% pass. 2p) LL (%) PI (%) Ultimate Peak Maximum Dry Density (pcf) Optimum Moisture Content (%) Cohesion (psf) Friction Angle (0) Cohesion (psf) Friction Angle (0) H-1 D-1 5.0 40.0 30 120.7 119.1 1.3 8.4 H-1 B-1 5.0 40.0 H-1 D-2 10.0 35.0 40 1.1 Disturbed H-1 D-3 15.0 30.0 41 117.3 115.3 1.7 9.8 H-1 D-4 20.0 25.0 45 117.9 116.4 1.3 7.8 H-1 SPT -1 21.5 23.5 32 1.4 13 2 SM H-1 D-5 23.0 22.0 40 0.9 Disturbed H-1 SPT -2 24.5 20.5 21 1.9 H-1 D-6 26.0 19.0 30 2.5 Disturbed H-1 SPT -3 27.5 17.5 15 1.1 H-1 D-7 29.0 16.0 50 126.5 123.9 2.1 15.5 H-1 SPT -4 30.5 14.5 32 1.8 10 SW -SM H-1 D-8 32.0 13.0 70 1.4 Disturbed H-1 SPT -5 33.5 11.5 22 2.0 H-1 D-9 35.0 10.0 57 1.8 7 SW -SM Disturbed H-1 SPT -6 36.5 8.5 32 1.6 H-1 D-10 38.0 7.0 85 1.2 Disturbed H-1 SB -1 38.1 6.9 H-2 D-1 5.0 45.0 24 0.5 Disturbed H-2 D-2 10.0 40.0 43 0.5 Disturbed H-2 B-1 10.0 40.0 H-2 D-3 15.0 35.0 40 0.7 Disturbed H-2 D-4 17.0 33.0 50 0.6 Disturbed H-2 SPT -1 18.5 31.5 24 0.6 H-2 D-5 20.0 30.0 43 0.7 4 SW Disturbed H-2 SPT -2 21.5 28.5 31 0.7 H-2 D-6 23.0 27.0 60 1.0 Disturbed H-2 SPT -3 24.5 25.5 48 0.8 H-2 D-7 26.0 24.0 82/9" 0.9 Disturbed H-2 SPT -4 27.5 22.5 50/1" NR H-2 D-8 29.0 21.0 89 0.5 5 SW Disturbed H-2 SPT -5 30.5 19.5 28 0.8 H-2 D-9 32.0 18.0 70 118.4 117.5 0.8 4.7 SP/SW CN H-2 SPT -6 33.5 16.5 27 0.8 H-2 D-10 35.0 15.0 58 1.0 Disturbed NMG Sheet 1 of 2 Geotechnical. Inc Printed: 8/27/21; Template: SUM_ SOIL_ LAB_ ALL; Proj ID: 18186-01.GPJ Hofmann / La Quinta - Travertine APPENDIX La Quinta, CA Project Number: 18186-01 SUMMARY OF SOIL LABORATORY DATA Boring/Sample Information Field Wet Density (pcf) Field Dry Density (pcf) Field Moisture Content (%) Degree of Sat. (%) Si eve/ Hydrometer Atterberg Limits USCS Group Symbol Direct Shear Compaction Expansion Index R -Value Soluble Sulfate Content (/ by wt) Remarks Boring No. Sample No. Depth (feet) End Depth (feet) Elevation (feet) Blow Count (N) Fines Content (% pass. #200) Clay Content (% pass. 2p) LL (%) PI (%) Ultimate Peak Maximum Dry Density (pcf) Optimum Moisture Content (%) Cohesion (psf) Friction Angle (0) Cohesion (psf) Friction Angle (0) H-2 SPT -7 36.5 13.5 28 0.8 H-2 D-11 38.0 12.0 55 1.0 Disturbed P-1 D-1 5.0 40.0 42 122.0 120.5 1.2 8.2 P-1 D-2 10.0 35.0 26 116.7 112.5 3.8 20.5 P-1 D-3 15.0 30.0 36 120.4 112.3 7.3 39.1 9 1 SW -SM P-1 D-4 20.0 25.0 50/6" NR P-1 D-5 21.5 23.5 64 122.6 118.3 3.7 23.3 SP/SW CN P-2 D-1 5.0 38.0 56 1.1 Disturbed P-2 D-2 10.0 33.0 46 NR P-2 D-3 15.0 28.0 31 1.6 Disturbed P-2 D-4 20.0 23.0 46 122.4 120.6 1.4 9.8 P-2 D-5 22.5 20.5 77 1.9 4 SP Disturbed P-3 D-1 5.0 41.0 18 0.8 Disturbed P-3 D-2 10.0 36.0 20 1.1 Disturbed P-3 D-3 13.5 32.5 45 0.8 Disturbed P-3 D-4 15.0 31.0 44 0.9 Disturbed P-3 D-5 16.5 29.5 37 0.7 4 SW Disturbed P-3 D-6 18.5 27.5 31 0.7 Disturbed P-4 D-1 5.0 50.0 29 0.8 Disturbed P-4 D-2 10.0 45.0 28 0.8 Disturbed P-4 D-3 15.0 40.0 48 1.0 Disturbed P-4 D-4 20.0 35.0 39 NR P-4 D-5 22.0 33.0 46 0.7 Disturbed P-4 D-6 23.5 31.5 44 0.7 Disturbed P-5 D-1 5.0 55.0 27 0.7 Disturbed P-5 B-1 5.0 55.0 P-5 D-2 10.0 50.0 50/6" 0.7 Disturbed P-5 D-3 15.0 45.0 45 NR P-5 D-4 20.0 40.0 80 0.5 Disturbed P-5 D-5 25.0 35.0 55 121.1 120.7 0.3 2.0 P-5 D-6 27.0 33.0 51 0.7 4 SW Disturbed P-5 D-7 28.5 31.5 72 0.6 Disturbed Sheet 2 of 2 Geotechnical. Inc NMG Printed: 8/27/21; Template: SUM_ SOIL_ LAB_ ALL; Proj ID: 18186-01.GPJ Template: NMSIV; Prj ID: 18186-01.GPJ; Printed: 8/25/21 GRAVEL SAND BOULDERS COBBLES coarse fine coarse medium fine SILT OR CLAY U.S. SIEVE OPENING 36 12 6 STANDARD IN INCHES 3 1-1/2 3/4 3/8 4 U.S. STANDARD SIEVE 8 16 30 NUMBERS 50 100 200 HYDROMETER 100 1 1 \ Lt. . \ - N.;:aiii 1 N . 1 ‘ I I 1 90 .ci- • 0.0, -••••• \ ' 1 CA. \ A 80 ie. \ \.. A 13: • 0 \ 70 ok ..,-- .‘ %. \ ''. \ 60 CO A, i_ 50 z w c..) CC Ili \ t, A ...\ A i) 40 a 1,. •,.‘ • .. k • \ ' 30 4r. \.*\ %IC \ • A \ -.. 20 \ \ .4.. .. .••'. \\•.\%A• ‘ 0 tik ..\\ 10 0 1 1 1 1 1 1 1 1 \ • . ,„...e. • -46; \ • es 1 I • M . 4, 1 ' 0 Z. ..: .. ., 1,000 100 10 1 0 1 0.01 0.001 PARTICLE SIZE (mm) Symbol Boring Number Sample Number Depth (feet) Field Mre oistu (0/0 LL PI Activity PI/-2p c u Cc Passing No. 200 Sieve (%) Passing 2p (')/0) USCS 0 H-1 SPT-1 21.5 1 13 2 SM 1 H-1 SPT-4 30.5 2 14.4 1.2 10 SW-SM A H-1 D-9 35.0 2 10.5 1.1 7 SW-SM * H-2 D-5 20.0 1 6.8 1.1 4 SW 0 H-2 D-8 29.0 1 9.3 1.1 5 SW PARTICLE SIZE DISTRIBUTION Hofmann / La Quinta - Travertine WAR . La Quinta, CA PROJECT NO. 18186-01 NMG Geotechnical, Inc. Template: NMSIV; Prj ID: 18186-01.GPJ; Printed: 8/25/21 Template: NMSIV; Prj ID: 18186-01.GPJ; Printed: 8/25/21 GRAVEL SAND BOULDERS COBBLES coarse fine coarse medium fine SILT OR CLAY U.S. SIEVE OPENING 36 12 6 STANDARD IN INCHES 3 1-1/2 3/4 3/8 4 U.S. STANDARD SIEVE 8 16 30 NUMBERS 50 100 200 HYDROMETER 100 I °1k • \Iist_. At` 9Pl •I 3k •... I I I 1 90 N:lilk silis 0 • Ii. i 80 \ ‘ \ * \ \ • ,, . • • • 70 \ l• \ \ ^ • 2 60 (7) u) o_ \ \ A • \ \ XI:\ 0 • i_ 50 z u.1 c..) cC Ili X % V, V• A. • • 40 a \ \ '\ •• •• • 30 k \ \ Nk * .• \ ..-. o 20 \ lc A \ • 10 0 1 1 1 1 1 1 1 1 ......s..... 1 1 :.... 4.. ..„ ,,,.. 1,000 100 10 1 0 1 PARTICLE SIZE (mm) 0.01 0.001 Symbol Boring Number Sample Number Depth (feet) Field Moisture ( ok) LL PI Activity PI/ -2p Cu Cc Passing No. 200 Sieve (%) Passing 2p (%) USCS 0 P-1 D-3 15.0 7 16.5 1.0 9 1 SW -SM 1 P-2 D-5 22.5 2 18.8 0.8 4 SP A P-3 D-5 16.5 1 6.2 1.1 4 SW * P-5 D-6 27.0 1 9.5 1.2 4 SW PARTICLE SIZE DISTRIBUTION Hofmann / La Quinta - Travertine WAR . La Quinta, CA PROJECT NO. 18186-01 NMG Geotechnical, Inc. Template: NMSIV; Prj ID: 18186-01.GPJ; Printed: 8/25/21 Template: NMCONS; Prj ID: 18186-01.GPJ; Printed: 8/25/21 LEGEND 0 0 = initial moisture -O • = after saturation % Collapse (-) or % Swell (+) -1.45 2 • STRAIN (%) N O co 0) N) O 00 0) � 0 1 1 10 100 STRESS (ksf) Boring No. H-2 Sample No. D-9 Depth: 32.0 ft Sample Description: (Qal) Olive brown SAND USCS: SP/SW Liquid Limit: Plasticity Index: Percent Passing No. 200 Sieve: Test Stage Moisture Content (%) Dry Density (pcf) Degree of Saturation (%) Void Ratio Initial 1.3 111.3 6.8 0.514 Final 15.9 113.7 89.1 0.482 CONSOLIDATION TEST RESULTS Hofmann / La Quinta - Travertine NM /////////j NMG La Quinta, CA PROJECT NO. 18186-01 Gcotcchnical, Inc. Template: NMCONS; Prj ID: 18186-01.GPJ; Printed: 8/25/21 Template: NMCONS; Prj ID: 18186-01.GPJ; Printed: 8/25/21 LEGEND 0 0 = initial moisture 0— • = after saturation % Collapse (-) or % Swell (+) -1.34 2• STRAIN (%) N O co 0) N) O 00 0) � 0 1 1 10 100 STRESS (ksf) Boring No. P-1 Sample No. D-5 Depth: 21.5 ft Sample Description: (Qal) Olive brown SAND USCS: SP/SW Liquid Limit: Plasticity Index: Percent Passing No. 200 Sieve: Test Stage Moisture Content (%) Dry Density (pcf) Degree of Saturation (%) Void Ratio Initial 2.0 109.0 9.9 0.546 Final 15.8 111.4 83.3 0.512 CONSOLIDATION TEST RESULTS Hofmann / La Quinta - Travertine NM //////j/////j NMG La Quinta, CA PROJECT NO. 18186-01 Gcotcchnical, Inc. Template: NMCONS; Prj ID: 18186-01.GPJ; Printed: 8/25/21 LABORATORY TEST RESULTS BY OTHERS LABORATORY TEST RESULTS BY SLADDEN (2001) APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the Boring Logs, and is useful in estimating the strength and compressibility of the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Consolidation Testing: Ten relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. Madden Engineering 132 131 p 130 129 128 127 Job No.: 544-1211 65 7 7.5 8 Moisture Content (%) METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C 8.5 9 9.5 BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 1@0-5' 131 81 MAXIMUM DENSITY -OPTIMUM MOISTURE CURVE 135 134 ¢ 1.3 132 131 130 T Job No.: 544-1211 55 6.5 7 7 5 8 8.5 Moisture Content (%) METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 3@0-5' 134 7.0 MAXIMUM DENSITY -OPTIMUM MOISTURE CURVE 0 .0 .0 .0 01 .11 .12 .13 0.000 Pressure in KIPS per Square Foot 0 Q 600 Consolidation Diagram Trilogy at La Quinta Boring 1 @ 5' SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544 1211 - =Ff€ec € ddir _ _ _ — _ 4 — . - - - - - - - -. --._ - .- - .1 _ _ _ - iR.eboUrra _ - _ _ - _ _ Consolidation Diagram Trilogy at La Quinta Boring 1 @ 5' SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544 1211 0 .0 .0 N a) co.0 .0 .0 0.1 .11 .12 .13 0.000 Pressure in KIPS per Square Foot 0.7 Consolidation Diagram Trilogy at La Quinta Boring 1 @ 15' SLADDEN ENGINEERING Date: 9/16/01 IJob No.: 544-1211 _ _ _- _ --Ai;ffec� _ - -Addin _ _ �- ._ _ 2— - r — I L — L _ — _ _ = _ 1T6-13 o-und""E= t —_ - _ — - I - _ _ - - -- — - Consolidation Diagram Trilogy at La Quinta Boring 1 @ 15' SLADDEN ENGINEERING Date: 9/16/01 IJob No.: 544-1211 0 .0 0 .0 a> a) .0 0 • crs O o .0' F". .0 .0 0.1 .11 .12 .13 0.000 Pressure in DIPS per Square Foot .575 2.300 2.875 _ - 0 _ El'-cAddixi g baa€er- - _ T — _ 3= Ibebound — - 4 = _ 1 - _—_ — - d- -- _ _ a k –1 - — — 4- _ _ _ �_ – Consolidation Diagram - Trilogy at La Quinta Boring 1 @ 20` SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544-1211 0.0 .01 3 a .04 a co .05 06 0 ro 0 07 C.> 8 .09 0.1 1 .12 .13 Pressure in KIPS per Square Foot 0.000 .575 2.300 2.875 — :Ei%c IAdd;r g Wei r = Riou-nd _ $ - = L -+- T - r Consolidation Diagram Trilogy at La Quinta Boring 1 @ 25' SLADDEN ENGINEERING Date: 9/16/01 !Job No.: 544-1211 .0 .0 .0 01 .11 .12 .13 0.000 Pressure in KIPS per Square Foot .575 2.300 4.600 - Effect of riding _ Nater Consolidation Diagram Trilogy at La Quinta Boring 1 @ 30' SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544-1211 Rebound=—'—_ — + 4 = _- — -- - _ — _ _ —_ -----r -- -- T L IFT - = rk=- c Consolidation Diagram Trilogy at La Quinta Boring 1 @ 30' SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544-1211 0.0 .01 .02 .03 .04 05 C.) 1.:: z .08 9 0.1 1 2 .13 Pressure in KIPS per Square Foot 0.000 .575 2.300 4.600 t 'Effect o Addtn 4 Rebound __ - F Consolidation Diagram F - Trilogy at La Quinta Boring 1 @ 40' SLADDEN ENGINEERING Date: 9/16/01 IJob No.: 5444211 1 154X(3M 3S iy O D430 0 R Si tad g Q $ s� d z . a 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.01 GRAIN SIZE IH MILLIMETERS .c r 25 GRADATION CURVES GRAVEL SAND CaRSt 1 /IME I owst 1 MEDIUM EINE 8- - PL 1 R g - m LL z g- W N s { R- o N �-44 o 1 I _- .o- i I I 1 i W v. f---- I I I I I 1 I f t I a 1 c n W i 1 < - - — _I vi t _ 8 & 2 o $ 2g R.„ iH043M A8 1:13Nt! 1N30b3d 1Na13M A8 if 351fYCO Din 0 _ R g Y 2 a 34 Q $ & 8; G U. S. STANDARD SIEVE l OPENING IN INCHES U. S. STANDARD SIEVE NUMBERS HYDROMETER 6 4 3 2 1 1 f 0 1 3 4 6 1 10 14 16 20 30 40 50 70 100 140 200 . 100 50 10 5 1 0.5 0.1 0.050.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS 6 1 GRADATION CURVES /E _ a 3,1 — — ! j 0 — I ' _ I 1 1 , — 1 [ 1 . 1 - I 'I I0 I f 1 I It n a y� � W J Z") c, U of ui - 8 2 2 o $ 2s R R o ox 1ND13M A8 a3Nli 11433d34 IHXt3M A8 krISIIYCO DMs3d o o g R Si' S yg Q 2 & 8_ s C a X) I00 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS 1 GRADATION CURVES GRAVEL SAND const 1 hit COARSE 1 MEDIUM I Vita s- 8- Q- N K m LL ig - R s or— �o97' ( 1 w — I I I — z I 1 I t I. _` I 1 I . 1 1 V 1 1 I 1 i ` 1 N - — z E 8 8 2 2 9 2 R o o as IHK13M A9 )13 NU 1N30 113d Project No.: 544- 0o S o < I 0 z LU v-� bO 0 1H'x3M Ila tt3SItYU3 1N3Ja3d o o R $ S Q $ bt 8 r, d z a U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 6 1 3 2 1+ 1 -- 3 4 6 110 1416 20 30 40 50 70 100 140 2110 b 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS d GRADATION CURVES GRAVEL SAND count1 LINE _ COMSE 1 MEDIUM I FINE .- r " I3 7s U I 1 I I 1 � 1 _ 1 1 I I I _ I , 1 L O I � I _ 1 _ E vi 8 R $ - o, 2 2 g $ R o ox i} 43M 18 a3Nti 1/Ma3d (D uJ 1NX43M A8 T3Sfl V3 i) 0 o R 8 Si g $ n il f 34 Q 2 x 8- 0 z c 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS 1 a GRADATION CURVES - GRAVEL SAND o3AAu 1 FINE _ EYMRSE I MEDIUM rim( / 8- - / O N a W _ S 3 //// J zg- o s R- n o U o_ 4 i Y - I ! I z I I � ^- 1 o i 3 I I N � v4 z E 8 ,o 2 2 g 2 R o o �s 1ND43M A43 M3NLI 1N30834 O < CD LLJ 1.1-013M A8 a3S4Y03 1N]3 o o R 8 Si' 2 H34 $ $ & 8- 0 z a 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS S2 GRADATION CURVES r, GRAVELi SAND COARSE 1 EIRE _ [ COARSE 1 MEDIUM fIRE 8- - R I — m8 7 Z g_ 18 8 h cc R— o .o U w - / i - 1 N. I i -I w ("•-4--- ( I I 1 0H- L n E lv I � 1 1 1 i z < vi _ d Z vi 8 R 2 - 2 ox o 2 3 R o IH013M AB 113NLI LN301134 C7 W Ua1313M AH 113s4vcO 1.).130t13.1 0 o R R 9 2 $ R 8 & 8^ X-.) 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.00 GRAIN SIZE IN MILLIMETERS 8— - ... _ o_ mg zg_ Z _ 0 0 O ! I ! i • 1i • z I I I I . W Z_ 1 U • o ! COBBLES N � 7 � 8 9 � 2 $ 4 $ R o o2 E 11013M 1.8 83N13 1,13834 vi CD w 11t013M AH N3SINO0 Dm 0 o R 8 4 2 1134 ? 8 x 8_ 100 50 10 5 1 0,5 0.1 0.05 0.01 0.005 0.C( GRAIN SIZE IN MILLIMETERS 1- a g- 8- - / ws c Q— N GC WS m zg ij — _ 8 A z cc o s o_ ..