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Capistrano TR 31910 BCPR2021-0036 - Geotechnical ReportBCPR2021-0036 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE p,, 12/14/2021 CAPISTRANO / TRACT CONSTRUCTION PLANS - 2019 CODES (SFDx4) UPDATED GEOTECHNICAL AND INFILTRATION EVALUATION FOR PROPOSED SINGLE-FAMILY RESIDENTIAL DEVELOPMENT CAPISTRANO PROJECT LOTS 1-6, 1 1-14, 18-65, 69, AND 75-130 OF TRACT No. 31910 LA QUINTA, RIVERSIDE COUNTY, CALIFORNIA PREPARED FOR D.R. HORTON Los ANGELES HOLDING COMPANY, INC. 2280 WARDLOW CIRCLE, SUITE 100 CORONA, CALIFORNIA 92878 PROJECT No. 2830-CR PREPARED BY GEOTEK, INC. 1 548 NORTH MAPLE STREET CORONA, CALIFORNIA 92878 'G, GEOTEK AUGUST 12.2021 GeoTek, Inc. 1548 North Maple Street, Corona, California 92878 (951) 710-1 160 Office (951) 710-1 167 Fax www.geotekusa.com August 12, 2021 Project No. 2830-CR D.R. Horton Los Angeles Holding Company, Inc. 2280 Wardlow Circle, Suite 100 Corona, California 92878 Attention: Mr. Mario Ornelas Subject: Updated Geotechnical and Infiltration Evaluation Proposed Single -Family Residential Development Capistrano Project Lots 1-6, 1 1-14, 18-65, 69, and 75-130 of Tract 3 19 10 La Quinta, Riverside County, California Dear Mr. Ornelas: We are pleased to provide our updated geotechnical and infiltration report for proposed development at the subject property located in the city of La Quinta, Riverside County, California. This report presents a discussion of our evaluation and provides updated geotechnical recommendations for earthwork, foundation design, and construction. In our opinion, site development appears feasible from a geotechnical viewpoint provided that the recommendations presented in this report are incorporated into the design and construction phases of the project. The opportunity to be of service is sincerely appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoTek, Inc. Edward H. LaMont CEG 1892, Exp. 07/31 /22 Principal Geologist Pe i) 0 Cr rum No. f 892 N Exp. Codified T T syng Ge OQ OF CA1 �F Distribution: (1) Addressee via email (one PDF file) Gaby M. Bogdanoff GE 3133, Exp. 06/30/22 Project Engineer /OFESSION 80Gp OFy� �$ U NO 3133 m 7 a 0 f CA Fa�P GEOTECHNICAL I ENVIRONMENTAL I MATERIALS D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page i TABLE OF CONTENTS !� I11 0101-1 fie\ ► I AVA [a] 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT...............................................................2 2.1 SITE DESCRIPTION..................................................................................................................................................................2 2.2 PROPOSED DEVELOPMENT....................................................................................................................................................2 3. REPORT REVIEW................................................................................................................................3 4. FIELD EXPLORATION, LABORATORY TESTING, CORROSION TESTING, AND PERCOLATION TESTING...................................................................................................................................................... 4 4.1 FIELD EXPLORATION...............................................................................................................................................................4 4.2 LABORATORY TESTING..........................................................................................................................................................4 4.3 CORROSION TESTING.............................................................................................................................................................4 4.4 PERCOLATION TESTING..........................................................................................................................................................5 S. GEOLOGIC AND SOILS CONDITIONS...........................................................................................6 5.1 REGIONAL SETTING................................................................................................................................................................6 5.2 SUBSURFACE SOIL CONDITIONS............................................................................................................................................7 5.2.1 Artificial Fill........................................................................................................................................................................................7 5.2.2 Alluvium..............................................................................................................................................................................................7 5.3 SURFACE WATER AND GROUNDWATER.............................................................................................................................8 5.3.1 Surface Water.................................................................................................................................................................................8 5.3.2 Groundwater.....................................................................................................................................................................................8 5.4 FAULTING AND SEISMICITY....................................................................................................................................................8 5.4.1 Seismic Design Parameters..........................................................................................................................................................8 5.5 LIQUEFACTION AND SEISMICALLY INDUCED SETTLEMENT.................................................................................................9 5.6 OTHER HAZARDS................................................................................................................................................................... I I 6. CONCLUSIONS AND RECOMMENDATIONS.............................................................................. 11 6.1 GENERAL................................................................................................................................................................................11 6.2 EARTHWORK CONSIDERATIONS........................................................................................................................................ 12 6.2.1 Site Clearing................................................................................................................................................................................... 12 6.2.2 Remedial Grading........................................................................................................................................................................ 12 6.2.3 Engineered Fill............................................................................................................................................................................... 12 6.2.4 Excavation Characteristics........................................................................................................................................................ 13 6.2.5 Trench Excavation and Back fill............................................................................................................................................... 13 6.2.6 Shrinkage and Subsidence........................................................................................................................................................ 13 6.3 DESIGN RECOMMENDATIONS............................................................................................................................................. 14 6.3.1 Foundation Design Criteria....................................................................................................................................................... 14 6.3.2 Miscellaneous Foundation Recommendations.................................................................................................................... 