— .0— / 1 1 1 1 ," _ 1- / N T-" 1 Z Wt-iI ( I 1 -- i I 1 U Oyu 1 fy _ O n - , N � 1, - N W m m O O 8 SZ i3 o $ 52 g R R o ox 114J13M A8 2f3NU 14302f3d E vi W 3AB AB Y3SINCO 1U30a34 0 o R R S R $ Q $ St 8^ 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0C GRAIN SIZE IN MILLIMETERS 8— - cR— o m 8 2 Z g .-- 5Z 5 N VVV111 O FR - 0 0 Z , o a id — I ._ 1 •— I I GRAVEL 01'�- (.3— - I I . 0 I N � vi coW m al O u z 8 g g o $ R g R R o .114013M AEI El 3N13 1.N30 834 E� CD Z L1.1 TO: ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE E BUENA PARK, CA. 90621 ATTN: BRETT/DAVE PROJECT: #544-1211 DATE: 8/28/01 RO. No.Chain of Custody Shipper No. Lab. No. B 8961 1-2 Specification: Material: SOIL ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per CA. 417 per CA. 422 per CA. 643 ppm ppm ohm -cm #1 Bulk H-1 8.1 255 787 600 max @ 0-5' #2 Bulk H-3 9.1 49 37 2,628 @ 0-5' FORM *2 RESPE 1,1414.1 POP : R P GER Chief Chemist INLAND FOUNDATION ENGINEERING, INC. Consulting Geotechnical Engineers 1310 South Santa Fe Avenue San Jacinto, California 92583-4638 (909) 654-1555 FAX (909) 654-055 September 17, 2001 Project No.: S435-001 Your Project No.: 544-1211 Trilogy SLADDEN ENGINEERING Attention: Brett Anderson 6782 Slanton Avenue, Suite E Buena Park, California 90621 Re: Laboratory Testing — Permeability Study Gentlemen: Transmitted herewith are the results of laboratory testing performed on soil samples obtained by your representative and delivered to our laboratory on August 30, 2001 for testing. Our testing was performed in accordance with current ASTM test methods. The results of our testing are as follows: H-2 S-3 0.0-15 2.09 E-05 H-6 S-9 0.0-45 5.30 E-04 H-6 S-3 0.0-15 3.60 E-05 H-2 S-8 0.0-40 1.40 E-05 These test results relate only to those items tested. This report may be reproduced for the purpose of your investigation arid report. The laboratory testing was performed in accordance with the appropriate methodology as -well -as contemporary principals and practice. We make no other warranty, either express or implied. We hope this information is sufficient for your present needs. If you have any questions, please contact our office. Respectfully, N LAND -F0040 Do ald O:, , W= nson— ,,;:_ DOS:jg Distribution: Addrdtsee-(2) GINEERING, INC. LABORATORY TEST RESULTS URS CORPORATION (2002) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TABLE C-1 SUMMARY OF SOIL LABORATORY DATA Sample Information Situ In Situ Sieve Atterberg Limits Lab Compaction Boring Number Sample Number Depth, feet Elevation, feat MSL USCS GroupContent In Water Dry Unit Waght Gravel, °I. Sand, % c 4200, % LL PL PI Maximum Unit t limum Content, Other 8-1 1 2.5-4 17.0 SP 14.3 80.8 4.9 4 B-1 2 5-6.5 14.5 SP 1.5 SE=79 8-1 3 10-11.5 9.5 SP -SM 1.8 10.3 B-2 SK -1 0-5 1 35.3 SP 0.4 9.8 65.9 4.3 122.0 3.0 8-2 1 2-3.5 33.5 SP 0.4 8-2 3 6.5-8 29.0 SP -SM 0.6 6.7 B-2 1 5 15-16.5 20.5 SW -SM 12.4 80.9 6.7 B-3 SK -1 0-5 19.3 SW 0.6 30.7 64.8 4.5 B-3 1 2.5-4 17.0 SW -SM 0.5 6.7 B-3 3 10-11.5 9.5 SW -SM 0.6 13-4 SK -1 0-5 3.3 SW -SM 0.7 8.5 85.1 6.4 13-4 1 2-3.5 1.5 SW -SM 0.5 B-4 3 10-11.5 45 SW -SM I 0.8 1 13-5 I SK -1 0-10 13.3 SW 0.4 17.7 77.7 4.6 13-5 1 2.5-4 11.0 SW 0.3 8-5 3 7-6.5 6.5 SW -SM 0,5 [ 6.3 B-6 1 2.5-4 3.0 SW -SM 0.5 4.6 85.4 10.0 8-6 2 5-6.5 0.5 SW -SM 0.5 SE=75 B-6 5 20-21.5 -14.5 SM 28.7 8-7 SK -1 0-8 11.3 SP 0.4 10.6 85.9 3.5 B-7 2 5-6.5 6.5 SP 1.2 B-7 3 10-11.5 1.5 SP 0.8 8-7 5 20-21.5 -8.5 SM 31.3 l' 8-8 1 2.5.4 63.0 SM 0.9 13-8 3 10-11.5 55.5 SM 0.1 1 BS 4 15-16-5 50.5 SW -SM 19.9 72.1 7.9 0 8-8 7 26.5.28 39.0 SW -SM 9.8 o B-9 1 25-4 82.0 SP.SM 0.5 1 5.8 0 B-9 3 6.5-8 78.0 L. SM 1.0 12.5 8 B-9 4 10-11.5 74.5 SM SE=69 B-9 os 6 16.5-18 68.0 SM 0.9 8-9 7 20-21.5 64.5 SP -SM 7.0 g 8-10 SK -1 0-7 49.3 SW -SM 0.5 1 15.3 78.2 I 6-4 J_ o cn Dike No. 4 Recharge Facility it Coachella, California**ISIV Sheet 1 of 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TABLE C-1 SUMMARY OF SOIL LABORATORY DATA Sample Information USCS Group Symbol In Sltu Water Content, % In Situ Dry Unit Weight, pcf Sieve Atterberg Limits Lab Compaction Gravel, % Sand, % < #200, "io LL PL PI Maximum Dry Unit Weight, ptf Optimism Water nt Coent, Other Teats Boring Number Sample Number Depth, feet Elevation, feet MSL B-10 1 2.5-4 47.0 SW -SM 0.4 8-10 3 10-11.5 39.5 SW -SM 0.9 B-10 7 21.5-23 28.0 SW -SM 0.7 9.3 8-11 SK -1 0-10 7.3 SP 0.8 9.6 85.7 4.6 8-11 1 2.5-4 5.0 SP 0.7 B-11 3 6.5-8 1.0 SP 0-7 8-11 6 20-21.5 -12.5 SP -SM 0.5 8-11 8 26.5-28 -19.0 SP -SM 11.4 B-12 SK -1 0-7 L 12.3 SW 0.5 11.8 84.4 3.8 B-12 1 2.5-4 1 10.0 SW 0.5 B-12 2 5-6.5 I 7.5 SW 0.4 8-12 3 10-11.5 2.5 SW SE=69 B-12 4 15-16.5 -2.5 SM 18.0 B-12 5 20-21.5 -7.5 SM 1.0 W-1 SK -1 0-4 4.2 SP -SM 0.8 11.3 82.4 6.3 TP -1 PB -3 12-13 -6.2 ML 2.8 71.1 32 30 2 TP -1 5142 12-15 -7.3 SW -SM 0.9 9.4 80.1 10.5 TP -2 SK -1 0-5 20.7 SW -SM 0.7 6.8 86.3 6.9 125.0 4.0 TP -2 SK -2 10-15 10.7 SW 0.8 11.4 84.0 4.6 1111TP-3 SK -1 0-5 44.7 SP 0.5 14.2 83.0 2.8 121.5 3.5 TP -3 SK -2 10-14 35.2 SW -SM 1.2 124 80.3 7.3 TP -4 SK -1 0-5 61.7 SP 0.4 11.1 85.8 3.1 TP -5 SK -1 5-10 27.7 SP 0.7 17.4 78,5 4.1 TP -6 SK -1 0-6 15.2 SP -SM 0.8 14.3 60.2 5.4 , 123.0 4.5 TP -7 SK -1 0-5 7.7 SP 0.7 11.3 84.3 4.5 TP -8 SK -1 5 0-10 11.2 SP 0.8 18.3 78.4 3,3 Report SOIL_1_PORTRAIt OVILL; IJIKE4COAGP3; 01 NOTE: The laboratory tests were performed in general accordance with the following standards: Water Content - ASTM Test Method D2216 Dry Unit Weight - ASTM Test Method D2937 Particle Size D stnbution Analysis by Mechanical Sieving - ASTM Test Method D422 Atterberg Limits - ASTM Test Method D4318 Laboratory Compaction by Modified Effort - ASTM Test Method D1557 Sand Equivalent [SE] - ASTM Test Method D2419 Dike No. 4 Recharge Facility Coachella, California URS Sheet 2 of 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ERG PLOT 12 PTS: File: DIKE4COA.GPJ: 1!712003 TP -01 r PLASTICITY INDEX, PI 60 70 60 50 40 3 0 Sample Number Depth (feet) Test Symbol Water Content (%) LL Class cation 1 PB•3 12-13 • 3 32 30 2 Silt with Sand (ML) CH or OH "A" LINE CL or OL I r MH or OH CL -ML / MLprOL • y 1 10 20 30 40 50 60 LIQUID LIMIT. LL 70 90 90 100 110 Boring Number Sample Number Depth (feet) Test Symbol Water Content (%) LL Class cation TP -1 PB•3 12-13 • 3 32 30 2 Silt with Sand (ML) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 URS PLASTICITY CHART Figure C-1 J 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PERCENT PASSING COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 100 90 BO 70 U.S. STANDARD U.S. STANDARD SIEVE NUMBERS I SIEVE OPENING W INCHES 5 4 3 2 1.5 1 314 318 4 10 20 40 60 100 200 HYDROMETER 11 } { 60 50 40 30 20 10 0 \\, 0 100 10 1 0 1 PAR11CLE SIZE (rnm) 0.01 10 20 30 0 w 40 w 50 1- Z w 60 0 w 70 80 90 100 0.001 Baring Number Sample Number Depth (feet) Symbol . PI Classification B-1 1 2.5-4 • Poorly Graded Sand (SP) B-2 SK -1 0-5 1 Poorly Graded Sand (SP} B-2 5 15-16.5 A Well -Graded Sand with Silt (SW -SM} B-3 SK -1 0-5 * Well -Graded Sand with Gravel (SW) B-4 SK -1 0-5 O Well -Graded Sand with Silt (SW -SM) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure C-2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EVE 5 CURVES SNA; E : DIKE4COA.GPJ; 1(7/2003 8-10 PERCENT PASSING COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 100 90 B0 70 BO 50 40 30 20 10 0 U.S. STANDARD U.S. STANDARD SIEVE NUMBERS SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 4 10 20 4D 60 100 200 HYDROMETER 0 10 20 100 10 PARTICLE SIZE (mm) 01 0.01 30 W 40 Q H w CX 50 Li! 60 U a 70 80 90 100 0.001 Boring Number Sample Number Depth (feet) Symbol Ym LL PI Classification B-5 SK -1 0-10 a Well -Graded Sand with Gravel (SW) B-6 1 2.5-4 1 Well -Graded Sand with Silt (SW -SM) B-7 SK -1 0-8 A Poorly Graded Sand (SP) B-8 4 15-16.5 * Well -Graded Sand with Silt and Gravel (SW -SM) B-10 SK -1 0-7 O Well -Graded Sand with Silt and Gravel (SW -SM) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure CS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 File: DIKE4COAGPJ: 1(7/2003 TP -02 PERCENT PASSING COBBLES GRAVEL SAND coarse fine coarse medium fine SILT OR CLAY 100 90 80 70 60 50 40 30 20 10 0 D.S. STANDARD U.S. STANDARD SIEVE NUMBERS SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 314 316 4 10 20 40 60 100 200 100 10 PARTICLE SIZE (rnm) 01 HYDROMETER 0.01 10 20 30 W 40 Q w z 60 W 0 70 80 90 100 0.001 Bong Number Sample Number Depth (feet) S mbol Y LL PI Classification B-11 SK -1 0-10 ! Poorly Graded Sand {SP) B-12 SK -1 0-7 1 Well -Graded Sand {SW) TP -1 SK -1 0-4 A Poorly Graded Sand with Silt (SP -SM) TP -1 SK -2 12-15 * Well -Graded Sand with Silt (SW -5M) TP -2 SK -1 0-5 p i Well -Graded Sand with Silt (SW -SM) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure C-4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CURVES SNA; File:OIKE000AGPJ; 11712003 TP-05 PERCENT PASSING COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 100 90 00 70 60 50 40 30 20 10 0 U.S. STANDARD U.S. STANDARD SIEVE NUMBERS SIEVE OPENING IN INCHES 8 4 3 2 1.5 1 3/4 3/8 4 10 20 40 60 100 200 I C 1 I I lq, r R l HYDROMETER 1 0 100 10 1 PARTICLE SIZE (mm) 01 0.01 10 20 30 a w 40 a w 50 gg t— z u1 60 ci CC a 70 80 go 100 0.001 Being Number Sample Number Depth (feet) Symbol Y LL PI Classification TP -2 SK -2 10-15 • Well -Graded Sand (SW) TP -3 SK -1 0-5 1 Poorly Graded Sand (SP) TP -3 S1C 2 10-14 A Well -Graded Sand with Silt {SW -SM) TP -4 SK -1 0-5 * Poorly Graded Sand (SP) TP -5 SK -1 5-10 O Poorly Graded Sand with Gravel (SP) 1 Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure C-5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 E 5 CURVES SNA: FIle:01KE4COAGPJ: 11712003 TP -08 PERCENT PASSING COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 100 90 80 70 60 50 40 30 20 10 0 U.S. STANDARD U.S. STANDARD SIEVE NUMBERS SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 314 318 4 10 20 40 60 100 200 100 10 PARTICLE SIZE (mm) 01 HYDROMETER 0.01 0 10 20 30 40 Q F w 50 Z w 60 U (r w a_ 70 80 90 100 0.001 Soling Number Sample Number Depth (feet) Symbol LL PI Classification TP -6 SK -1 0-6 • Poorly Graded Sand with Silt(SP-SM) TP-7 SK -1 0-5 1 Poorly Graded Sand (SP) TP -8 SK -1 0-10 A Poorly Graded Sand with Gravel (SP) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure C-6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 O 0 2 rj TION SPLINE FIT: Report COMPA DRY UNIT WEIGHT (pct) 150 140 130 120 110 100 900 L COBBLES coarse GRAVEL Ina lmsnei medium era STANomto SrEve OPENING N N01E5 8 / 3.2 1 ] 1• ]M ]A IT ,C U.S. STMrMAD SIM NUMBERS 0 20 44 e0 +00 146 a SST OR CLAY WEIRONE'ER 'N\ ti 4r PARTICLE SIZE Om Irm air 100% Saturation Curves for Specific Gravity of: 2.80 2.70 2.60 �tl BO —1 5 10 15 WATER CONTENT (%) 20 25 30 Boring Number Sample Number B•2 SK -1 at 0-5 ft Maximum Dry Unit Weight 122.0 pcf Test Method ASTM D1557B Optimum Water Content 3.0 % Description Poorly Graded Sand (SP) Liquid Limit Plasticity index I Spacific Gravity Dike No. 4 Recharge Facility Coachella, California 29864604.00001 COMPACTION TEST Figure C-7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IP -02 2.30 IP -02 2.30 1 1 DRY UNIT WEIGHT (pcf) 150 140 130 120 110 100 900 5 GRAVEL SAND wane Goa colintal err[y■rn U.S. STANDARD SIEVE OPEHENG 1 ME71E5 4 ■ ] 2 1 1 SM 3,6 SET OR CLAY ui STmeDARDS NIAMERS HYDROMETER ■ ° 20 ■e W RO u0 a PAR11CLE SIZE (mm . 00' 100% Saturation Curves for Specific Gravity of: 2.80 2.70 2.60 ICC dmI 5 10 15 WATER CONTENT (%) 20 25 30 Boring Number Sample Number TR -2 5K-1 at 0-5 ft Maximum Dry Unit Weight 125.0 pcf Test Method ASTM D1557B Optimum Water Content 4.0 % Description Well -Graded Sand with Silt (SW -SM) Liquid Limit Plasticity Index ; Specific Gravity Dike No. 4 Recharge Facility Coachella, California 29864604.00001 COMPACTION TEST Figure C-8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 DRY UNIT WEIGHT (pcf) 150 140 130 120 CCOBLE3 GRAVEL aura Ea coarse( madam l fans ELT OR CLAY u.i9TAM MND SIEVE OPHWID rl NCHEE m 4 3 2. t Sr SB a 10 20 40 E0 1OC uc U3. 0T.NDINNO Me0= ureEns HVDROMFrER a) 4 r 2 UJ E 33 w 1 1116k0 PARTICLE SIZE Ow an +a n+ no+ ■■■■■■■■■■■■►\\\. ■■Cr'.�.