16 6.3.3 Foundation Setbacks................................................................................................................................................................... 16 6.3.4 Retaining Wall Design and Construction............................................................................................................................. 17 6.3.5 Soil Corrosivity...............................................................................................................................................................................20 6.3.6 Soil Sulfate Content..................................................................................................................................................................... 20 6.3.7 Concrete Construction................................................................................................................................................................20 6.3.7.1 General..............................................................................................................................................................................20 'G, G E O T E K D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page ii TABLE OF CONTENTS 6.3.7.2 Concrete Mix Design.....................................................................................................................................................20 6.3.7.3 Concrete Flatwork..........................................................................................................................................................20 6.4 POST CONSTRUCTION CONSIDERATIONS.......................................................................................................................21 6.4.1 Landscape Maintenance and Planting..................................................................................................................................21 6.4.2 Drainage.........................................................................................................................................................................................22 6.5 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS....................................................................................................22 7 INTENT...............................................................................................................................................23 8 LIMITATIONS....................................................................................................................................23 9 SELECTED REFERENCES.................................................................................................................24 ENCLOSURES Figure I — Site Location Map Figure 2 — Exploration Location Map Appendix A — Logs of Borings and Laboratory Test Results by Sladden Engineering (2003) Appendix B — Logs of Trenches, Borings, and CPT Soundings by GeoTek Appendix C — Laboratory Test Results by GeoTel, Appendix D — Soil Corrosivity Study Appendix E — Percolation/Infiltration Data Appendix F — Liquefaction and Seismic Settlement Analysis Appendix G — General Grading Guidelines 'G, G E O T E K D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page I 1. PURPOSE AND SCOPE OF SERVICES The purpose of this study was to evaluate the existing geotechnical conditions for the currently proposed development. Services provided for this study included the following: ■ Research and review of readily available geologic data and past reports pertinent to the site, ■ A site reconnaissance, ■ Site exploration via twelve trenches, four borings and four Cone Penetration Test (CPT) soundings across the site to depths between 5 and 50 feet, ■ Drilling of twelve borings for percolation testing and infiltration analysis to depths ranging from 2 to 10 feet within the three existing site basins, ■ Collection of relatively undisturbed and bulk samples of the site soils for geotechnical and corrosion assessment, ■ Review and evaluation of site seismicity, ■ Engineering analyses, and; ■ Compilation of this updated geotechnical and infiltration evaluation which presents our findings, conclusions, and recommendations for site development. The intent of this report is to aid in the evaluation of the site for future proposed development from a geotechnical perspective. The professional opinions and geotechnical information contained in this report may need to be updated based upon our review of the final site development plans. Final site development plans should be provided to GeoTek for review when available. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 2 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 2.1 SITE DESCRIPTION The site is known as the Capistrano Project and is a square -shaped property located west of Monroe Street and about 0.25-mile north of 58`h Avenue the city of La Quinta, Riverside County, California. The site encompasses 115 lots of Tract 3 19 10 totaling approximately 34.2 acres. The subject property includes previously graded Lots 1-6, 1 1-14, 18-65, 69, and 75-130. Various interior unpaved and paved roads as well as utility mainlines exist within the site. Three infiltration basins are located within the southeastern site region. Based on a review of historical imagery available on Google Earth, the site grading took place sometime in 2006. However, the subject lots have remained vacant of structures since the noted grading, with exception of Lot 69 which is paved parking lot. At the time of our site visit, we observed that the northwest corner of the site (future Lots 28-29) contained a temporary basin about 3 to 4 feet deep. There were stockpiles of soil about 3 feet in height just east of the temporary basin. Lot 27, which is located south of the temporary basin, was observed to be about 2 feet below design grade. The site was void of vegetation and was sprayed with a binder for erosion/weed control. The property had very minor visible trash and was entirely fenced with a block wall. Lots I 1-14 had a private vinyl fence along their north side and were not accessible for exploration equipment. The site has a generally flat terrain, with a slight fall of about 8 to 10 feet to the south- southeast. Surface drainage is to the south-southeast, with some local variations. The site is bounded on the north and west by a golf course, on the south by graded lots, and on the east by Monroe Street with residences and farmland beyond. The general location of the site is shown in Figure 1. Figure 2 shows the location of the subject lots comprising the site. 2.2 PROPOSED DEVELOPMENT According to the Tentative Tract Map No. 31910 Exhibit, prepared by MSA Consulting, Inc. and dated July 7, 2005, the project will consist of the construction of 115 single-family residential structures and related improvements on the subject lots. Specific structural loading was not provided to us. Therefore, this report has been prepared based on the assumption that proposed residential structures will be of wood -frame construction, one- to two -stories in height, and incorporate conventional shallow foundations with slab -on -grade or post -tensioned GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 3 foundation systems. We also understand that the existing elevations on subject lots will remain. If site development differs from the information presented in this report, the recommendations should be subject to further review and evaluation by GeoTek. Final site development plans should be reviewed by GeoTek when they become available. 3. REPORT REVIEW On August 25, 2005, Sladden Engineering, Inc. (Sladden) issued a Geotechnical Investigation report for Tract 31910. The study indicated that eight borings were drilled on the project site to depths of about 21.5 to 51.5 feet. Sladden stated that the borings encounter native materials which were composed of interbedded silty sand, sandy silt, clayey silt, and silty clay. The upper 3 to 4 feet of the native soils were reportedly loose or soft; however, soil density was noted to increase with depth. The expansion potential of the site soils was determined by Sladden to be "very low" to "low" (expansion index = 0 - 32). Sladden indicated that groundwater was encountered at 30 feet below grade in their Borings B- I and B-2 excavated near the southeastern region. The potential for soil liquefaction at the property was evaluated using a groundwater level of 30 feet encountered at the time of Sladden's investigation and an assumed highest groundwater level of 5 feet. Sladden's analyses suggest a total liquefaction related settlement of up to 2 inches and 4 inches when utilizing depths to groundwater of 30 and 5 feet, respectively. Potential differential seismic settlement was anticipated to be less than one-half of the total settlement. Sladden recommended that building areas be over -excavated to a depth of at least 3 feet below existing grade or 3 feet below the bottom of footings, whichever is deeper. Sladden also stated that at least 4 feet of compacted fill below building foundation will help span potential liquefaction related differential settlement. Geotechnical design parameters for conventional foundations resting on "very low" expansive soils were provided by Sladden. The study recommended a shrinkage factor of about 15 to 25 percent and a subsidence of about 0.1 to 0.3-foot for estimation of earthwork quantities. The study also stated that soluble sulfate content of the site soils ranged from 527 to 2143 ppm and recommended the use of Type V cement for concrete mix design. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 4 Logs of the exploratory borings and laboratory test results reported by Sladden are included in Appendix A. The locations of these explorations are shown on the Exploration Location Map presented as Figure 2. As stated before, the site was rough graded in 2006. However, a report documenting the geotechnical observation and compaction testing during the site grading was not available at the time of the preparation of this evaluation. 4. FIELD EXPLORATION, LABORATORY TESTING, CORROSION TESTING,AND PERCOLATION TESTING 4.1 FIELD EXPLORATION GeoTek conducted a field exploration at the site between July 12 and August 4, 2021 which consisted of excavating twelve trenches, four borings, and four Cone Penetration Test (CPT) soundings across the property. The explorations were excavated between 5 and 51.5 feet below grade. The approximate locations of these excavations are shown on Figure 2, Exploration Location Map. Logs of the excavations performed by GeoTek are included in Appendix B. 4.2 LABORATORY TESTING Laboratory testing was performed on selected soil samples collected during our field exploration. The purpose of the laboratory testing was to confirm the field classification of the soil materials encountered and to evaluate the physical properties of the soils for use in the engineering design and analysis. Laboratory testing included in -situ dry density -moisture content, proctor, remolded direct shear, collapse, and expansion index. Test results are presented in Appendix C. 4.3 CORROSION TESTING GeoTek collected a total of 12 samples from the subject lots from the ground surface to about one foot. The samples were taken to the laboratory to be evaluated for their corrosion potential. The locations of the samples obtained from the site are shown on the Exploration Location Map, Figure 2. The results of tests are presented in the corrosion report, Appendix D. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 5 4.4 PERCOLATION TESTING Percolation testing was performed at four boring locations within each of the three permanent site basins (Lots E, G, and 1) to assess infiltration rates of the soils near the bottom of the basins. Based on our field observations and review of the referenced Tentative Tract Map No. 31910 Exhibit (MSA Consulting, 2005), Lot I Basin appears to be partially constructed requiring additional cuts up to 10 feet within its eastern end. Lot E and G Basins are fully built. All test borings were drilled to approximately 2 feet below the basin bottom, with exception of test borings P- I and P-2 which were drilled to about 10 feet due to the anticipated cuts within this area. Logs of the borings are presented in Appendix B, and the locations of the borings are shown on the Exploration Location Map, Figure 2. Testing was performed in general accordance with the Riverside County Percolation Test Method. The tests consisted of drilling an eight -inch diameter test hole to the desired depth and installing about two inches of gravel in the bottom of the hole. A three-inch diameter perforated PVC pipe, wrapped in filter sock, was placed in the boring excavation and the annular space was filled with gravel to prevent caving within the boring. Water was then placed in the borings to presoak the holes, and percolation testing was conducted on the following day. Percolation testing was performed within the lower 20 inches at all test locations. The percolation rates obtained were then converted to infiltration rates using the Porchet Method. The measured field infiltration rates are summarized in the following table for each of the borings after the rates had stabilized. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 6 SUMMARY OF RESULTS Area Boring Depth (feet) Measured Infiltration Rate (inches per hour) P-9 2 0.2 Lot E P-10 2 0.2 Basin P- I I 2 0.2 P- 12 2 0.2 P-5 2 0.1 Lot G P-6 2 0.1 Basin P-7 2 0.1 P-8 2 0.2 P-1 10 1.1 Lot I P-2 10 1.0 Basin P-3 2 0.6 PA 2 0.6 A suitable factor of safety should be applied to the measured rates to design the infiltration systems. Detailed percolation/infiltration test data is included in Appendix E. It should be noted that the infiltration rates provided above was performed in relatively undisturbed native soils. Infiltration rates will vary and are mostly dependent on the underlying consistency of the site soils and relative density. Infiltration rates will be impacted by weight of equipment travelling over the soils, placement of engineered fill and other various factors. GeoTek, Inc. assumes no responsibility or liability for the ultimate design or performance of the storm water facility. S. GEOLOGIC AND SOILS CONDITIONS 5.1 REGIONAL SETTING The subject property is situated in the Colorado Desert geomorphic province, which is a low- lying barren desert basin that is partially below sea level. The most dominant feature within this province is the Salton Trough that is a large northwest -trending alluvial filled structural block that extends about 180 miles in length. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 7 The Coachella Valley forms the northern portion of the Salton Trough and is underlain by a series of sediments that range from Miocene to Recent/Holocene in age. The Salton Trough is bordered by the Little San Bernardino Mountains to the northeast, foothills of the San Bernardino Mountains to the northwest, and the San Jacinto and Santa Rosa Mountains to the southwest. The San Andreas Fault system extends through the Coachella Valley in a general northwest -southeast trend. More specific to the subject property, the site is located in an area geologically mapped to be underlain by alluvium (Dibblee, T.W. and Minch, J.A., 2008). The nearest zoned fault is the San Andreas fault zone -Coachella section located approximately 7.2 miles to the northeast. 5.2 SUBSURFACE SOIL CONDITIONS A brief description of the earth materials as encountered during our field investigation and explorations by Sladden (2003) is presented in the following sections. 5.2.1 Artificial Fill As mentioned previously, a report documenting the geotechnical observation and compaction testing during the grading of subject lots was not available for our evaluation. Our explorations found that the referenced lots are covered by fills mostly consisting of layers of silty sand with some poorly graded sand. The fills were dry to slightly moist and brown -tan to gray in color. Fill thicknesses ranged from 2 to 3.5 feet at the locations explored. Our test results showed that the fills have a "very low" expansion potential (El = 7 - 14). Based on our results of in -situ testing and field observations, the existing fills typically appear to be dense. However, since the grading of the site was completed more than ten years ago, the upper portions of the fills have become loose and dry. Our in -place density data and field observations suggest that the upper 12 inches of the fill is non -uniform and will require reprocessing and recompaction. 