■.111■■■■■■\► L. F a •M 110 100 100% Saturation Curves for Specific Gravity of: 2.80 2.70 2.60 4kk z z 20 W C a item 900 10 15 WATER CONTENT (%) 20 25 30 Boring Number Sample Number TP -3 SK -1 at 0-5 ft Maximum Dry Unit Weight 1213 pct Test Method ASTM D1557B Optimum Water Content 3.5 % Description Poorly Graded Sand (SP) Liquid Limit 1 Plasticity Index Specific Gravity 0 1 m Dike No. 4 Recharge Facility Coachella, California 29864604.00001 COMPACTION TEST Figure C-9 1 1 1 1 1 1 1 1 1 1 1 1 1 DRY UNIT WEIGHT (pcf) 150 140 130 120 110 100 900 COBBLES GRAVEL SAND aaars@ 1 err marsa' ren SILT OR CURT U.S. STANDARD SIEV[ OPENING N INCNES 4 3 2 1.5 1 y. lIe t U.S STANDARD SIEVE ',AMBERS 4 10 m w EE Im ,.c PARTICLE SIZE (rnm NYpROAress 2, 021 100% Saturation Curves for Specific Gravity of: 2.80 2.70 2.60 tl 00 5 10 15 WATER CONTENT (%) 20 25 30 Boring Number Sample Number TP -6 SK -1 at 0-6 ft Maximum Dry Unit Weight 123.0 pcf Test Method ASTM D1557B Optimum Water Content 4.5 % Description Poorly Graded Sand with Sin (SP -SM) Liquid Limit 1 Plasticity index 1 Specific Gravity Dike No. 4 Recharge Facility Coachella, California 29864604.00001 COMPACTION TEST Figure C-10 LABORATORY TEST RESULTS BY SLADDEN (2005a) APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to aur laboratory for additional observations and testing, Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density -Optimum Moisture Determinations: Representative sail types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, fest Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil_ This is shown on the Boring Log, and is useful in estimating the strength and compressibility of the soil. CIassification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Consolidation Testing: Four relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. Project Number: Project Name: Sample ID: Gradation ASTM C117 & C136 544-4769 S.W.C. 38th & Jefferson, La Quinta Bulk 8 @ 0-5' Sieve Size, in Sieve Size, mm Percent Passing 1" 314 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 25.4 19.1 12.7 9.53 4.75 2.36 LI8 0.60 0.30 0.15 0.074 100.0 100.0 100.0 100.0 98.0 89M 66.0 40.0 20.0 10.0 6.0 December 22, 2004 Gradation Sladden Engineering Revised 11/20/02 Gradation ASTM C]17&C136 Project Number: 544-4769 December 22, 2004 Project Name: S.W.C. 38th & Jefferson, La Quinta Sample ID: Boring 8 @ 5' Sieve Sieve Percent Size, in Size, mm Passing 1" 3/4" 1/2" 318" #4 #8 #16 #30 #50 #100 #200 25.4 19.1 12.7 9.53 4.75 2.36 1.18 0.60 0.30 0.15 0.074 100.0 100.0 100.0 100.0 94.0 78.0 54.0 32.0 17.0 9.0 6.0 Gradatio i Sladden Engineering Revised 11/20/02 Gradation ASTM C1 17 & C136 Project Number: 544-4769 Project Naive: S.W.C. 38th & Jefferson, La Quinta Sample ID: Boring 8 cr 10' Sieve Sieve Percent Size, in Size, mm Passing 1" 3/4" 1/2" 3/8" #8 #16 #30 #50 #100 #200 25.4 19.1 12.7 9.53 4.75 2.36 1.18 0.60 0.30 0.15 0.074 100.0 100.0 100.0 100.0 92.0 79.0 56.0 33.0 17.0 9.0 5.0 December 22, 2004 100 90 80 70 bl 60 50 ALI 40 30 20 10 0 i 1 100 000 10.000 1.000 0.100 Sieve Size, mm 0.010 0.001 Gradation Sladden Engineering Revised 11/20/02 Project Number: Project Name: Lab ID Number: Sample Location: Description: Maximum, Density: Optimum Moisture: Dry Density, pcf Max Density 145 I40 135 130 125 120 115 110 105 100 0 Maximum Density/Optimum Moisture ASTM D6981D1557 544-4769 S.W.C. 38th & Jefferson, La Quinta Bulk 8 @ 0-5' Sand with Gravel 122 pcf 9.5% Sieve Size % Retained 3/4" 3/8" #4 0.0 December 22, 2004 ASTM D-1557 A Rammer Type: Manual r L ----- Zero Air Voids Lines, sg =2.65, 2,70, 2,75 l♦ 5 10 15 Moisture Content, % Sladden Engineering 20 25 Revised 12/03/02 Job Number: Job Name: Lab ID: Sample ID: Soil Description: Expansion Index ASTM D 4829/UBC 29-2 544-4769 S.W.C. 38th & Jefferson, La Quin Bulk 8 @ 0-5' Date: 12/22/2004 Tech: Jake Sand with Gravel Wt of Soil + Ring: 595.0 Weight of Ring: 179.0 Wt of Wet Soil: 416.0 Percent Moisture: 8% Wet Density, pcf: 126.0 Dry Denstiy, pc£ 116.7 % Saturation: 48.7 Expansion Rack # Date/Time I2i24/2004 10:30 AM Initial Reading 0.500 Final Reading 0.500 Expansion Index (Final - Initial) x 1000 0 EI Sladden Engineering Revised 12/ 10/02 LABORATORY TEST RESULTS CONSTRUCTION TESTING & ENGINEERING, INC. (2007) 100U. 90 N ^ .t`� . n M �{ W O S. t0 O N RnbAItii.� �- PI 0 ir Si to v E SIZE O O 6y 80 70 e 60 - C) to w a. 50 E- z_ w V w 40 _ A. 30 20 10 --- _ OE -■ 8g ; E W. A 100 10 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Index Claaeilicaliuu B-1 0-6 inches - • NR NR SM S • ' CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11330 MERIDIAN PARKWAY, SUITE A I RIYER31RE• CA 03311 1 031.311.1011 1 1*0 031.311.1110 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 -U. S. STANDARD SIEVE SIZE N 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-1 0-6 inches SM S CONSTRUCTION TESTING & ENGINEERING. INC. Y ...a... .000,14. e. ap..1111111.4011 1 I.. tsLa,,..1.. CFE JOB NUMBER: 40-2251 .arm 100 90 (y .-.� 1. M t+1 00 Q U. S.5, A1'LXRD yt R - SIE,vr, vl blz O b fV 80 — - • 70 60 U Z cn a 50 1- _ z LA U W 40 a 30 1 - - 20 10 0 i Ia II * - ill ill II -- e - . a 100 10 1 0 1 0.01 PARTICLE SIZE (mm) 0.001 • PARTICLE SIZE ANALYSIS '—' Sample Designation Semple Depth (feet) Symbol Liquid Limit (%) Plasticity Index oiaas0lcatlon B-1 36-42 inches • NR NR SP -SM II CONSTRUCTION TESTING & ENGINEERING INC. CTE JOB NUMBER: 40-2251 L 14X18 MERIDIAN PARKWAY, SUITE A' I RIVEa118E, CA 81818 (881,1EI.A881 I FAX 1131.511.4116 100.0 90.0 80.0 70.0 U. S. STANDARD SIEVE SIZE 60.0 z c cn a. 50.0 - E - z 40.0 30.0 20.0 10.0 0.0 10 0l PARTICLE SIZE (mm) 0.01 • • 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-1 36-42 inches SP -SM CONSTRUCTION TESTING & ENGINEERING, INC. ...,.,.. ....... .... n t..n.,l .,t..n .t.., t ...., ...... CTE JOB NUMBER: 40-2251 100 • • • 90 V. b. 1 AlAlAKI) STEW SIZE o • 80 70 '-e- f'...- 60 CD Z ,-, um C/1 '' 50 E-. - z 47 (...) :4 40 . r.4 30 _ • 20 10. • 0 MN m6 am m as in m 100 10 1 01 0.01 PARTICLE SIZE (mm) 0.001 • PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) - Symbol Liquid Limit (%) Plasticity lades Clecsitkatittat B-2 0-12" • NR NR SP -SM • c , s CONSTRUCTION TESTING & ENGINEERING INC. CTE JOB NUMBER: 40-2251 14535MR/010 PARKWAY, SUITE A i RIVENSIOE. L5 92511 1 911.1/1.41181 I FAS 1151,371.4111 Iinn • • • PERCENT PASSING (%) N W A U O, -,100 0O C 'J O O O O O O O O O C N .-: '. ten V9.I et oo O U. S it, (.4^•t STANDARD O :J O Sir O h Vi' SILE O b pp N ■ ■ • • ■ II ■ • • * 100 10 PARTICLE • ■ 0.1 SIZE (mm) • 0.01 - 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Endes Classification 24-33" - • NR NR SP-SM CB-2 • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 14671 MERIDIAN PARKWAY, SUITE A I RIVERSIDE. EA 12611 1951.671.4011 1 FA2 151.171.4111 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 U. S. STANDARD SIEVE SIZE 0 of N 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-2 ' 33-66 inches ML S CONSTRUCTION TESTING & ENGINEERING, INC. „U, Y[„ . Y,. • Y..m,,. 19,11. 1 119111.111119111.111119111.1111.22 91511 1 111.11 S.1011 MI , , ,,,,,,,;,,,, . CTE JOB NUMBER: 40-2251 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 'U. S. STANDARD SIEVE SIZE 0 N 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) . Sample Designation Sample Depth Symbol Plasticity Index Classification B -3 6-12 inches ML C ��/ CONSTRUCTION TESTING & ENGINEERING, INC. 11131 MI11114 44444 AY. Iw„ , 1 1110110, C. 12111 1 61.1/,.10,1 I 01 1,1.111.011 _ CTE JOB NUMBER: 40-2251 100 a. _ ••••••111 .PP 90 80 70 -17:' 60 (7 z Cu. 50 E -t Z. w L) 40 r.,4 0. 30 20 , 10 100 10 1 0 1 0.01 PARTICLE SIZE (mm) - 0.001 PARTICLE SIZE ANALYSIS . —" - - Swnple Designation Sample Depth (feet) ' Symbol Liquid limit (%) Plasticity ludas Claes;l;<utiu„ B-3 18-24t' • NR NR ML S - N , CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 1459E NEAIDIAR PARKWAY, 5917E A 1 RIYEISIDE. CA 9!315 1 951.571.4091 1 FAX 951.371.4198 - 100 • • • • 90 ‘r!v _ .--. , L`I 6c "es.--, V O.— U. S. STAN N y.1 u RD SELrn 0 SILE L N 80 70 0 60 Q z 7- 1n aa. 50 _ - z • w U W 40 a 30 20 - 10 r 0 IIII ■ •1 ■ ■ i� ■ - ■ s - ■ - ■ ■ 100 10 1 0 PARTICLE SIZE (mm) - 1• 1 0.01 0.001 PARTICLE SIZE ANALYSIS _ Semple Designation Sample Depth (feet) Symbol Liquid Omit (°) Plasticity ItuteR Classificnuo„ B-4 0-12 inches • NR NR SM c , m CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 4 14518 MERIDIAN PARKWAY. 501EE A 1 RIVERSIDE. CA 85511 1 151.571.1011 1 EIII 151.511.4111 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 - U. S. STANDARD SIEVE SIZE c Li 2 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-4 0-12 inches SM // CONSTRUCTION TESTING & ENGINEERING INC. ,4111 - ...0.. 1 111.4.3E,1*144111411 5II..a I MR •01..1.41.• • CTE JOB NUMBER: 40-2251 100 • • • 90 N el .r et :-. M M V co O U. S. tD STAND N "1 RD S E Vii f SILL N 80 70 ":-.. 60 LIZ 0- '14 50 1- z w (...) w 40 _ . A. 30 20 10 0 i i i ■ i■ i • i ■ ■ 100 10 0 PARTICLE SIZE (mm) • 1 0.01 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limn (%5 Ptusticity Index B-4 24-31" • NR NR SM c , • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11551 *KER1RMAN PARKWAY. 59111 A 1 R1RER519E. CA 92511 1 951.311.1911 1 FAX 951-511.4111 100 – 90 N —;.-. m — E+S t} 00 A7 I. 10 G N • rn i • • •�r ON . 1 O N 80 - - 70 0 60 t1 K to - to pQ„ 50 - z w U . . IX 40 w a 30 20 —. 10 0 II i ® ! illf -- • • 81 18 JD --i1 -----® 100 10 0 PARTICLE SIZE (mm) 1 0.01 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Inch. B-4 48-60" • NR NR SW -SM S IN - CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11555 MERIDIAN FAIRWAY. SUM A 1 RIVERSIDE. CA 02515 1 251.511.4001 I FAX 851.511.1108 100 90 fV — r oo O U. 5. b ST N • IS DANT, O el SIEVE O SIDE O O N 80 MI ila '11.1111 o 60 I Z70 I 1:ii . 30 . . 1 20 11 III .0 0 ll il III ha 0 _ ■ ■ ■ ■ ■ ■ ■ 100 10 1 0 PARTICLE SIZE (mm) 1 0.01 0.001 PARTICLE SIZE ANALYSIS Semple Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity lades Cluxstf cat;on , 0-12" • NR NR SM 5B-5 • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 IESS6 NEsialAll PARIW Y. SUITE 4 1 RIPE11101. CA 11511 1 P51.67l./01I I fA1 *71.511./116 I . 1 WI .... PERCENT PASSING (%) • - tv L.. 4:- lls ON -4 03 SO C.. 0 0 0 0 0 0 0 0 0 0 C .J_____ i 1 1 1 1 1 . 1 1 = = ..... _ ._. . . • ,.o .:::. 31 0 . 0 • ra a iii a al a 100 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth Ma) -Symbol Liquid Limit WO Plasticity Index B-5 12-18 inches • NR NR SM . • . . ' CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11i111 MESIIIIIAN PARKWAY: SUIll 11 I RIVERSIDE. CA A2518 I 151.371.4.011 I FAX 051.S/i.11-11 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 U. S. STANDARD SIEVE SIZE 0 c I0 1 1 1 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM 0 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-5 12-18 inches SM CONSTRUCTION TESTING & ENGINEERING. INC. CTE JOB NUMBER: 40-2251 100 • • • – 90 U. a. i AP(UAKP au.1't bILE 80 �— . 70 • er 60 z 50 01. F - Z CA U W40 30 - T _ ..�. 20 i 10 0 ■ 0 • ■ i- If- t i i • ■ • • 100 10 1 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) • Symbol Liquid Limit (%) Plasticity ludas Ctass;rcutiw, B-5 30-36" • NR NR SM 5 • ' CONSTRUCTION TESTING & ENGINEERING, INC.• CTE JOB NUMBER: 40-2251 - 11551 whom P'ABIIYAY. Suitt A 1 RIVI1611I. CA 87311 1 861.571.1011 1 FAI 861.511.1118 100 • • • • • 90 U. S. ... STAIN N ^r5 D.ikRiD V SIEVE N SIZE h hl 80 70 60 V z to a so z w U W 40 0. 30 — 20 10 0 • •. •■ -. -� al L.. mu -iii is i ni- too 10 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS i Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Ptasttetty index , Ctayaifa:ation B-6 0-12 inches • NR NR SM mi 5 . CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11691 MERMAN PARKWAY, SORE A I R111E0510E. CA MIA 1 951.511.1001 1 FAX 911.S71.411a PERCENT PASSING .(1/0) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 O U. S. STANDARD SIEVE SIZE 0 N eS t 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Semple Designation Sample Depth Symbol Plasticity index Classification B-6 0-12 inches SM r ? CONSTRUCTION TESTING & ENGINEERING, INC. „ua Unix . was 4 1 Mumma, a,. o0 cam 1 111spudaau ,,.,,u.,,,., ,. - CTE JOB NUMBER: 40-2251 100 s 90 N —, - tai e crt V W O U.S.'STANDARD — O N ..5 Crh SIEVE Sic.). O O N 80 70 o fi0 Z En a 50 1, Z W U - w 40 0. 30 - 20 10 0 - ■ ■ ■ . ■ ■ - . - . ■ !b i . * 100 10 1 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (fret) Symbol Liquid Limit (%) Pfestici y 1ndax a�s;flcxa.,,. B-6 33-50" • NR NR SP-SM • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 14551 MEKIIIKI PARKWAY. SIDE A I RIVERSIDE. CA 17111 I IS1.571.11I1 I FAX 151.17I.011 Inn • 'r PERCENT PASSING (%) N W .P vi Os �1 00 'G < O O 0 0 0 0 0 0 0 0 C 1 • I1 4 1 4 i N .-. • .� M M M II b. 100 10 1 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Indee Claseittcmion 8-6 50-60" • NR NR SW -SM CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11511 MERIDIAN PAR[WA1. S011E A I 01v885154. 6117511 1151.711.4011 1 FAX 851.571.11/1 ' • 100 • • • 90 N -. m- 4n a- 00 0 0. Si ,D4 ST b NDA.RD SIEVE SIZE e`4 80 70 a 60 C? Q 50 a 1- 40- 30 20 10 0 ■ I ■! Ma a- 0 a - 111 -a IM IN 100 10 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS _ Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Index Ctassiacetios B-7 0-12" '0 r Nit NR SM - S ' CONSTRUCTION TESTING & ENGINEERING, INC.