5.2.2 Alluvium Alluvial deposits were found below the fills in our explorations. The alluvium was composed of interlayered silty sand, poorly graded sand, and sandy silt with occasional sandy clay and clay. The alluvium was tan -brown in color, slightly moist, and medium dense/stiff to dense/hard. Tests performed on selected alluvial samples indicated slight potential for soil collapse. Detailed logs of the site explorations are included in Appendices A and B. The locations of the site explorations are shown on the Exploration Location Map presented as Figure 2. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 8 5.3 SURFACE WATER AND GROUNDWATER 5.3.1 Surface Water Surface water on this site is the result of precipitation or surface run-off from surrounding areas. Overall surface drainage is generally to the south-southeast. 5.3.2 Groundwater Sladden (2003) reportedly encountered groundwater at 30 feet below grade in their Borings B- I and B-2 drilled near the southeast corner of site. Groundwater was not encountered in our exploratory trenches and borings excavated up to 16.5 feet below grade. However, the CPT data indicates that groundwater could be located at 30 to 34 below existing grades. The California Water Data Library shows a groundwater well located about 1.5 miles to the northeast. Historic records for this well suggest that groundwater could be 25 to 33 feet deep or elevations of 82 to 91 feet below mean sea level (msl). Given that the elevations of the site range between 50 and 59 feet below msl, groundwater could be located at 23 feet below grade or deeper. 5.4 FAULTING AND SEISMICITY The geologic structure of the entire southern California area is dominated mainly by northwest -trending faults associated with the San Andreas system. The site is in a seismically active region. No active or potentially active fault is presently known to exist at this site nor is the site situated within an "Alquist-Priolo" Earthquake Fault Zone. The County of Riverside has designated the site area as "not in a fault zone", "not in a fault line," having a "high" potential for liquefaction and in an "active" subsidence zone. The nearest zoned fault is the San Andreas fault zone -Coachella section located approximately 7.2 miles to the northeast. 5.4.1 Seismic Design Parameters The site is located at approximately 33.6329' Latitude and -1 16.2356' Longitude. Site spectral accelerations (Sa and Si), for 0.2 and 1.0 second periods for a Class "D" site, was determined from the SEAOC/OSHPD web interface that utilizes the USGS web services and retrieves the seismic design data and presents that information in a report format. Using the ASCE 7-16 option on the SEAOC/OSHPD website results in the values for SM, and Sp, reported as "null - See Section 1 1.4.8" (of ASCE 7-16). As noted in ASCE 7-16, Section 1 1.4.8, a site -specific ground motion procedure is recommended for Site Class D when the value S, exceeds 0.2. The value S, for the subject site exceeds 0.2. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 9 For a site Class D, an exception to performing a site -specific ground motion analysis is allowed in ASCE 7-16 where S, exceeds 0.2 provided the value of the seismic response coefficient, Cs, is conservatively calculated by Eq 12.8-2 of ASCE 7-16 for values of T<_ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. 12.8-3 for TL>_T> I.5Ts or Eq. 12.8-4 for T>TL. The results, based on the 2015 NEHRP and the 2019 CBC, are presented in the following table and we have assumed that the exception as allowed in ASCE 7-16 is applicable. If the exception is deemed not appropriate, a site -specific ground motion analysis will be required. SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, Ss 1.5 Mapped 1.0 sec Period Spectral Acceleration, Si 0.6 Site Coefficient for Site Class "D", Fa 1.0 Site Coefficient for Site Class "D", Fv 1.7 Maximum Considered Earthquake Spectral Response Acceleration 1.5g for 0.2 Second, SMs Maximum Considered Earthquake Spectral Response Acceleration 1.02g for 1.0 Second, SM i 5% Damped Design Spectral Response Acceleration Parameter at Log 0.2 Second, Sys 5% Damped Design Spectral Response Acceleration Parameter at I 0.68g second, Sri Site Modified Peak Ground Acceleration 0.677 Seismic Design Category D Final selection of the appropriate seismic design coefficients should be made by the project structural engineer based upon the local practices and ordinances, expected building response and desired level of conservatism. 5.5 LIQUEFACTION AND SEISMICALLY INDUCED SETTLEMENT Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquake - induced ground motion, create excess pore pressures in relatively cohesionless and low plastic soils. These soils may thereby acquire a high degree of mobility, which can lead to lateral movement, sliding, consolidation and settlement of loose sediments, sand boils and other damaging deformations. This phenomenon occurs only below the water table, but, after liquefaction has developed, the effects can propagate upward into overlying non -saturated soil as excess pore water dissipates. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 10 The factors known to influence liquefaction potential include soil type and grain size, relative density, groundwater level, confining pressures, and both intensity and duration of ground shaking. In general, materials that are susceptible to liquefaction are loose, saturated granular soils having low fines content under low confining pressures and some low plastic silts and clays. The liquefaction analyses were performed for the site with the aid of the computer program Cliq version 3.3.1.14 (Geologismiki, 2006) in conjunction with the soil profiles identified in all CPT soundings performed at the property. A mean magnitude weighted (Mw) seismic event of 7.22 obtained with the USGS deaggregation web application (based on a 2 percent exceedance in 50 years) and a PGAM value of 0.67g were used in the assessment. A historical high groundwater depth of 23 feet was also utilized. The results of the analyses indicated the presence of some layers of loose sands and silty sands that would be prone to liquefaction and settlement. In addition, due to the strong ground shaking anticipated and medium dense state of the natural site soils, some soil densification in the form of settlement is also estimated. The following table summarizes the amount of total settlement (liquefaction settlement plus settlement of dry sands) estimated at each CPT location: ESTIMATED SEISMICALLY INDUCED TOTAL SETTLEMENT CPT Sounding Total Settlement in 1 1.3 2 1.7 3 1.6 4 1.7 As noted above and for the current site conditions, seismically induced settlement of up to about 1.7 inches total and 0.9 inches differential settlement over a 30-foot span is estimated for the property. Due to deep location of the potentially liquefiable soil layer (deeper than 20 feet) and relatively flat topography, the potential for lateral spread is considered nil. Based on relationships developed by Ishihara (1985) with respect to the thickness of potentially liquefiable soils relative to the thickness of the non -liquefiable soils, it is our opinion that there is potential for surface manifestations (sand boils and/or loss of bearing support) to occur during the design level earthquake. Therefore, recommendations are presented in subsequent GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page I I sections of this report to reduce the potential impacts due to seismically induced settlement and surface manifestations of liquefaction. The results of the liquefaction and seismic settlement analyses are presented within Appendix F. 5.6 OTHER HAZARDS Evidence of ancient landslides or slope instabilities at this site was not observed during our site reconnaissance. Thus, the potential for landslides is considered negligible for design purposes. The potential for secondary seismic hazards such as a seiche and tsunami is considered to be negligible due to site elevation and distance from an open body of water. 