• CTE JOB NUMBER: 40-2251 11571 MERIPIAll PARKYFAP, 5111E A I FlIVFASIOE. CA 12511 1851.571.4011 1 FAX 851.5!1.4111 100.0 - U. S. STANDARD SIEVE SIZE fV O 90.0 80.0 70.0 60.0 rn rn 50.0 a a 40.0 a 30.0 _ 20.0 10.0 0.0 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM 0 422) - _ Sample Designation Sample Depth Symbol Plasticity Index Classification 13<7 ' 0-12 inches SM CONSTRUCTION TESTING & ENGINEERING INC. .,U. a.,�.�............n.. u Immo.. e, tail 1.u1..,�.,on,'. ., ,nu...I...,. ' - - - CTE JOB NUMBER: 40-2251 100 • • • 90 N ..; en ... cc v co c:' U. S. ..c. c.. S, N AI A DARED . IvOi STEVESIZEp O N 80 70 lt.. 60 fn m a 50 - 1-, Z W U W 40 - a 30 20 10 0 ■ ! ■ ■ it ■ i ■ a ■ ■ Ii I Q 100 10 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (fen) Symbol Liquid Limit (%) Plasticity Index Classification B-7 i2-24" - • NR NR SM • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 14S111Af010U0 PARKWAY. SUM A 1 211T10110f. CA 92511 1 951.SI1.4041 1 fAI 951.511.4*/ I Inn �—� PERCENT PASSING (%) 0 0 0 0 0 0 0 0. 0 0 C 1 I I _1 1-_ 1 1 1 1 1 i N `- v, — ` .-. M -- ` .-. C1 et O0 O v. a: — 1 N A1�UAlt�u M Stab I h 1 arLr� o C (OV ■ III II -I III -111- ■ ■- ■ - 100 10 1 01 • 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS —' Sample Designation Sample Depth (feet) Symbol Liquid(%) Plasticity Index classification B-8 6-12 inches - • ,Limit NR NR SM - c • 2 CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 14531 SAEAIDISS PARKWAY, SA A 1 RIVERSIDE. CA 95555 1951.511.4011 I FAX 951.511.1155 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 -U. S. STANDARD SIEVE SIZE 0 rj MIEN 11 II 11111 11 111111110 II II 11 III 1111111111M111 11111 111111 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-8 • 6-12 inches SM S CONSTRUCTION TESTING & ENGINEERING, INC. ,.,„. ..,.,,.,.C.,.....,..�,.... �...�..,.,.... CTE JOB NUMBER: 40-2251 LABORATORY TEST RESULTS BY EARTH SYSTEMS SOUTHWEST (2007b) File No.: 11112-02 Lab Number: 07-0507 MAXIMUM DENSITY / OPTIMUM MOISTURE September 12, 2007 ASTM D 1557-02 (Modified) Job Name: Travertine, La Quinta Sample ID: 1 Location: B1 @ 1-4 feet Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Description: Yellowish Gray Silty Fine to Coarse Sand w/Gravel (SM) Maximum Density: Optimum Moisture: Dry Density, pcf a 1 1 Moisture Content, percent 1 140 135 130 125 120 115 110 105 100 0 121.5 pef 12% Sieve Size % Retained 3/4" 0.6 3/8" 33 7;4 7,6 ----- Zero A Voids Lines, sg =2.65, 2,70, 2,75 h\ 5 10 15 20 25 EARTH SYSTEMS SOUTHWEST 30 35 LABORATORY TEST RESULTS BY EARTH SYSTEMS SOUTHWEST (2007c) SIEVE ANALYSIS ASTM C-136 JOB NUMBER: 111I2-04 9/24/2007 JOB NAME: Travertine Project, Between Ave 60 & 64, La Quinta SAMPLE LD.: Sandy Gravel (GW) LOCATION: S2 a 1 feet SIEVE SIZE % PASSING 2 1/2" 100 2" 83 1 1/2" 70 1" 64 3/4" 61 1/2" 58 3/8" 49 43 #8 34 #16 22 #30 12 #50 5 #100 2 #200 1.1 EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 SIEVE ANALYSIS ASTM C-136 JOB NUMBER: 11112-04 9/24/2007 JOB NAME: Travertine Project, Between Ave 60 & 64, La Quinta SAMPLE I.D.: LOCATION: % PASSING 100 -_W. 90- 80 - 70 60 50 .. . 40 30 .._. 20 ...... 10 0 - 100 Well Graded Sand w/Grave] (SW) S3cr1feet SIEVE SIZE % PASSING 11/2" 100,0 1" 98.7 3/4" 96.9 1/2" 93.3 3/8" 91.0 #4 82.3 #8 71.5 #16 51.7 #30 30.1 #50 73,0 #100 4.8 #200 2.1 .................... 10 SIEVE SIZE mm 0.1 EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 SIEVE ANALYSIS ASTM C-136 JOB NUMBER: 11112-04 9/24/2007 JOB NAME: Travertine Project, Between Ave 60 & 64, La Quinta SAMPLE I.D,: Gravelly Sand (GW/SW) LOCATION: S5 @ 1 feet 100 90 - 80 70 O 60 - cip S0 .. O ▪ 40 30 20 - 10- n-' 100 SIEVE SIZE % PASSING 2" 100 1 1/2" 91 1" 81 3/4" 75 1/2" 68 3/8" 62 #4 50 #8 36 #16 21 #30 11 #50 5 #100 2 #200 L3 10 SIEVE SIZE tnm 0.1 EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 File No.: 11112-04 September 24, 2007 SIEVE ANALYSIS ASTM C-136 Job Name: Travertine Project, Between Ave 60 & 64, La Quinta Sample ID: S6 @ 1 feet Description: Poorly Graded Sand (SP) 100 90 - 80 70 60 bf) tz' 50 40 30 20 10 Sieve Size % .Passing 100 10 3" 100 2" 100 1-1/2" 100 1" 100 3/4" 100 100 3/8" 99 #4 g7 #8 92 #16 74 #30 44 #50 19 #100 #200 4 1 1 1 01 0.01 SIEVE Size, min EARTH SYSTEMS SOUTHWEST File No.: 11 1 12-04 Lab No.: 07-0682 PARTICLE SILL ANALYSIS November 21, 2007 ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #4 - 2-4 feet Description: Well Graded Sand w/Gravel (SW) 101) 90 .. . 80 70 ... 60 50 J 47)40- 30 - 20 - 10 0 100 Sieve Percent Size Passing 1-1/2" 100 I" 100 3/4" 100 1/2" 98 3/8' 98 93 #8 74 #16 51 % Gravel: 7 430 31 % Sand: 89 450 16 % Silt: 1. #100 7 "/, Clay (3 micron): 3 4200 4 (Clay content by short hydrometer method) 10 0. Particle. Size ( amu) EARTH SYSTEMS SOUTHWEST 0,01 0.001 Fife No.: 1 l 112-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM. D-422 Job Name: Travertine Project, La Quinta Sample 1D: Test Pit #14 - 1-3 feet Description: Sandy Gravel (GW) 100 90 80 70 - ,'60 50 - Ffi d0 30 20 10 0 100 Sieve Percent Size Passing 1.1/2" 100 1" 65 3/4" 58 1./2" 53 3/8" 49 #4 43 35 416 25 % Gravel: 57 430 16 % Sand: 38 450 10 % Silt: 3 #100 7 % Clay (3 micron): 2 #200 5 (Clay contest by short hydrometer method) 10 0. Particle Size ( nim) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 111.12-04 November 21, 2007 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #17 - 4-5 feet Description: Gravelly Sand (SW) 100 90 80 70 - °"60 z 50 • 40 30 20 10 0 I00 Sieve Percent Size Passing 1-1/2" 100 1" 80 3/4" 78 1/2" 76 3/8" 74 #4 68 58 #16 41 % Gravel: 32 #30 22 % Sand: 66 450 10 % Silt: 0 #100 4 % Clay (3 micron): 3 #200 3 (C.Iay content by short hydrometer method) 10 0. Particle Size ( min) EARTH SYSTEMS SOUTHWEST 0.01 .0.001 File No,: 11112-04 November 21., 2007 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample .1D: Test Pit #1.9.2.5-4 feet Description: Gravelly Sand (SW) 100 70 30 20 - 10 - (1 100 Sieve Percent Size Passing 1-1/2" 100 1" 80 3/4" 77 1/2" 72 3/8" 69 #4 61 #8 49 #16 33 % Gravel: 39 #30 18 % Sand: 58 #50 8 %) Silt: 0 #100 4 % Clay (3 micron): 3 #200 3 (Clay content by short hydrometer method) 10 0.1 Parade Size ( mm) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 1 1 1 12-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM D-422 Job Name: Travertine Project, La Quin.ta Sample ID: Test Pit #26 - 5-6 feet .Description: Sandy Gravel (GW) 100 90 .... 60 7!} - ,SP 60f r50..._ 40 30 ., ..-. 20 10 0• 1 )0 Sieve Percent Size Passing 1-1./2" 100 1" 73 3/4" 67 1/2" 60 3/8" 53 #4 48 38 #16 30 % Gravel: 52 #30 19 %) Sand: 45 #50 10 % Silt: 1 #100 5 % Clay (3 micron); 2 #200 3 (Clay content by short hydrometer method) 10 0,1 Particle Size ( nim) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 11112-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM D-422 Job Nance: Travertine Project, La Quinta Sample ID: Test Pit 429 - 4-6 feet Description: Well Graded Sand w/Silt (SW -SM.) 100 90 80 - 70 30 20 1) 100 e Sieve Percent Size Passing 1-1/2" 100 1" 100 314" 98 1/2" 95 3/8' 93 84 #8 68 #16 48 "A, Gravel: 16 4.30 30 `%, Sand: 77 #50 17 % Silt: 2 #100 9 % Clay (3 micron): 4 #200 6 (Clay concern by short hydrometer method) 10 0. Particle Size ( ram) EARTH SYSTEMS SOUTHWEST 0.01 0.001 Fife No.: 1 1 11.2-04 November 21, 2007 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #32 - 3-5 feet Description: Well Graded Sand w/Silt (SW -SM) 100 90 80 70 "G0 U.' ,lam 50 .. . nj U it P 40 -.. .. 30 ... 2/0` 10 100 Sieve Percent Size Passing 1-112" 100 1" 100 3/4" 99 112" 95 3/8" 93 44 87 #8 76 #16 57 % Gravel: 13 #30 32 %, Sand: 83 #50 14 6/0 Silt: 1 #100 7 %► Clay (3 micron): 4 #200 5 (Clay content by short hydrometer method) 1 {) 0,1 Particle Size ( nim) EARTH SYSTEMS SOUTHWEST 0.01 {).001 File No.: 11112-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM D-422 Job Name: Travertine Project, La Quinta Sample 1D: Test Pit #35. 1-3 feet Description: 0.0 100 90 80 E, 60 7 50 40 30 -- 20 - 10 0 100 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2" 100 3/8" 98 #4 93 #8 85 #16 71 % Gravel: 7 #30 55 Sand: 87 450 33 0/u Silt: 2 4100 12 % Clay (3 micron): 3 4200 5 (Clay content by short hydrometer method) 10 (1.1 Particle Size ( 11i)1) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 1.1.112-04 November 21, 2007 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample 1D: Test Pit #37 - 4-7 feet Description: Gravelly Sand (SW) Sieve Percent Size Passing 100 - 90- 80 70 .. cf' 60 F,=.4,' 3 40 50 ^.J 30 20 1 0 0 100 t Ilt 1-1/2" 100 1" 92 3/4" 89 1/2" 85 3/8" 82 ##4 71 #8 53 #16 34 % Gravel: 29 #30 18 % Sand: 68 #50 8 % Silt: 0 #100 5 tVo Clay (3 micron): 3 #200 3 (Clay content by short hydrometer method) 10 0. Pariicie Size ( Elm) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 1.1 ] 12-04 Lab No,: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #41 - 3-5 feet Description: Gravelly Squid w/Silt (SW -SM) 100 ®c 90 — 80 — 70 • 30 20 0 (1 100 Sieve Percent Size Passing 1-1/2" 100 100 3/4" 100 1/2" 86 3/8" 74 #4 68 #8 56 #16 43 % Gravel: 32 #30 29 0/a Sand: 62 #50 17 % Silt: 2 #100 9 "4 Clay (3 micron): 4 #200 6 (Clay content by short hydrometer method) 10 0.1 article Size ( nim) EARTH SYSTEMS SOUTHWEST 0.01 .0.001 File No.: 1 1112-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM .D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #45 - 2-4 feet Description: 0.0 100 90 go 70 30 - 20 ..... 10 .- .,.. 0 100 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2" 100 3/8" 98 93 85 416 71 % Gravel: 7 430 55 % Sand: 87 #50 33 %Y0 Silt: 2 #100 12 °A Clay (3 micron): 3 4200 5 (Clay content by short hydrometer method) 10 1 0; Particle Size ( nano) EARTI-1 SYSTEMS SOUTHWEST 0.01 0.001 File No.: 11112-04 November 21, 2007 Lab No: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #47 - 10-12 feet Description: 0.0 100 90 80 70- 60 50 J 40 30 - 20 11) Sieve Percent Size Passing 1-1/2" 100 l" 100 3/4" 100 1/2" 100 3/8" 98 93 85 416 71 % Gravel: 7 #30 55 % Sand: 87 #50 33 % Silt: 2 #100 12 % Clay (3 micron): 3 #200 5 (Clay content by short hydrometer method) 0 100 10 0.1 P fiule Size ( nun) EARTH SYSTEMS SOUTHWEST 0.01 0,001 File No.: 111.12-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 1 Location: Test Pit #4 - 2-4 feet Description: Well Graded Sand w/Gra.vel (SW) Maximum Density: 118 pcf Optimum Moisture: 9`% Dry Density, pcf 140 135 130 125 120 115 110 105 100 Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4" 0.4 3/8" 2.4 #4 9.5 r .kkik r . I 1 I Zero Air Voids Lines, 111111111111111111111 111P 1P111111101 I 1111111111 0 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM. MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 2 Location: Test Pit #14 - 1-3 feet Description: Sandy Gravel (GW) Maximum Density: 126 pcf Optimum Moisture: 5% Corrected for Oversize (ASTM D4718) Dry Density, pcf 140 135 130 125 120 115 ]10 105 100 0 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4" 19.7 318" 24.3 #4 30.8 < Zero Air Voids Lines, sl, =2.65, 2,70 2 75 III 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM. D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 3 Location: Test Pit #17 - 4-5 feet Description: Gravelly Sand (SW) Maximum Density: 128.5 pcf Optimum Moisture: 10% Corrected for Oversize (ASTM D4718) Dry Density, pcf 1.40 135 1 30 125 120 115 110 105 100 0 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Numbe- 07-0682 Sieve Size % Retained 3/4" 19.3 3/8" 22.9 #4 28.7 Zero Air Voids Lines. sb =2.65, 2,70 2 75 5 10 15 20 25 30 35 Moisture Content, percent EARTH SYSTEMS SOUTHWEST File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 4 Location: Test Pit #19 - 2.5-4 feet Description: Gravelly Sand {SW) Maximum Density: 131 pcf Optimum Moisture: 9,5% Corrected for Oversize {ASTM D4718) Dry Density, pcf 140 135 130 125 120 115 1.10 105 100 {1 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Nurnbe 07-0682 Sieve Size % Retained 3/4" 19.7 3/8" 26,8 #4 36,3 .i < Zero Air Voids Lines, sg =2.65, 2,70, 2 75 1 1 5 10 15 20 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 25 30 35 File No.: 11 1 12-04 Lab Na.: 07-0652 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) job Name: Travertine Project, La Quinta Sample ID: 5 Location: Test Pit #26 - 5-6 feet Description: Sandy Gravel (GW) Maximum Density: 127.5 pcf Optimum Moisture: 7% Corrected for Oversize (ASTM D4718) Dry Density, pcf 140 135 130 125 120 115 110 105 100 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Numbe- 07-0682 Sieve Size % Retained 3/4" 19,8 3/8" 28.8 #4 39.1 Zero Air Voids Linos, s� =2.65, 2,70, 2,75 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM. D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample 1D: 6 Location: Test Pit #29 - 4-6 feet Description: Well Graded Sand w/Silt (SW -SM.) Maximum Density: 129 pcf Optimum Moisture: 8.5`%> Corrected for Oversize (ASTM D4718) Dry Density, pci 140 135 130 125 120 115 110 105 100 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4' 15.2 3/8" 21.1 28.7 0 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 7 Location: Test Pit #32 - 3-5 feet Description: Well Graded Sand w/Sift (SW -SM) Maximum Density: 115.5 pcf Optimum M.oisture: 8% 140 135 130 110 105 100 0 Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4" 3/8" 3.5 7.1 13.2 < Zero Air Voids Lines, sb =2.65, 2,70. 