6. CONCLUSIONSAND RECOMMENDATIONS 6.1 GENERAL The proposed development appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated into design and construction. The existing fills are typically dense across the majority of the property. However, since the grading of the site was completed several years ago, the upper portions of the fills have become loose and dry. Our in -place density and blow counts suggest that the upper 12 inches of the fill is non -uniform and will require reprocessing and recompaction. In addition, the area of Lots 28-29 currently holds a temporary basin. Therefore, all sediments and loose materials should be removed from this area until competent native soil is encountered. The excavated soil should be replaced as engineered compacted fill. Our analyses also indicate that site may be subject to liquefaction as well as densification of the upper dry sands during the design level earthquake. This could result in seismically induced settlement of up to about 1.7 inches total and 0.9 inches differential over a 30-foot span. In addition, the evaluation indicates that there could be surface manifestations of liquefaction in the form of sand boils and bearing capacity failure of foundations. In order to mitigate these risks, we recommend the use of post -tensioned foundation systems at the site. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 12 6.2 EARTHWORK CONSIDERATIONS Earthwork and grading should be performed in accordance with the applicable grading ordinances of the City of La Quinta/County of Riverside, the 2019 California Building Code (CBC), and recommendations contained in this report. The Grading Guidelines included in Appendix G outline general procedures and do not anticipate all site -specific situations. In the event of conflict, the recommendations presented in the text of this report should supersede those contained in Appendix G. 6.2.1 Site Clearing The site should be cleared of existing debris and other deleterious materials. The asphalt pavement from Lot 69 should be also removed. These should be properly disposed of off -site. The stockpiled soils located on Lots 30-31 should be removed and may be used as fill materials. 6.2.2 Remedial Grading The upper approximate 12 inches of the existing engineered fills are relatively loose across most of the site. Therefore, the lots should be scarified to a minimum depth of approximately 12 inches, moistened to at least optimum moisture content, and compacted to a minimum of 90 percent (ASTM D 1557). A representative of GeoTek should observe and verify that adequate moisture conditioning and proper compaction is attained on the lots. Also, periodic testing of the existing fill, below the depth of soil recompaction, should be performed to confirm that these materials have at least 90 percent compaction (ASTM D 1557). Lots 28-29 should be further evaluated during grading. Due to the lack of compaction report, it is uncertain if remedial removals were conducted in this area prior to its use as a temporary basin. All loose unsuitable materials should be entirely removed, and the bottom of the excavations should be inspected and approved by a representative of GeoTek. The exploratory trenches performed during this evaluation were backfilled without compaction effort. All trench backfill should be removed and replaced with compacted fill. The locations of the trenches are shown on Figure 2. 6.2.3 Engineered Fill The onsite soils are considered suitable for reuse as engineered fill provided they are free from vegetation, debris, deleterious material and hard lumps greater than six to eight inches in maximum dimension. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 13 Lot 27 and other areas left below design grades, fill should be placed upon the completion of the site remedial grading described in Section 6.2.2. Fill materials should then be placed in horizontal lifts not exceeding eight inches in loose thickness, moisture conditioned to at least the optimum moisture content, and compacted to a minimum relative compaction of 90 percent (ASTM D 1557). Detailed recommendations pertaining to the placement of engineered fill are presented in Appendix G. 6.2.4 Excavation Characteristics Excavation in the on -site soils is expected to be feasible utilizing heavy-duty grading equipment in good operating condition. 6.2.5 Trench Excavation and Backfill Trench excavations should conform to Cal -OSHA regulations. The contractor should have a competent person, per OSHA requirements, on site during construction to observe conditions and to make the appropriate recommendations. All temporary excavations for grading purposes and installation of underground utilities should be constructed in accordance with local and Cal -OSHA guidelines. Temporary vertical excavations within the on -site materials should be stable up to four feet with a 1:1 (h:v) cut above. Utility trench backfill should be compacted to at least 90 percent relative compaction (ASTM D 1557). Compaction should be achieved with a mechanical compaction device. Jetting of trench backfill is not recommended. If soils to be used as backfill have dried out, they should be thoroughly moisture conditioned prior to placement in trenches. 6.2.6 Shrinkage and Subsidence Several factors will impact earthwork balancing on the site, including shrinkage, subsidence, trench spoil from utilities and footing excavations, as well as the accuracy of topography. Shrinkage is primarily dependent upon the degree of compactive effort achieved during construction. For planning purposes, a shrinkage factor of approximately 5 to 10 percent may be considered for the materials requiring recompaction. Subsidence of up to 0.1 feet may occur. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 14 6.3 DESIGN RECOMMENDATIONS 6.3.1 Foundation Design Criteria The soils at near finish pad grades or existing grades possess "very low" (0:5EI:520) expansion potential in accordance with ASTM D 4829, as noted by our soils data. However, verification testing should be performed after site remedial grading. The foundation elements for the proposed structures should bear entirely in engineered fill soils and should be designed in accordance with the 2019 CBC. Because of the potential for surface manifestations of liquefaction and moderate ground settlement at the property, it is our recommendation that post -tensioned foundation systems be used to support the residences. For foundations designed in accordance with the recommendations presented in this report, we would anticipate a maximum static settlement of less than I -inch and a maximum differential static settlement of less than 0.5-inch in a 30-foot span. Seismically induced ground settlements of up to about 1.7 inches total and 0.9 inches differential over a 30-foot span are also estimated. The slab designer may choose the post -tension design methodology. Since the CBC indicated Post Tensioning Institute (PTI) design methodology is intended for expansive soils conditions which do not apply, no er„ or yr„ parameters as used in the PTI methodology are provided. However, the slab design should consider the estimated static and seismically induced settlement as noted above. MINIMUM DESIGN REQUIREMENTS FOR POST -TENSIONED FOUNDATIONS "Very Low" Design Parameter Expansion Potential Foundation Depth or Minimum Perimeter Beam One- or Two -Story — 12 Depth (inches below lowest adjacent grade) Minimum Foundation Width One- or Two -Story — 12 Minimum Slab Thickness (actual) 5 inches Presaturation of Subgrade Soil Minimum 100% of the optimum (Percent of Optimum) moisture content to a depth of at least 12 inches prior to placing concrete GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 15 It should be noted that the above recommendations are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions. An allowable bearing capacity of 1,500 psf may be used for design of post -tensioned slab foundations. The passive earth pressure may be computed as an equivalent fluid having a density of 240 psf per foot of depth, to a maximum earth pressure of 2,500 psf for footings founded on engineered fill. A coefficient of friction between soil and concrete of 0.40 may be used with dead load forces. The upper one foot of soil below the adjacent grade should not be used in calculating passive pressure, unless the ground is covered by asphalt or concrete. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. A moisture and vapor retarding system should be placed below slabs -on -grade where moisture migration through the slab is undesirable. Guidelines for these are provided in the 2019 California Green Building Standards Code (CALGreen) Section 4.505.2, the 2019 CBC Section 1907.1, ACI 360R-10 and ACI 203.2R-06. It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as a result of construction related punctures (e.g. stake penetrations, tears, punctures from walking on the aggregate layer, etc.). These occurrences should be limited as much as possible during construction. Thicker membranes are generally more resistant to accidental puncture than thinner ones. Products specifically designed for use as moisture/vapor retarders may also be more puncture resistant. Although the CBC specifies a 6-mil vapor retarder membrane, it is GeoTek's opinion that a minimum 10 mil thick membrane with joints properly overlapped and sealed should be considered, unless otherwise specified by the slab design professional. Moisture and vapor retarding systems are intended to provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used and environmental conditions. Ultimately, the vapor retarding system should be comprised of suitable elements to limit migration of water and reduce transmission of water vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e., thickness, composition, strength, and permeability) to achieve the desired performance level. Consideration should be given to consulting with an individual possessing specific expertise in this area for additional evaluation. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 16 Moisture retarders can reduce, but not eliminate, moisture vapor rise from the underlying soils up through the slab. Moisture retarders should be designed and constructed in accordance with applicable American Concrete Institute, Portland Cement Association, Post -Tensioning Concrete Institute, ASTM and California Building Code requirements and guidelines. GeoTek does not practice in the field of moisture vapor transmission evaluation/mitigation, since this does not fall under the geotechnical disciplines. Therefore, we recommend that a qualified person, such as the flooring contractor, structural engineer, and/or architect be consulted to evaluate the general and specific moisture vapor transmission paths and any impact on the proposed construction. That person (or persons) should provide recommendations for mitigation of potential adverse impact of moisture vapor transmission on various components of the structures as deemed appropriate. In addition, the recommendations in this report and our services in general are not intended to address mold prevention, since we along with geotechnical consultants in general, do no practice in areas of mold prevention. If specific recommendations are desired, a professional mold prevention consultant should be contacted. 6.3.2 Miscellaneous Foundation Recommendations ■ To reduce moisture penetration beneath the slab on grade areas, utility trenches should be backfilled with engineered fill, lean concrete, or concrete slurry where they intercept the perimeter footing or thickened slab edge. ■ Soils from the footing excavations should not be placed in the slab -on -grade areas unless properly compacted and tested. The excavations should be free of loose/sloughed materials and be neatly trimmed at the time of concrete placement. ■ Under -slab utility trenches should be compacted to project specifications. Compaction should be achieved with a mechanical compaction device. If soils to be used as backfill have dried out, they should be thoroughly moisture conditioned prior to placement in trenches. 6.3.3 Foundation Setbacks Minimum setbacks for all foundations should comply with the 2019 CBC or City of La Quinta/County of Riverside requirements, whichever is more stringent. Improvements not conforming to these setbacks are subject to the increased likelihood of excessive lateral movements and/or differential settlements. If large enough, these movements can compromise the integrity of the improvements. The following recommendations are presented: GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 17 ■ The outside bottom edge of all footings should be set back a minimum of 1-1/2 (where H is the slope height) from the face of any ascending slope. The setback should be at least 5 feet and need not to exceed 15 feet. Where a retaining wall is constructed at the toe of the slope, the height of the slope should be measured from top of the wall to the top of the slope. ■ The outside bottom edge of all footings should be set back a minimum of 1-1/3 from the face of any descending slope. The setback should be at least 5 feet and need not to exceed 40 feet. ■ The bottom of foundations for structures should be deepened so as to extend below a 1:1 projection upward from the bottom of the nearest excavation. ■ The bottom of all footings for new structures near retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall foundation. 6.3.4 Retaining Wall Design and Construction 6.3.4.1 General Design Criteria Recommendations presented in this report apply to typical masonry or concrete vertical walls retaining less than 6 feet of compacted soils. These are typical design criteria and are not intended to supersede the design by the structural engineer. Retaining wall foundations resting on "very low" expansive soils should have a minimum embedment of 12 inches into engineered compacted fill and a minimum width of 12 inches. An allowable bearing capacity of 1,800 psf is recommended for wall design. Minimum reinforcement of wall footings should be two No. 4 reinforcing bars (one placed near the top and one near the bottom of the footing). Footing area should be presoaked to at least optimum moisture content (per ASTM D 1557) to a minimum depth of 12 inches prior to placing concrete. Structural needs may govern and should be evaluated by the project structural engineer. All earth retention structure plans, as applicable, should be reviewed by this office prior to finalization. The backfill material placement for all earth retention structures should meet the requirement of Section 6.3.4.4 in this report. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 18 In general, cantilever earth retention structures, which are designed to yield at least 0.001 H, where H is equal to the height of the wall to the base of the footing, may be designed using the active condition. Rigid earth retention structures (including but not limited to rigid walls, and walls braced at top, such as typical basement walls) should be designed using the at -rest condition. In addition to the design lateral forces due to retained earth, surcharges due to improvements, such as an adjacent building or traffic loading, should be considered in the design of the earth retention structures. Loads applied within a I:I (h:v) projection from the surcharge on the footing of the earth retention structure should be considered in the design. Final selection of the appropriate design parameters should be made by the designer of the earth retention structures. 6.3.4.2 Cantilevered Walls The recommendations presented below are for cantilevered retaining walls. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions. ACTIVE EARTH PRESSURES Surface Slope of Retained Materials (h:v) Equivalent Fluid Pressure (pcf) Native Backfill* Level 40 2:1 65 * The design pressures assume the backfill material has an expansion index less than or equal to 20. Backfill zone includes area between the back of the wall and footing to a plane (1:1 h:v) up from the bottom of the wall foundation to the ground surface. 