2 75 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 11112-04 Lab No.: 07-0652 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM1) 1557-91 (Modified) job Name: Travertine Project, La Quinta Sample ID: 8 Location: Test Pit #37 - 4-7 feet Description: Gravelly Sand (SW) Maximum Density: 121.5 pef Optimum Moisture: G'% Dry Density, pcf 140 135 130 125 120 115 110 1(15 100 0 Procedure Used: B Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4" 5.9 3/8" 10.7 #4 1.9.8 < Zero Air Voids Lines sg µ2.G5, 2,70 2,75 5 10 15 20 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 25 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 9 .Location: Test Pit #41 - 3-5 feet Description: Gravelly Sand w/Silt (SW -SM.) Maximum Density: Optimum Moisture: 140 135 130 125 120 115 110 105 100 122.5 pcf 6.5`1/0 Procedure Used: A Preparation .Method: Moist Rammer Type: Mechanical Lab Numnbe 07-0682 Sieve Size % Retained 3/4" 0.3 3/8" 2.1 #4 5.8 li mimIllahmill Ilmillillimm I 11,11111111111 11111111111111 1Mill.....WilMIME < Zero Air Voids Lines,IMMEMMIERIVEMI11111 1111111111111111111111 1111511111111111111111111111111111 111111111111111111111111111111111111111111111111 111111111111111111IIIM MEMMIK 11111411111110 MEM MUM • 101.101.0kAMMEMEMMEM 0 5 10 15 20 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 25 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 10 Location: Test Pit #45 - 2-4 feet Description: Well Graded Sand w/Gravel (SW) Maximum Density: 128 pcf Optimum Moisture: 7.5% Corrected for Oversize (ASTM D4718) Dry Density, pcf 140 135 130 125 120 115 110 105 100 0 Procedure Used: C Preparation Method: Moist Rainrner Type: Mechanical Lab Numb e. 07-0682 Sieve Size % Retained 3/4" 19.0 3/8" 24,3 #4 29.5 Zero Air• Voids Lincs, s , -2.65, 2,70 2 75 5 10 15 20 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 25 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 11 Location: Test Pit #47 - 10-12 feet Description: Well Graded Sand w/Gravel (SW) Maximum Density: Optimum Moisture; 140 135 130 125 120 115 110 105 100 (1 117.5 pCf 8.5% Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Lab Nurnbe- 07-0682 Sieve Size % Retained 3/4" 3/8' #4 7.6 11.0 14,5 Zero Air Voids Lines, s, =2.65, 2,70 2,75 5 10 15 20 Moisture Content, percent .EARTH SYSTEMS SOUTHWEST 25 30 35 File No.; 11112-04 Lab No.: 07-0682 SOIL CHEMICAL ANALYSES November 2I, 2007 Job Name: Travertine Project, La Quinta Job No.: 11112-04 Sample ID: Sample Depth, feet: #4 #14 #17 2-4 1-3 4-5 DF RL Sulfate, mg/Kg (ppm): 1 0.50 Chloride, mg/Kg (ppm): l 0,20 pET, (pH Units): 8.40 7,40 8.10 I 0.41 Resistivity, (ohm -cm): 2,700 750 5,200 N/A N/A Conductivity, (µmhos -cm): Note: Tests performed by Subcontract Laboratory: Surabian AG Laboratory 105 Tesori Drive Palm Desert, California 92211 Tel: (760) 200-4498 DF: Dilution Factor RL: Reporting Limit 2.00 General Guidelines for Soil Corrosivity Chemical Agent: Amount in Soil Degree of Corrosivity Soluble Sulfates 0 -1000 mg/Kg (ppm) [ 0-.1%1 1000 - 2000 mg/Kg (ppm) [0.1-02%] 2000 - 20,000 mg/Kg (ppm) 10.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%1 Low Moderate Severe Very Severe Resistivity 1-1000 ohne-cm 1000-2000 ohm -cm 2000-10,000 ohm -cm 10,000+ ohm -cm Very Severe Severe Moderate Low EARTH SYSTEMS SOUTHWEST File No.: 11112-04 Lab No..: 07-0682 SOIL CHEMICAL ANALYSES November 21, 2007 Job Name: Travertine Project, La Quinta Job No,: 11112-04 Sample ID: #19 #26 #29 Sample Depth, feet: 2.5-4 5-6 4-6 DU RL Sulfate, mg/Kg (ppm): 1 0.50 Chloride, mg/Kg (ppm): 1 0.20 pH, (pH Units): 8.05 7.70 8.60 1 0.41 Resistivity, (ohm -cm): 3,650 980 5,300 N/A N/A Conductivity, {turbos -cm): Note: Tests performed by Subcontract Laboratory: Surabian AG Laboratory 105 Tesori Drive Palm Desert, California 92211 Tel: (760) 200-4498 DF; Dilution Tactor RL: Reporting Limit 2.00 General Guidelines for Soil Corrosivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble Sulfates 0 -1000 mg/Kg (ppm) [ 0-.1%] 1000 - 2000 mg/Kg (ppm) [0.1-0.2%] 2000 - 20,000 mg/Kg (ppm) [0.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%i Low Moderate Severe Very Severe Resistivity 1-1000 ohm -cm 1000-2000 ohm -cm 2000-10,000 ohm -cm 10,000x- ohm -cm Very Severe Severe Moderate Low EART1-1 SYSTEMS SOUTHWEST File No,: 11112-04 Lab No.: 07-0682 SOIL CHEMICAL ANALYSES November 21, 2007 Job Name: Travertine Project, La Quinta Job No.: 11112-04 Sample ID: Sample Depth, feet: #32 #35 #37 3-5 1-3 4-7 DF RL Sulfate, mg/Kg (ppm): 1 0.50 Chloride, mg/Kg (ppm): 1 0.20 pI-i, (pII Units): 8.60 8.15 7.90 1 0.41 Resistivity, (ohne-cm): 2,350 790 1,440 NIA N/A Conductivity, (f.Lnlhos-cm): Note: Tests performed by Subcontract Laboratory: Surabian AG Laboratory 105 Tesori Drive Palm Desert, California 92211 Tel: (760) 200-4498 DR Dilution Factor RL: Reporting Limit 2.00 General Guidelines for Soil Corrosivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble Sulfates 0 -1000 mg/Kg (ppm) [ 0-.1%1 1000 -2000 mg/Kg (ppni) [0.1-0.2%] 2000 - 20,000 mg/Kg (ppm) [0.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%1 Low Moderate Severe Very Severe Resistivity 1-1000 ohm -cm 1000-2000 ohm -cm 2000-10,000 ohm -cm 10,000+ ohm -cm Very Severe Severe Moderate Low EARTH SYSTEMS SOUTHWEST File No.. 11112-04 Lab No.: 07-0682 SOIL CHEMICAL ANALYSES November- 21, 2007 Job Name: Travertine Project, La Quinta Job No,: 11112-04 Sample ID: Sample Depth, feet: #41 445 #47 3-5 2-4 10-12 DF R1. Sulfate, nig/Kg (ppm): 1 0.50 Chloride, mg/Kg (ppm): 1 0 20 1H, (pH Units): 7.70 7.95 8,00 1 0.41 Resistivity, (ohm -cm): 280 3,1.50 1,950 N/A N/A Conductivity, (kmhos-cm): Note: Tests performed by Subcontract Laboratory: Surabian AG Laboratory 105 Tesori Drive Palm Desert, California 92211 Tel: (760) 200-4498 DF: Dilution Factor 1t.L: Reporting Limit 2.00 General Guidelines for Soil Corrosivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble Sulfates 0 -1000 mg/Kg (ppm) [ 0-.1%] 1000 - 2000 mg/Kg (ppm) [0,1-0.2%] 2000 - 20,000 mg/Kg (ppm) [0.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%] Low Moderate Severe Very Severe Resistivity 1-1000 ohm -cm 1000-2000 ohm -cm 2000-10,000 ohm -cin 10,000+ ohm -cm Very Severe Severe Moderate Low EARTH SYSTEMS SOUTHWEST APPENDIX D Map data ©2020 1/7/2020 Latitude, Longitude: 33.60143, -116.26159 U.S. Seismic Design Maps OSHPD Go gle 4S UOSia}Jar 62nd Ave Date 1/7/2020, 3:56:01 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.5 MCER ground motion. (for 0.2 second period) S1 0.584 MCER ground motion. (for 1.0s period) SMS 1.5 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.522 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.575 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.553 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.688 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1 RT 0.584 Probabilistic risk -targeted ground motion. (1.0 second) Si UH 0.652 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.522 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.92 Mapped value of the risk coefficient at short periods CR1 0.897 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 1/7/2020 U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. https://seismicmaps.org 2/2 1/7/2020 Unified Hazard Tool U.S. Geological Survey - Earthquake Hazards Program Unified Hazard Tool Please do not use this tool to obtain ground motion parameter values for the design code reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical. ^ Input Edition Dynamic: Conterminous U.S. 2014 (upd; Latitude Decimal degrees 33.60143 Longitude Decimal degrees, negative values for western longitudes -116.26159 Site Class 259 m/s (Site class D) Spectral Period Peak Ground Acceleration Time Horizon Return period in years 2475 https://earthquake.usgs.gov/hazards/interactive/ 1/4 1/7/2020 Unified Hazard Tool ^ Deaggregation Component Total • E = (-°° .. -2.5) • E _ [-2.5 .. -2) • E= [-2 .. -1.5) ❑ E= [-1.5 .. -1) ❑ s = [-1.. -0.5) ❑ E _ [-0.5 .. 0) ❑ E=[0..0.5) ❑ E _ [0.5 .. 1) ❑ E= [1..1.5) • E=[1.5..2) • E=[2..2.5) • E=[2.5..+°°) https://earthquake.usgs.gov/hazards/interactive/ 2/4 1/7/2020 Unified Hazard Tool Summary statistics for, Deaggregation: Total Deaggregation targets Recovered targets Return period: 2475 yrs Exceedance rate: 0.0004040404 yr -1 PGA ground motion: 0.75141644 g Return period: 3071.2487 yrs Exceedance rate: 0.00032560046 yr -1 Totals Mean (over all sources) Binned: 100 Residual: 0 Trace: 0.1 % m: 7.01 r: 14.58 km Eo: 1.73 a Mode (largest m -r bin) Mode (largest m -r -Eo bin) m: 7.34 r: 15.62 km Eo: 1.816 Contribution: 9.93 m: 7.34 r: 15.83 km Eo: 1.8 G Contribution: 9.21 % Discretization Epsilon keys r: min = 0.0, max = 1000.0, = 20.0 km m: min = 4.4, max = 9.4, = 0.2 E: min = -3.0, max = 3.0, = 0.5 a E0: [ 00 .. -2.5) El: [-2.5 .. -2.0) E2: [-2.0 .. -1.5) E3: [-1.5 .. -1.0) E4: [-1.0 .. -0.5) E5: [-0.5 .. 0.0) E6: [0.0 .. 0.5) E7: [0.5 .. 1.0) E8: [1.0 .. 1.5) E9: [1.5 .. 2.0) E10: [2.0 .. 2.5) Ell: [2.5 .. +oo] https://earthquake.usgs.gov/hazards/interactive/ 3/4 1/7/2020 Unified Hazard Tool Deaggregation Contributors Source Set y Source Type r m co Ion tat az 0/0 UC33brAvg_FM31 System 30.73 San Andreas (Coachella) rev [2] 15.84 7.68 1.66 116.143°W 33.704°N 43.80 22.64 San Jacinto (Anza) rev [5] 26.44 8.01 1.93 116.513°W 33.490°N 242.00 3.26 San Jacinto (Clark) rev [2] 23.82 7.78 1.97 116.366°W 33.406°N 203.99 3.10 UC33brAvg_FM32 San Andreas (Coachella) rev [2] San Jacinto (Anza) rev [5] San Jacinto (Clark) rev [2] UC33brAvg_FM31 (opt) PointSourceFinite: -116.262, 33.633 PointSourceFinite: -116.262, 33.633 PointSourceFinite: -116.262, 33.651 PointSourceFinite: -116.262, 33.651 PointSourceFinite: -116.262, 33.714 PointSourceFinite: -116.262, 33.705 PointSourceFinite: -116.262, 33.714 PointSourceFinite: -116.262, 33.705 UC33brAvg_FM32 (opt) PointSourceFinite: -116.262, 33.633 PointSourceFinite: -116.262, 33.633 PointSourceFinite: -116.262, 33.651 PointSourceFinite: -116.262, 33.651 PointSourceFinite: -116.262, 33.714 PointSourceFinite: -116.262, 33.705 PointSourceFinite: -116.262, 33.714 PointSourceFinite: -116.262, 33.705 System Grid Grid 30.54 15.84 7.68 1.67 116.143°W 33.704°N 43.80 22.44 26.44 7.99 1.94 116.513°W 33.490°N 242.00 3.31 23.82 7.78 1.97 116.366°W 33.406°N 203.99 3.00 19.37 5.98 5.78 1.40 116.262°W 33.633°N 0.00 4.10 5.98 5.78 1.40 116.262°W 33.633°N 0.00 4.07 7.25 5.74 1.62 116.262°W 33.651°N 0.00 1.90 7.25 5.74 1.62 116.262°W 33.651°N 0.00 1.88 11.58 6.11 2.00 116.262°W 33.714°N 0.00 1.41 11.16 5.99 2.01 116.262°W 33.705°N 0.00 1.40 11.58 6.11 2.00 116.262°W 33.714°N 0.00 1.40 11.16 5.99 2.01 116.262°W 33.705°N 0.00 1.39 19.36 5.98 5.78 1.40 116.262°W 33.633°N 0.00 4.09 5.98 5.78 1.40 116.262°W 33.633°N 0.00 4.07 7.25 5.73 1.62 116.262°W 33.651°N 0.00 1.90 7.25 5.73 1.62 116.262°W 33.651°N 0.00 1.88 11.58 6.11 2.00 116.262°W 33.714°N 0.00 1.41 11.16 5.99 2.01 116.262°W 33.705°N 0.00 1.40 11.58 6.11 2.00 116.262°W 33.714°N 0.00 1.39 11.16 5.99 2.01 116.262°W 33.705°N 0.00 1.38 https://earthquake.usgs.gov/hazards/interactive/ 4/4 APPENDIX E geophysical services REPORT SEISMIC REFRACTION SURVEY Jefferson Street and 62nd Avenue La Qu i nta, CA GEOVision Project No. 19201 Prepared for NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 (949) 442-2442 Prepared by GEOVision Geophysical Services, Inc. 1124 Olympic Drive Corona, CA 92881 (951) 549-1234 May 31, 2019 Report 19201 TABLE OF CONTENTS 1 INTRODUCTION 2 2 EQUIPMENT AND FIELD PROCEDURES 3 3 METHODOLOGY 4 4 DATA REDUCTION AND MODELING 6 5 DISCUSSION OF RESULTS 7 6 REFERENCES 8 7 CERTIFICATION 9 LIST OF TABLES Table 1 Seismic Line Geometry LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Site Map Line 1: P-wave Seismic Tomography Model Line 2: P-wave Seismic Tomography Model Line 3: P-wave Seismic Tomography Model APPENDICES Appendix A Technical Note - Seismic Refraction Method Report 19201 1 May 31, 2019 1 INTRODUCTION A P-wave seismic refraction survey was conducted near Jefferson St and 62nd Avenue La Quinta, California, on May 10th, 2019. The survey was conducted along three P-wave seismic refraction lines, designated as Lines 1 through 3 (Figure 1). The purpose of this investigation was to determine rock rippability and subsurface velocity variability for planning future construction activities. The locations of the lines were placed by GEO Vision personnel to gather the highest quality data in the areas of greatest interest as directed by NMG Geotechnical Inc. The endpoints of each refraction line were surveyed by GEO Vision personnel using a Spectra SP60 with Centerpoint RTX submeter differential corrections (Table 1) and plotted on a site map (Figure 1). The rippability of alluvium is not presented in the Caterpillar Handbook of Ripping; therefore other sedimentary rocks will be used, such as sandstone and conglomerate, for comparison. Sandstone is considered rippable by a Caterpillar D8R Ripper to a P-wave velocity of 6,500 ft/s and marginally rippable to a velocity of 8,250 ft/s, providing the rock is sufficiently jointed and fractured. Sandstone is considered rippable by a Caterpillar D9R Ripper to a velocity of 7,250 ft/s and marginally rippable to a velocity of 9,500 ft/s providing the rock is sufficiently jointed and fractured. Conglomerate is considered rippable by a Caterpillar D8R Ripper to a P-wave velocity of 6,300 ft/s and marginally rippable to a velocity of 8,000 ft/s, providing the rock is sufficiently jointed and fractured. Conglomerate is considered rippable by a Caterpillar D9R Ripper to a velocity of 7,500 ft/s and marginally rippable to a velocity of 9,250 ft/s providing the rock is sufficiently jointed and fractured. It should be noted that blasting may be more cost- effective in marginally rippable rock due to time and equipment wear considerations. Published data are not available for the ripping characteristics of excavators, but we typically assume that excavators have about half the ripping ability of a D8R. The following sections include a discussion of equipment and field procedures, methodology, data processing, and results of the geophysical survey. Report 19201 2 May 31, 2019 2 EQUIPMENT AND FIELD PROCEDURES Seismic refraction equipment used during this investigation consisted of two Geometrics Geode 24 -channel signal enhancement seismographs, 10 Hz vertical geophones, seismic cables with 10 - foot takeouts, a 240-1b accelerated weight drop (AWD), a 10-1b sledgehammer, and an aluminum strike plate. Each line consisted of one spread of 48 geophones aligned in a linear array. The geophone spacing and total lengths per line are outlined in Table 1. Elevations along the refraction lines were surveyed using a combination of a Nikon AP -8 automatic level and a Spectra SP60 with Centerpoint RTX submeter, real-time corrections. All geophone locations were measured using a 300 -foot tape measure. A typical seismic refraction survey field layout is shown in Appendix A. Up to seventeen (17) shot point locations were occupied on each P-wave line: off -end shots (where possible), end shots, and multiple interior shot points located between every fourth geophone. Space, access, and topography limited or prohibited the placement of some off -end shots. A 240-1b accelerated weight drop was used as the energy source where there was appropriate vehicle access; the remaining shots were done using a 10-1b sledgehammer as the energy source. A 3D Geophysics or Geometrics hammer switch attached to the sledgehammer or inserted within the strike plate and coupled to the Geode via a trigger extension was used to trigger the seismograph upon impact. The final seismic record at each shot point was the result of stacking 6 to 10 shots to increase the signal to noise ratio. All seismic records were stored on a laptop computer. Data files were named with the sequential line, spread, and shot number and a ".dat" extension (e.g., data file 1105.dat is the seismic record from line 1, spread 1, shot 5). Data acquisition parameters, file names, and leveling data were recorded on a field form, which is retained in project files. Report 19201 3 May 31, 2019 3 METHODOLOGY Detailed discussions of the seismic refraction method can be found in Telford et al. (1990), Dobrin and Savit (1988), and Redpath (1973). When conducting a seismic survey, acoustic energy is input to the subsurface by an energy source such as a sledgehammer impacting a metallic plate, weight drop, vibratory source, or explosive charge. The acoustic waves propagate into the subsurface at a velocity dependent upon the elastic properties of the material through which they travel. When the waves reach an interface where the density or velocity changes significantly, a portion of the energy is reflected back to the surface and the remainder is transmitted into the lower layer. Where the velocity of the lower layer is higher than that of the upper layer, a portion of the energy is also critically refracted along with the interface. Critically refracted waves travel along with the interface at the velocity of the lower layer and continually refract energy back to the surface. Receivers (geophones) laid out in linear array on the surface, record the incoming refracted, and reflected waves. The seismic refraction method involves analysis of the travel times of the first energy to arrive at the geophones. These first -arrivals are from either the direct wave (at geophones close to the source) or critically refracted waves (at geophones further from the source). Analysis of seismic refraction data depends upon the complexity of the subsurface velocity structure. If the subsurface target is planar in nature then the slope -intercept method (Telford et al. [1990]) can be used to model multiple horizontal or dipping planar layers. A minimum of one end shot is required to model horizontal layers, and reverse end shots are required to model dipping planar layers. If the subsurface target is undulating (i.e. bedrock valley) then layer -based analysis routines such as the generalized reciprocal method (Palmer [1980 and 1981], Lankston and Lankston [ 1986], and Lankston [ 1990]), reciprocal method (Hawkins, 1961) also referred to as the ABC method, Hales' method (Hales, 1958), delay time method (Wyrobek [1956] and Gardner [1967]), time -term inversion (Scheidegger and Willmore, 1957), plus-minus method (Hagedoorn, 1959), and wavefront method (Rockwell, 1967) are required to model subsurface velocity structure. These methods generally require a minimum of 5 shot points per spread (end shots, off -end shots, and a center shot). If subsurface velocity structure is complex and cannot be adequately modeled using layer -based modeling techniques (i.e., complex weathering profile in bedrock, numerous lateral velocity variations), then Monte Carlo or tomographic inversion techniques (Zhang and Toksoz [1998], Schuster and Quintus-Bosz [1993]) are required to model the seismic refraction data. These techniques require a high shot density; typically every 2 to 6 stations/geophones. Generally, these techniques cannot effectively take advantage of off -end shots to extend the depth of investigation, so longer profiles are required. Errors in seismic refraction models can be caused by velocity inversions, hidden layers, or lateral velocity variations. At sites with steeply dipping or highly irregular bedrock surfaces, out of plane refractions (refractions from structures to the side of the line rather than from beneath the line) may severely complicate modeling. A velocity inversion is a geologic layer with a lower seismic velocity than an overlying layer. Critical refraction does not occur along with such a layer because velocity has to increase with depth for critical refraction to occur. This type of layer, therefore, cannot be recognized or modeled, and depths to underlying layers would be overestimated. A hidden layer is a layer with a velocity increase, but of sufficiently small thickness relative to the velocities of overlying and underlying layers, that refracted arrivals do Report 19201 4 May 31, 2019 not arrive at the geophones before those from the deeper, higher velocity layer. Because the seismic refraction method generally only involves the interpretation of first arrivals, a hidden layer cannot be recognized or modeled, and depths to underlying layers would be underestimated. Saturated sediments, overlying high -velocity bedrock can be a hidden layer under many field conditions. However, saturated sediments generally have a much higher velocity than unsaturated sediments, typically in the 5,000 to 7,000 ft/s range, and can occasionally be interpreted as a second arrival when the layer does not give rise to a first arrival. A subsurface velocity structure that increases as a function of depth rather than as discrete layers will also cause depths to subsurface refractors to be underestimated, in a manner very similar to that of the hidden layer problem. Lateral velocity variations that are not adequately addressed in the seismic models will also lead to depth errors. Tomographic imaging techniques can often resolve the complex velocity structures associated with hidden layers, velocity gradients, and lateral velocity variations. However, in the event of an abrupt increase in velocity at a geologic horizon, the velocity model generated using tomographic inversion routines will smooth the horizon with velocity being underestimated at the interface and possibly overestimated at depth. Report 19201 5 May 31, 2019 4 DATA REDUCTION AND MODELING The first step in data processing consisted of picking the arrival time of the first energy received at each geophone (first -arrival) for each shot point. The first -arrivals on each seismic record are either a direct arrival from a compressional (P) wave traveling in the uppermost layer or a refracted arrival from a subsurface interface where there is a velocity increase. First -arrival times were selected using the automatic and manual picking routines in the software package SeislmagerTM (Oyo Corporation). These first -arrival times were saved in an ASCII file containing shot location, geophone locations, and associated first -arrival time. Errors in the first - arrival times were variable with error generally increasing with distance from the shot point. Relative elevations for each geophone location were calculated from the leveling data using a spreadsheet and converted to approximate elevations using GPS data collected at the end of each line. Data quality was affected by factors such as topography, geologic conditions, and cultural noise, including nearby traffic noise. Seismic refraction data were then modeled using the tomographic analysis technique available in the SeislmagerTM Plotrefa software package, developed by Oyo Corporation. Refraction tomography techniques are often able to resolve complex velocity structure (e.g., velocity gradients) that can be observed in bedrock weathering profiles. Layer -based modeling techniques such as GRM are not able to accurately model the velocity gradients that can be observed in weathered or transitional zones. The tomographic analysis was conducted in several steps. First, an initial model was generated using a smooth starting model. The initial model was then converted to 25 layers with the top of the bottom layer at a depth related to the imaged depth of the model. Velocity ranges were also set to values outside of the starting model minimum and maximum. A minimum of 30 iterations of non-linear raypath inversion was then implemented to improve the fits of the travel time curves to near -surface sediments/rock. After each set of inversions were completed, the initial parameters were adjusted, and the model run again in an iterative process. These steps were repeated until acceptable fits and RMS error was achieved. The final tomographic velocity models for the seismic line were exported as ASCII files and imported into the Geosoft Oasis montaj® v9 mapping system where the velocity model was gridded, contoured, and annotated for presentation. Report 19201 6 May 31, 2019 5 DISCUSSION OF RESULTS The smooth starting, P-wave seismic tomography models for Lines 1 through 3 are presented as Figures 2 through 4, respectively. The color scheme used on the tomography images consists of blue-green, yellow-orange, and red -pink representing low, intermediate, and high velocities, respectively. The transition from blue to cyan occurs at a P-wave seismic velocity of 1,000 ft/s and the transition from green to yellow occurs at a velocity of 2,500 ft/s. The transition from orange to red occurs at 3,500 