6.3.4.3 Restrained Retaining Walls Retaining walls that will be restrained prior to placing and compacting backfill material, or that have reentrant or male corners, should be designed for an at -rest equivalent fluid pressure of 60 pcf, plus any applicable surcharge loading, for native backfill and level back slope condition. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 19 For areas of male or reentrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner, or a distance otherwise determined by the project structural engineer. 6.3.4.4 Retaining Wall Backfill and Drainage Retaining wall backfill should consist of materials with expansion index (EI) <_ 20 and free of deleterious and/or oversized materials. The wall backfill should also include a minimum one - foot wide section of 3/4- to I -inch clean crushed rock (or approved equivalent). The rock should be placed immediately adjacent to the back of wall and extend up from the back drain to within approximately 12 inches of finish grade. The upper 12 inches should consist of compacted onsite materials. Presence of other materials might necessitate revision to the parameters provided and modification of wall designs. The backfill materials should be placed in lifts no greater than 8-inches in thickness and compacted to a minimum of 90 percent relative compaction in accordance with ASTM Test Method D 1557. Proper surface drainage needs to be provided and maintained. Bracing of the walls during backfilling and compaction may also be necessary. All earth retention structures should be provided with an adequate pipe and gravel back drain system to reduce the potential for hydrostatic pressure build up. As a minimum, backdrains should consist of a four -inch diameter perforated collector pipe (Schedule 40, SDR 35, or approved equivalent) embedded in a minimum of one cubic foot per lineal foot of 3/4- to I -inch clean crushed rock or equivalent, wrapped in filter fabric (Mirafi 140N or approved equivalent). The drain system should be connected to a suitable outlet, as determined by the civil engineer. Drain outlets should be maintained over the life of the project and should not be obstructed or plugged by adjacent improvements. Waterproofing of site walls should be performed where moisture migration through the wall is undesirable. Proper surface drainage needs to be provided and maintained. Water should not be allowed to pond behind retaining walls. Waterproofing of site walls should be performed where moisture migration through the wall is undesirable. 6.3.4.5 Other Design Considerations ■ Retaining and garden wall foundation elements should be designed in accordance with building code setback requirements. ■ Wall design should consider the additional surcharge loads from superjacent slopes and/or footings, where appropriate. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 20 ■ No backfill should be placed against concrete until minimum design strengths are evident by compression tests of cylinders. ■ The retaining wall footing excavations, backcuts, and backfill materials should be approved by the project geotechnical engineer or their authorized representative. 6.3.5 Soil Corrosivity A soil corrosivity report was prepared for the project by our sub -consultant HDR, Inc. The corrosivity report is included in Appendix D. In general, the report concluded that the soils are corrosive to severely corrosive to ferrous metals and provided mitigation recommendations for such conditions. 6.3.6 Soil Sulfate Content The soil corrosivity evaluation performed by HDR indicates that the some of the site soils have "severe" sulfate levels. Thus, Type V cement, a maximum water/cement ratio of 0.45, and a minimum strength of 4,500 psi were recommended for protection of concrete structures and pipes. Additional information is provided in Appendix D. 6.3.7 Concrete Construction 6.3.7.1 General Concrete construction should follow the 2019 CBC and ACI guidelines regarding design, mix placement, and curing of the concrete. If desired, we could provide quality control testing of the concrete during construction. 6.3.7.2 Concrete Mix Design As indicated in Section 6.3.6, the site will require Type V cement to resist sulfate attack. See additional details in Appendix D. 6.3.7.3 Concrete Flatwork Exterior concrete flatwork (sidewalks, driveways, patios, etc.) should have a minimum thickness of four inches. No specific reinforcement is required due to the non-structural nature. However, the use of some reinforcement should be considered. Some shrinkage and cracking of the concrete should be anticipated as a result of typical mix designs and curing practices commonly utilized in residential construction. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 21 "Very low" expansive subgrade soils below exterior concrete flatwork should be pre -saturated to at least 100 percent of optimum moisture content. Minimum depth of pre -saturation should be 12 inches. Sidewalks and driveways may be under the jurisdiction of the governing agency. If so, jurisdictional design and construction criteria would apply, if more restrictive than the recommendations presented in this report. All concrete installation, including preparation and compaction of subgrade, should be done in accordance with the City of La Quinta/County of Riverside specifications, and under the observation and testing of GeoTek and a City/County inspector, if necessary. 6.3.7.4 Concrete Performance Concrete cracks should be expected. These cracks can vary from sizes that are essentially unnoticeable to more than 0.125-inch in width. Most cracks in concrete, while unsightly, do not significantly impact long-term performance. While it is possible to take measures (proper concrete mix, placement, curing, control joints, etc.) to reduce the extent and size of cracks that occur, some cracking will occur despite the best efforts to minimize it. Concrete can also undergo chemical processes that are dependent upon a wide range of variables, which are difficult, at best, to control. Concrete, while seemingly a stable material, is subject to internal expansion and contraction due to external changes over time. One of the simplest means to control cracking is to provide weakened control joints for cracking to occur along. These do not prevent cracks from developing; they simply provide a relief point for the stresses that develop. These joints are a widely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced they are. GeoTek suggests that control joints be placed in two orthogonal directions and located a distance apart approximately equal to 24 to 36 times the slab thickness. 6.4 POST CONSTRUCTION CONSIDERATIONS 6.4.1 Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff and maintaining a suitable vegetation cover can minimize erosion. Plants selected for landscaping should be GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 22 lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Overwatering should be avoided. Care should be taken when adding soil amendments to avoid excessive watering. An abatement program to control ground -burrowing rodents should be implemented and maintained. This is critical as burrowing rodents can decrease the long-term performance of slopes. It is common for planting to be placed adjacent to structures in planter or lawn areas. This will result in the introduction of water into the ground adjacent to the foundation. This type of landscaping should be avoided. 6.4.2 Drainage The need to maintain proper surface drainage and subsurface systems cannot be overly emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground adjacent to the footings. Roof leaders and downspouts should discharge onto paved surfaces sloping away from the structure or into a closed pipe system which outfalls to the street gutter pan or directly to the storm drain system. Pad drainage should be directed toward approved areas and not be blocked by other improvements. It is the owner's responsibility to maintain and clean drainage devices on or contiguous to their lot. In order to be effective, maintenance should be conducted on a regular and routine schedule and necessary corrections made prior to each rainy season. 