ft/s. Tomographic inversion techniques will typically model a gradual increase in velocity with depth even if an abrupt velocity contact is present. Therefore, if velocity gradients are not present, tomographic inversion routines will overestimate and underestimate velocity above and below a layer contact, respectively. Velocity gradients can, however, be very common in geologic environments with weathering zones and sedimentary rock, such as the project site. In tomographic images, layer contacts are not clearly defined, and thus, ranges of velocities are used to interpret possible rock conditions and competency. Groundwater was not expected to be encountered on any of the seismic lines. Line 1 was located in the northern portion of the site and aligned south to north (Figure 1). The P-wave seismic tomography color contour model for Line 1 is presented in Figure 2. The line is imaged with velocities of up to about 3,500 ft/s within 100 ft bgs. Likely, this material consists of alluvial material and soil with an increase in velocity with depth over the entire model. Higher velocities are imaged at shallower depths beneath the southern portion of the model. This zone may be the result of the presence of a coarser material on the southern portion of the profile or an edge effect of the model. Modeled data indicates that the material is rippable to a depth of at least 100 ft beneath the line using a Caterpillar D8R. Marginally rippable and non-rippable material using a Caterpillar D8R was not imaged in the tomography model beneath the seismic line. Line 2 was located in the central portion of the site and aligned south to north (Figure 1). The P- wave seismic tomography color contour model for Line 2 is presented in Figure 3. The line is imaged with velocities of up to about 3,500 ft/s within 100 ft bgs. Likely, this material consists of alluvial material and soil with an increase in velocity with depth over the entire model. Modeled data indicates that the material is rippable to a depth of 100 ft beneath the line using a Caterpillar D8R. Marginally rippable and non-rippable material using a Caterpillar D8R was not imaged in the tomography model for the seismic line. Line 3 was located in the southern portion of the site and aligned roughly southeast to northwest (Figure 1). The P-wave seismic tomography color contour model for Line 3 is presented in Figure 4. The line is imaged with velocities of up to about 3,700 ft/s within 60 ft bgs. Likely, this material consists of alluvial material with an increase in velocity with depth over the entire model. Modeled velocities beneath this profile are higher than Line 1 and 2. The increase in the velocities may be related to coarser or more compacted/cemented material. Modeled data indicates that the material is rippable to a depth of at least 70 ft beneath the line using a Caterpillar D8R. Marginally rippable and non-rippable material using a Caterpillar D8R was not imaged in the tomography model for the seismic line. Report 19201 7 May 31, 2019 6 REFERENCES Dobrin, M.S., and Savit, J., 1988, Introduction to Geophysical Prospecting, McGraw-Hill Co., New York. Gardner, L.W., 1967, Refraction seismograph profile interpretation, in Musgrave, A.W., ed., Seismic Refraction Prospecting: Society of Exploration Geophysicists, p. 338-347. Hales, F. W., 1958, An accurate graphical method for interpreting seismic refraction lines: Geophysical Prospecting, v. 6, p 285-294. Hagedoorn, J.G., 1959, The plus-minus method of interpreting seismic refraction sections, Geophysical Prospecting, v. 7, p 158-182. Hawkins, L. V., 1961, The reciprocal method of routine shallow seismic refraction investigation: Geophysics, v. 26, p. 806-819. Lankston, R. W., 1990, High-resolution refraction seismic data acquisition and interpretation, in Ward, S. H., ed., Geotechnical and Environmental Geophysics, Volume I: Review and Tutorial: Society of Exploration Geophysicists, Tulsa, Oklahoma, p. 45-74. Lankston, R. W., and Lankston, M. M., 1986, Obtaining multilayer reciprocal times through phantoming, Geophysics, v. 51, p. 45-49. Palmer, D., 1980, The generalized reciprocal method of seismic refraction interpretation: Society of Exploration Geophysics, Tulsa, Oklahoma, 104 p. Palmer, D., 1981, An introduction to the field of seismic refraction interpretation: Geophysics, v. 46, p. 1508-1518. Redpath, B. B., 1973, Seismic refraction exploration for engineering site investigations: U. S. Army Engineer Waterway Experiment Station Explosive Excavation Research Laboratory, Livermore, California, Technical Report E-73-4, 51 p. Rockwell, D.W. 1967. A general wavefront method. In Seismic Refraction Prospecting, A.W. Musgrave, ed., pp 363-415. Tulsa: Society of Exploration Geophysicists. Scheidegger, A., and Willmore, P.L., 1957, The use of a least square method for the interpretation of data from seismic surveys, Geophysics, v. 22, p. 9-22. Schuster, G. T. and Quintus-Bosz, A., 1993, Wavepath eikonal traveltime inversion: Theory: Geophysics, v. 58, no. 9, p. 1314-1323. Telford, W. M., Geldart, L.P., Sheriff, R.E., 1990, Applied Geophysics, Second Edition, Cambridge University Press. Wyrobek, S.M., 1956, Application of delay and intercept times in the interpretation of multilayer time distance curves, Geophysical Prospecting, v. 4, p 112-130. Zhang, J. and Toksoz, M. N., 1998, Nonlinear refraction traveltime tomography, Geophysics, V. 63, p. 1726-1737. Report 19201 8 May 31, 2019 7 CERTIFICATION All geophysical data, analysis, interpretations, conclusions, and recommendations in this document have been prepared under the supervision of and reviewed by a GEO Vision California Professional Geophysicist. This geophysical investigation was conducted under the supervision of a California by Prepared by: Jonath,. Jorda Seth() r Taff Ge a ysicist GEO ision Geo .hysical Services Reviewed and Approved by: David Carpenter California Professinal Geophysicist, PGp GEO Vision Geophysical Services 5/31/2019 5/31/2019 * This geophysical investigation was conducted under the supervision of a California Professional Geophysicist using industry standard methods and equipment. A high degree of professionalism was maintained during all aspects of the project from the field investigation and data acquisition, through data processing, interpretation, and reporting. All original field data files, field notes, and observations, and other pertinent information are maintained in the project files and are available for the client to review for a period of at least one year. A professional geophysicist's certification of interpreted geophysical conditions comprises a declaration of his/her professional judgment. It does not constitute a warranty or guarantee, expressed or implied, nor does it relieve any other party of its responsibility to abide by contract documents, applicable codes, standards, regulations, or ordinances. Report 19201 9 May 31, 2019 Table 1 Seismic Line Geometry Name Spacing (ft) Location (ft) Northing (US Feet) Easting (US Feet) Line 1 10 0 1,682,068 7,090,413 470 1,682,538 7,090,403 Line 2 10 0 1,680,881 7,091,095 470 1,681,340 7,091,084 Line 3 7.5 0 1,679,470 7,090,458 352.5 1,679,776 7,090,284 Notes: 1. Plane coordinates in CA State Plane, Zone VI (0406), NAD83 (Conus), US Survey Feet. 3. Coordinates taken with a Spectra SP60 with Centerpoint RTX submeter corrections. 7089000 7090000 7091000 7092000 I 1680000 1681000 1682000 1683000 1 1 1 1 1 1 1 1 1 )000 1680000 1681000 1682000 1683000 , 470' • 8 iN moan P 470' .•' 352.5'' . • . ... • 0, • i 1. _ ' - , . • 200 0 200 400. Feet 1 1 I co 7089000 7090000 7091000 7092000 GE3i30�S'LO12 geophysical services FIGURE 1 SITE MAP P -Wave Seismic Refraction Line NOTES: 1. Coordinate System: California State Plane, NAD83, Zone V (0405), US Survey Feet 2. Base map source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community Date: 5/23/2019 SITE LOCATED NEAR JEFFERSON ST AND 62"d AVE LA QUINTA, CALIFORNIA GV Project: 19096 Developed by: D Levy Drawn by: T Rodriguez PREPARED FOR NMG GEOTECHNICAL, INC. Approved by: J Jordan File Name: 19201-1.MXD c 0 j O 0 ua s 50 102 150 200 259 300 354 400 N 450 0 50 Contour Interval: 500111s Legend 7 Geophone Locatbons 100 150 200 250 Disianoe ("ft1 350 700 900 1100 1300 1502 1700 1930 2100 2300 251:0 2700 2900 3106 3300 3500 3700 3900 4160 4300 4500 47570 5003 P -Wave Vetocity (Ws) 25 25 50 r5 Owl 450 00 0 O •E b e- Figure 2 Line 1 P -Wave Seismic Tomography Model GV Project Number 19201 Jefferson Street and 62nd Avenue La Quinla, California Prepared far NAM Geotechnical Inc. S N a 50 100 150 200 250 300 350 400 450 0 -- — . - —. tn e i 0 250a --...,_.____,_ rx500 =3.15.1 To P 3 w int 0 o o all in in o 0 50 100 150 200 250 300 350 403 4E Contour Interval. 500 firs Distance cIi.} 11111.1/ 700 900 11110 1300 1500 1700 1900 2100 2300 2500 2706 2900 3100 3300 3506 3702 3.909 4100 4300 4500 4700 3000 P -Wave Velocity (Tits} Legend 25 s zs sa /5 T 1 eophone Locations Irexi Figure 3 ., 1 '*i '`� Line 2 P -Wave Seismic Tomography Model GV Project Number 19201 Jefferson Street and 62nd Avenue La Quinta, California 0 t Prepared for NMG Geatechnlcat Inc. a 0 S 50 100 150 200 250 300 N 350 50 Contour Interval: 500 ft/s Legend ■ Geophone Locations 100 150 Distance (ft) 200 250 700 1000 1400 1800 2200 2600 3000 3400 3800 4200 4600 5000 P -Wave Velocity (Ws) 25 0 25 50 (feet) 300 350 0 0 (1 0 , G� j.� SI OE Figure 4 - - - S�.: Prepared for NMG Geotechnical Inc. J—.� 1500 1500 2000 250D .^- 2000 0 _ - �y -- 2 5 0 — 3 5 0 0 , -____, 50 Contour Interval: 500 ft/s Legend ■ Geophone Locations 100 150 Distance (ft) 200 250 700 1000 1400 1800 2200 2600 3000 3400 3800 4200 4600 5000 P -Wave Velocity (Ws) 25 0 25 50 (feet) 300 350 0 0 (1 0 , G� j.� SI OE Figure 4 Line 3 P -Wave Seismic Tomography Model GV Project Number 19201 Jefferson Street and 62nd Avenue La Quinta, California Prepared for NMG Geotechnical Inc. APPENDIX F Project Name: Hofmann/Travertine Test Hole Number: P-1 Depth (in): 279.6 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/9/2021 Date Presoak: 8/10/2021 Date Tested: 8/10/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) A in Water Level (in.) Percolation Rate (in./hr.) 6:57 2 2 253.8 266.4 12.6 378.0 6:59 7:02 2 7 258.0 267.0 9.0 270.0 7:04 7:05 2 10 267.0 272.8 5.8 174.0 7:07 7:10 5 18 254.4 273.6 19.2 230.4 7:15 7:18 5 26 253.2 272.4 19.2 230.4 7:23 7:25 5 33 254.4 271.6 17.2 206.4 7:30 7:34 5 42 252.6 271.2 18.6 223.2 7:39 7:42 5 50 253.2 270.0 16.8 201.6 7:47 7:50 5 58 252.6 271.2 18.6 223.2 7:55 7:58 5 66 252.6 270.6 18.0 216.0 8:03 8:06 5 74 253.2 271.2 18.0 216.0 8:11 8:14 5 82 253.8 269.4 15.6 187.2 8:19 8:22 5 90 252.6 269.4 16.8 201.6 8:27 8:30 5 98 252.0 268.8 16.8 201.6 8:35 8:39 5 107 252.6 268.4 15.8 189.6 8:44 Initial Height of Water (Ho) = 27 Final Height of Water (Hf) = 11.2 Change in Height Over Time (AH) = 15.8 Average Head Over Time (Havg) = 19.1 It= OH(60r)/Ot(r+2Havg) It= 18.0 in./hr. Project Name: Hofmann/Travertine Test Hole Number: P-2 Depth (in): 279.6 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/9/2021 Date Presoak: 8/10/2021 Date Tested: 8/10/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) A in Water Level (in.) Percolation Rate (in./hr.) 10:13 5 5 229.2 268.4 39.2 470.4 10:18 10:22 5 14 229.8 268.2 38.4 460.8 10:27 10:30 5 22 231.6 268.8 37.2 446.4 10:35 10:38 5 30 232.2 268.2 36.0 432.0 10:43 10:46 5 38 230.4 266.8 36.4 436.8 10:51 10:55 5 47 231.0 267.0 36.0 432.0 11:00 11:03 5 55 230.4 266.4 36.0 432.0 11:08 11:12 5 64 243.6 267.0 23.4 280.8 11:17 11:21 5 73 232.8 269.4 36.6 439.2 11:26 11:29 5 81 238.8 265.8 27.0 324.0 11:34 11:36 5 88 237.0 268.8 31.8 381.6 11:41 11:45 5 97 232.8 267.6 34.8 417.6 11:50 11:53 5 105 230.4 267.0 36.6 439.2 11:58 Initial Height of Water (Ho) = 49.2 Final Height of Water (Hf) = 12.6 Change in Height Over Time (AH) = 36.6 Average Head Over Time (Havg) = 30.9 It= AH(60r)/At(r+2Havg) It= 26.7 in./hr. Project Name: Hofmann/Travertine Test Hole Number: P-3 Depth (in): 236.4 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/10/2021 Date Presoak: 8/12/2021 Date Tested: 8/12/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) A in Water Level (in.) Percolation Rate (in./hr.) 11:28 5 5 187.2 222.0 34.8 417.6 11:33 11:35 5 12 189.0 224.0 35.0 420.0 11:40 11:42 5 19 187.2 224.2 37.0 444.0 11:47 11:50 5 27 187.2 224.3 37.1 445.2 11:55 11:57 5 34 186.0 224.4 38.4 460.8 12:02 12:04 5 41 187.2 224.0 36.8 441.6 12:09 12:12 5 49 187.2 225.5 38.3 459.6 12:17 12:19 5 56 187.2 224.0 36.8 441.6 12:24 12:27 5 64 187.2 224.3 37.1 445.2 12:32 12:34 5 71 187.2 224.0 36.8 441.6 12:39 12:42 5 79 187.2 224.2 37.0 444.0 12:47 12:50 5 87 187.2 223.7 36.5 438.0 12:55 Initial Height of Water (Ho) = 49.2 Final Height of Water (Hf) = 12.7 Change in Height Over Time (AH) = 36.5 Average Head Over Time (Havg) = 30.95 It= AH(60r)/Mt(r+2Havg) It= 26.6 in./hr. Project Name: Hofmann/Travertine Test Hole Number: P-4 Depth (in): 295.2 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/10/2021 Date Presoak: 8/12/2021 Date Tested: 8/12/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) 0 in Water Level (in.) Percolation Rate (in./hr.) 6:21 3 3 264.0 287.6 23.6 472.0 6:24 6:27 3 9 260.4 287.4 27.0 540.0 6:30 6:33 3 15 259.8 288.0 28.2 564.0 6:36 6:39 3 21 260.4 287.4 27.0 540.0 6:42 6:45 3 27 262.2 288.0 25.8 516.0 6:48 7:00 3 42 265.2 288.0 22.8 456.0 7:03 7:06 3 48 262.2 287.4 25.2 504.0 7:09 7:14 3 56 263.4 287.0 23.6 472.0 7:17 7:20 3 62 261.0 286.8 25.8 516.0 7:23 7:26 3 68 262.8 287.5 24.7 494.0 7:29 7:33 3 75 264.0 287.4 23.4 468.0 7:36 7:39 3 81 263.4 288.0 24.6 492.0 7:42 7:45 3 87 264.0 287.8 23.8 476.0 7:48 7:51 3 93 263.4 288.6 25.2 504.0 7:54 7:57 3 99 264.6 288.6 24.0 480.0 8:00 8:04 3 106 266.4 288.5 22.1 442.0 8:07 8:10 3 112 270.0 288.0 18.0 360.0 8:13 8:16 3 118 262.2 286.8 24.6 492.0 8:19 8:22 3 124 261.6 286.2 24.6 492.0 8:25 8:28 3 130 260.4 286.4 26.0 520.0 8:31 Initial Height of Water (Ho) = 34.8 Final Height of Water (Hf) = 8.8 Change in Height Over Time (AH) = 26 Average Head Over Time (Havg) = 21.8 It= AH(60r)/At(r+2Havg) It= 43.7 in./hr. Project Name: Hofmann/Travertine Test Hole Number: P-5 Depth (in): 355.8 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/10/2021 Date Presoak: 8/12/2021 Date Tested: 8/12/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) A in Water Level (in.) Percolation Rate (in./hr.) 9:16 3 3 331.2 349.8 18.6 372.0 9:19 9:22 3 9 327.6 348.5 20.9 418.0 9:25 9:28 3 15 326.4 348.6 22.2 444.0 9:31 9:33 3 20 327.6 348.6 21.0 420.0 9:36 9:39 3 26 331.2 349.8 18.6 372.0 9:42 9:45 3 32 328.8 349.8 21.0 420.0 9:48 9:52 3 39 333.6 348.0 14.4 288.0 9:55 9:58 3 45 326.4 348.8 22.4 448.0 10:01 10:04 3 51 324.0 334.8 10.8 216.0 10:07 10:10 5 59 318.0 338.6 20.6 247.2 10:15 10:18 5 67 318.0 337.6 19.6 235.2 10:23 10:27 5 76 318.0 336.4 18.4 220.8 10:32 10:35 5 84 318.0 337.0 19.0 228.0 10:40 10:43 5 92 318.0 338.4 20.4 244.8 10:48 10:50 5 99 318.0 339.8 21.8 261.6 10:55 10:58 5 107 318.0 340.8 22.8 273.6 11:03 Initial Height of Water (Ho) = 37.8 Final Height of Water (Hf) = 15 Change in Height Over Time (AH) = 22.8 Average Head Over Time (Havg) = 26.4 It= AH(60r)/At(r+2Havg) It= 19.3 in./hr. APPENDIX G 1.0 General 1.1 APPENDIX G GENERAL EARTHWORK AND GRADING SPECIFICATIONS Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 Geotechnical Consultant: Prior to commencement of work, the owner shall employ a geotechnical consultant. The geotechnical consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture -conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-1 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture -conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-2 immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic -rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-3 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near -horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Compaction of Fill: After each layer has been moisture -conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-4 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-5 6.0 Excavation Excavations, as well as over -excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill -over -cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfills 7.1 Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum 90 percent of maximum from 1 foot above the top of the conduit to the surface, except in traveled ways (see Section 7.6 below). 7.3 Jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 7.6 Trench backfill in the upper foot measured from finish grade within existing or future traveled way, shoulder, and other paved areas (or areas to receive pavement) should be placed to a minimum 95 percent relative compaction. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-6 DESIGN FINISH GRADE TOE OF SLOPE SHOWN ON GRADING PLAN PROJECTED SLOPE GRADIENT (1:1 MAXIMUM) PLACE COMPACTED BACKFILL TO ORIGINAL GRADE BACKCUT -- VARIES NATURAL GRADE MAINTAIN 9' MIN. HORIZONTAL WIDTH FROM SLOPE FACE TO BENCH/BACKCUT BROW BERM COMPETENT MATERIAL COMPACTED FILL REMOVE UNSUITABLE _ / — VARIABLE 2' MINIMUM KEY DEPTH KEY IN COMPETENT MATERIAL. MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT. 4' TYPICAL MINIMUM 1' TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) NOTE: BENCHING SHALL BE REQUIRED WHEN NATURAL SLOPES ARE EQUAL TO OR STEEPER THAN 5:1 OR WHEN RECOMMENDED BY THE SOIL ENGINEER. WHERE THE NATURAL SLOPE APPROACHES OR EXCEEDS THE DESIGN SLOPE RATIO, SPECIAL RECOMMENDATIONS WILL BE PROVIDED BY THE GEOTECHNICAL ENGINEER. FIGURE 1 TYPICAL FILL KEY ABOVE NATURAL SLOPE MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 8/96 FILL KEY ABOVE NAT. SLOPE.ai NATURAL GRADE DESIGN FINISH GRADE COMPACTED FILL CUT/FILL SHOWN ON GRADING PLAN COMPETENT MATERIAL CUT SLOPE TO BE CONSTRUCTED — PRIOR TO PLACEMENT OF FILL SV\TPB�• �MPER\P� ,R. • oI VN 9' MIN. VARIABLE KEYWAY IN COMPETENT MATERIAL. MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BROW BERM TYPICAL HEIGHT OF BENCHES IS • 4 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT MINIMUM 1' TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) NOTE: THE FILL PORTION OF THE SLOPE SHALL BE COMPACTED AS STATED IN THE PROJECT SPECIFICATIONS. FIGURE 2 TYPICAL FILL ABOVE CUT SLOPE MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 8/03 TYP FILL ABOVE CUT SLOPE.ai TERRACE DRAIN DESIGN FINISH GRADE T 30' MAX BLANKET FILL IF RECOMMENDED BY THE GEOTECHNICAL CONSULTANT (3' TYPICAL) BROW BERM IN-PLACE EARTH MATERIAL D W \N. KEY IN COMPETENT MATERIAL. MINIMUM—> WIDTH (W)AND DEPTH (D) OF BUTTRESS KEY AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT. MINIMUM 1' TILT BACK OR 2 % SLOPE (WHICHEVER IS -GREATER) NOTE: SUBDRAIN DETAILS, SEE FIGURE 5. I SLOPE OF INTERFACE TO BE MAXIMUM PERMITTED FOR SAFE WORKING CONDITIONS, AS RECOMMENDED BY GEOTECHNICAL CONSULTANT. TYPICAL HEIGHT OF BENCHES 4 FEET. FIGURE 3 TYPICAL BUTTRESS FILL MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 1/04 TYP BUTTRESS FILL.ai MAINTAIN A 9' MINIMUM HORIZONTAL WIDTH FROM SLOPE FACE TO BACKCUT OR BENCH • BLANKET FILL IF RECOMMENDED BY THE GEOTECHNICAL CONSULTANT (3' TYPICAL) 15' MINIMUM BACKCUT AT TOP OF SLOPE \ DESIGN FINISH GRADE TERRACE DRAIN .-.•• I• COMPACTED FILL 2' MIN. KEY BOTTOM / 15' MINIMUM KEY WIDTH VARIABLE MINIMUM 1' TILT BACK NOTE: SEE FIGURE 5 FOR TYPICAL SUBDRAIN DETAILS FOR STABILIZATION FILLS // COMPETENT MATERIAL ACCEPTABLE TO THE GEOTECHNICAL CONSULTANT TYPICAL HEIGHT OF BENCHES IS 4' ORAS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT FIGURE 4 TYPICAL STABILIZATION FILL MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 9/96 STABILIZATION FILL.ai OUTLETS TO BE SPACED AT 100' MAXIMUM INTERVALS. EXTEND 12 INCHES BEYOND FACE OF SLOPE AT TIME OF ROUGH GRADING CONSTRUCTION. DESIGN FINISH SLOPE BROW BERM BLANKET FILL IF RECOMMENDED BY GEOTECHNICAL CONSULTANT (3' TYPICAL) SEE DETAIL BELOW 4 -INCH DIAMETER NON -PERFORATED OUTLET PIPE TO BE LOCATED IN FIELD BY THE GEOTECHNICAL CONSULTANT FILTER MATERIAL - MINIMUM OF THREE CUBIC FEET PER FOOT OF PIPE. SEE FILTER MATERIAL SPECIFICATION. ALTERNATE: IN LIEU OF FILTER MATERIAL, THREE CUBIC FEET OF GRAVEL PER FOOT OF SUBDRAIN (WITHOUT PIPE) MAY BE ENCASED IN FILTER FABRIC. SEE GRAVEL SPECIFICATION, AND FIGURE 6 FOR FILTER FABRIC SPECIFICATION "GRAVEL" TO CONSIST OF 1/2" TO 1" CRUSHED ROCK PER STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 12 INCHES ON ALL JOINTS. "FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT. SIEVE SIZE PERCENTAGE PASSING 1" 100 3/4" 90-100 3/8" 40-100 NO. 4 25-40 NO 8 18-33 NO. 30 5-15 NO. 50 0-7 NO. 200 0-3 NOTE: TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL. OUTLET PIPE TO BE CONNECTED TO SUBDRAIN PIPE WITH TEE OR ELBOW DETAIL MINIMUM 4 -INCH DIAMETER SCHEDULE 40 ASTM D1527 OR D1785 OR SDR 35 ASTM D2751 OR D 3034. FOR FILL DEPTH OF 90 FEET OR GREATER, USE ONLY SCHEDULE 40 OR EQUIVALENT. THERE SHALL BE A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE AT 2 PERCENT TO OUTLET PIPE. FIGURE 5 TYPICAL STABILIZATION AND BUTTRESS FILL SUBDRAINS MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 8/96 STAB. BUTTRESS FILL SUBDRAINS.ai • COMPACTED FILL NATURAL GRADE REMOVEv�V�SPB� TYPICAL BENCHING SEE DETAIL BELOW COMPETENT MATERIAL FILTER FABRICS SHALL BE PERMEABLE NON -WOVEN POLYESTER, NYLON, OR POLYPROPYLENE MATERIAL CONFORMING TO THE FOLLOWING: 1) GRAB TENSILE STRENGTH. POUNDS, MIN. ASTM D 4632 90 2) ELONGATION, AT PEAK LOAD, PERCENT, MIN. ASTM D 4632 50 3) PUNCTURE STRENGTH, LBS., MIN. ASTM D 3787 45 4) COEFFICIENT OF WATER PERMITTIVITY, 1/SEC. ASTM D 4491 >0.7 5) BURST STRENGTH, P.S.I., MIN. ASTM D 3786 180 NOTES: DOWNSTREAM 20' OF PIPE AT OUTLET SHALL BE NON -PERFORATED AND BACKFILLED WITH FINE-GRAINED MATERIAL PIPE SHALL BE A MINIMUM OF 4 -INCH DIAMETER. FOR RUNS OF 500 FEET OR MORE, USE 6 -INCH DIAMETER PIPE, OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT DETAIL DEPTH AND BEDDING MAY VARY WITH PIPE AND LOAD CHARACTERISTICS. 3' TYPICAL FILTER MATERIAL - MINIMUM OF NINE CUBIC FEET PER FOOT OF PIPE. SEE FIGURE 5 FOR FILTER MATERIAL SPECIFICATIONS. ALTERNATE: IN LIEU OF FILTER MATERIAL, NINE CUBIC FEET OF GRAVEL PER FOOT OF SUBDRAIN (WITHOUT PIPE) MAY BE ENCASED IN FILTER FABRIC. SEE FIGURE 5 TO GRAVEL SPECIFICATION. SEE ABOVE FOR FILTER FABRIC SPECIFICATION. FILTER FABRIC SHALL BE LAPPED MINIMUM OF 12 INCHES ON ALL JOINTS. MINIMUM 4 INCH DIAMETER SCHEDULE 40 ASTM D 1527, OR D 1785, OR SDR 35 ASTM 2751 OR D 3034. FOR FILL DEPTH OF 90 FEET OR GREATER USE ONLY SCHEDULE 40 OR APPROVED EQUIVALENT. THERE SHALL BE A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PIPE. FIGURE 6 TYPICAL CANYON SUBDRAIN MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. Rev. 8/96 CANYON SUBDRAIN.ai FINISH SLOPE FACE 10' MIN. TYPICAL ROCK ROW SECTION THROUGH ROCKROW •• • • • • �l� 4 V • ♦ 1 ^ •' '� i MAX. f. • 1••_••_••_••-••_•,4 MA=C:•_•• 10' MIN. FILL VOIDS WITH SELECT GRANULAR SOIL PLACED BY WATER DENSIFICATION AND MECHANICAL COMPACTION. NESTING OR STACKING OF OVERSIZE MATERIAL IS NOT ACCEPTABLE. FINISH GRADE 15' MIN. -0 PROFILE ALONG ROCKROW • • 1 1 / > i • I ▪ 4 IMS ••• • i W R ` I•♦ ! :k . PLACE OVERSIZE MATERIAL IN TRENCH. - FALSE SLOPE OR CUT SLOT INTO APPROVED MATERIAL. OVERSIZE MATERIAL MAY BE PLACED SIDE BY SIDE IF SIZE PERMITS. (NOT TO EXCEED AWIDTH OF 4 FEET) "? Vii:•' .i:. NOTES: A) OVERSIZED ROCK IS DEFINED AS LARGER THAN 12" IN SIZE (IN GREATEST DIMENSION). B) SPACE BETWEEN ROCKROWS SHOULD BE ONE EQUIPMENT WIDTH ORA MINIMUM OF 15 FEET. C) THE WIDTH AND HEIGHT OF THE ROCKROW SHALL BE LIMITED TO FOUR FEET AND THE LENGTH LIMITED TO 300 FEET UNLESS APPROVED OTHERWISE BY THE GEOTECHNICAL CONSULTANT. OVERSIZE SHOULD BE PLACED WITH FLATEST SIDE ON THE BOTTOM. D) OVERSIZE MATERIAL EXCEEDING FOUR FEET MAY BE PLACED ON AN INDIVIDUAL BASIS IF APPROVED BY THE GEOTECHNICAL CONSULTANT. E) FILLING OF VOIDS WILL REQUIRE SELECT GRANULAR SOIL (SE > 20, OR LESS THAN 20 PERCENT FINES) AS APPROVED BY THE GEOTECHNICAL CONSULTANT. VOIDS IN THE ROCKROW TO BE FILLED BY WATER DENSIFYING GRANULAR SOIL INTO PLACE ALONG WITH MECHANICAL COMPACTION EFFORT. F) IF APPROVED BY THE GEOTECHNICAL CONSULTANT, ROCKROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK, PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. G) THE FIRST LIFT OF MATERIAL ABOVE THE ROCKROW SHALL CONSIST OF GRANULAR MATERIAL AND SHALL BE PROOF -ROLLED WITH A D-8 OR LARGER DOZER OR EQUIVALENT. H) ROCKROWS NEAR SLOPES SHOULD BE ORIENTED PARALLEL TO SLOPE FACE. 1) NESTING OR STACKING OF ROCKS IS NOT ACCEPTABLE. FIGURE 7 TYPICAL OVERSIZE ROCK PLACEMENT METHOD MINIMUM STANDARD GRADING DETAIL FOR STRUCTURAL FILL NMG Geotechnical, Inc. 3/04 TYP OVERSIZE ROCK PLACEMENT.ai NATURAL GRADE CUT LOT COMPACTED FILL TYPICAL BENCHING Y \ N� "��. , OVEREXCAVATE AND RECOMPACT DESIGN FINISH GRADE COMPACTED FILL COMPETENT MATERIAL ACCEPTABLE TO THE GEOTECHNICAL CONSULTANT CUT FILL LOT (TRANSITION) NATURAL GRADE 5' MIN. • / \ 3' MIN. TYPICAL BENCHING COMPETENT MATERIAL ACCEPTABLE TO THE GEOTECHNICAL CONSULTANT SEE NOTE OVEREXCAVATE AND RECOMPACT NOTE: DEEPER THAN THE 3 -FOOT OVEREXCAVATION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT IN STEEP TRANSITIONS. FIGURE 8 TYPICAL OVEREXCAVATION OF DAYLIGHT LINE MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 8/96 OVEREXCAVATION OF DAYLIGHT LINE.ai