6.5 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS We recommend that foundation plans for the site be reviewed by this office prior to construction to check for conformance with the recommendations of this report. We also recommend that GeoTek representatives be present during construction of foundation and other improvements to observe and document proper implementation of the geotechnical recommendations. The owner/developer should verify that GeoTek representatives perform at least the following duties: ■ Evaluate the suitability of on -site and import materials for fill placement and collect soil samples for laboratory testing where necessary. ■ Observe the fill for uniformity during placement, including utility trench backfill. Also, perform field density testing of the fill materials. GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 23 ■ Observe and probe foundation excavations to confirm suitability of bearing materials. If requested, a construction observation and compaction report can be provided by GeoTek, which can comply with the requirements of the governmental agencies having jurisdiction over the project. 7 INTENT It is the intent of this report to aid in the design and construction of the proposed development. Implementation of the advice presented in this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. The scope of our report is limited to the boundaries of the subject property. This update does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to us by our client. Further, no evaluation of any existing site improvements is included. The scope is based on our understanding of the project and the client's needs, our fee estimate (Proposal No. P-050442 I -CR) date May 18, 2021 and geotechnical engineering standards normally used on similar projects in this locality at the present. 8 LIMITATIONS Our findings are based on site conditions observed and the stated sources. Thus, our comments are professional opinions that are limited to the extent of the available data. GeoTek has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practicing under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. Since our recommendations are based on the site conditions observed and encountered, and laboratory testing, our conclusions and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 24 allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty of any kind is expressed or implied. Standards of care/practice are subject to change with time. 9 SELECTED REFERENCES American Concrete Institute (ACI), 2006, Publication 302.2R-06, Guide for Concrete Slabs That Receive Moisture Sensitive Flooring Materials. , 2010, Publications 360R-10, Guide to Design of Slabs -On -Ground. American Society of Civil Engineers (ASCE), 2017, "Minimum Design Loads for Buildings and Other Structures," ASCE/SEI 7-16. California Code of Regulations, Title 24, 2019, "California Building Code," 2 volumes. California Division of Mines and Geology (CDMG), 2008, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication 117A. Dibblee, T.W. and Minch, J.A., 2008, Geologic Map of the Palm Desert & Coachella 15 Minute Quadrangles, Riverside County, California," Dibblee Foundation Map DF-373, scale 1:62,500. Geologismiki, 2006, Cliq Computer Program. GeoTek, Inc., In-house proprietary information. MSA Consulting, Inc., 2005, "Tentative Tract Map No. 3 19 10 Exhibit," dated July 7. Seismic Design Values for Buildings (http://geohazards.usgs.gov/designmaps/us/application.php). Sladden Engineering, Inc., 2003, "Geotechnical Investigation, Tentative Tract 31910, Monroe Street North of Avenue 58, La Quinta, California," Project No. 544-3504, dated December 10. GEOTEK y • �� Otymar»L-n �- I� �. •• O Vail �s M\ssion-Palms-Dr Via -Barra., d ck Mil q m qW Yr af ha�7ttclear-Dry' e _ � M 'j1 �• : a ,;: u; � .4 �►• - y *j •, � 58th-Ave I - - ■ -10 i9l! 1FL3 L -Jl�i r slid JMUJz X21 Mfi III>< -=I � Ilia VU >v x � `8,5 �C T-1 ;di- _� _� -� - -- -B-8 S-10 - -- -ems -�-- a L B 4 >Rs GIs s� xa >r�ls '-- -4x lit *Z T-12 Ilia >RY w w RX IRi3 S-1 I S-41 _ ? -5 p i ` MA PT-2 it >�a ` � rf�s r x x . w' _s• . �/ 7 JET - Az -ate l EX / 4 -'-8 - Ty Q, c , - iu r �111xS sr �� F4 Ins ; UZ VIA PT- - _ - i2Q Psi P-1� Q >� MT- P_q AU a" ` IO 3Ah Z (N .A. P I VIA B - Nr � i N.A.P BAkc t; 5 \ qfte�� B_2 10 P-6 �� P7 • I/ Legend (Locations are Approximate) do Boring by Sladden Boring by GeoTek 0 Percolation Boring by GeoTek Trench by GeoTek . CPT Sounding by GeoTek QCorrosion Sample by GeoTek D.R. Horton Los Angeles Holding Company, Inc. Capistrano Project Figure 2 La Quinta, Riverside County, California Scale: Exploration Location Project No. 2830-CR J Map GEOTEK 0 220 ft APPENDIX A LOGS OF BORINGS AND LABORATORY TEST RESULTS BY SLADDEN ENGINEERING (2003) Updated Geotechnical and Infiltration Evaluation Capistrano Project, La Quinta, California Project No. 2830-CR 'G, GEOTEK Proposed 40-acre Residential Development Tentative Tract 31910 / Monroe Street / La uinta, California Date: 10-28-03 No. 1 _ Job No.: 544-3504 Tnod A.t DESCRIPTION REMARKS 0 - Silty Sand: Brown, SM very silty, fine grained 5 _ 3/3/5 Silty Clay: Brown with thin CL 86 32 --- o 84 /o passing #200 interbedded very silty sand layers 10 1/2/4 Clayey Silt: Brown ML --- 27 _-_ o 83 /o passing #200 15 _ 3/4/7 Sandy Silt: Brown with ML --- 13 --- 62% passing #200 silty clay layer 2" thick 20 5/8/11 Sand: Brown, fine grained SP --- 3 --- 7% passing #200 25 4/6/6 Silty Sand: Brown, SM --- 18 --- o 28 /o passing #200 _ fine grained Groundwater @ 30' so - _ 7/7/12 Sand: Brown, SP/SM __ 19 --- 15% passing #200 _ slightly silty, fine grained ss 6/13/15 ,� " --- 16 --- 11 % passing #200 40 - 7/8/10 " 20 --- 15% passing #200 45 2/3/5 Clayey Silt: Brown ML --- 35 --- 86% passing #200 50 Clayey Silt: Brown, ML 2/4/7 slightly sandy --- 24 --- 86% passing #200 - Recovered Sample Total Depth = 51.5' - Note: The stratification lines No Bedrock 55 represent Standard Penetration the approximate boundaries Sample the between the soil types; transitions may be gradual. Proposed 40-acre Residential Development Tentative Tract 31910 / Monroe Street / La Quinta, California Date: 10-28-03 orinL7 No. 2 Job No.: 544-3504 � � o `ter° DESCRIPTION A o o. REMARKS rx E O Silty Sand: Brown, SM - very silty, fine grained ' with thin interbedded silt layers 5 _ 3/3/4 Silty Clay: Brown CL 83 38 --- 91% passing #200 p g 10 2/2/3 Clayey Silt: Brown, ML --- 34 --- 80% passing #200 _ slightly sandy 15 _ 6/6/7 Silty Sand: Brown, SM _._ 5 ___ ° 28 /o passing #200 fine grained 20 _ 6/8/9 Sand: Brown, SP/SM ___ 4 .._ o 11 /o passing 4200 slightly silty, fine grained 2s 6/6/9 Sand: Brown, fine grained SP --- 3 --- 6% passing #200 - _ Groundwater @ 30' 30 _ 2/2/4 Clayey Silt: Brown Y Y ML --- 32 --- 16%passing #200 - 3s 9/11/16 Sand: Brown, SP/SM 17 --- 14% passing #200 slightly silty, fine grained ao 4/7/12 Silty Sand: Brown, SM -- 22 --- 20% passing #200 fine grained 45 - 2/2/3 Clayey Silt: Brown, ML _-_ 27 __ 81 % passing #200 _ slightly sandy so Clayey Silt: Brown with thin ML 6/9/17 interbedded silty sand layers --- 27 --- 67% passing #200 _ - Recovered Sample Total Depth = 51.5' Note: The stratification lines No Bedrock ss IUStandard Penetration represent the approximate Sample p boundaries between the soil types; the transitions may be gradual. 30 35 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed 40-acre Residential Development Tentative Tract 31910 / Monroe Street ( La Quinta, California Date: 10-28-03 R. —N^ 4 Job No.: 544-3504 � � c DESCRIPTION •� q REMARKS [� d4r d C� y ,yd �Q+. 0 Clayey Silt: Brown with thin ML _ interbedded silty sand layers 5 _ 4/8/10 95 14 --- 58% passing #200 10 4/8/15 Silty Sand: Brown, fine grained SM l 17 4 20% passing 4200 15 9/11/12 Sand: Brown, SP/SM 101 2 --- 9% passing 4200 slightly silty, fine grained 20 5/8/11 98 5 - 13% passing #200 -Recovered Sample Total Depth = 21.5' No Bedrock 25 No Groundwater 30 35 40 45 50 Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed 40-acre Residential Development "tentative Tract 31910 / Monroe Street / La Quinta, California Late: 10-28-03 Boring No. 5 Tor No.: 544-3504 w DESCRIPTION A o 03 c. REMARKS U W to a o o U o - Sandy Silt: Brown with ML _ silty clay layer 2" thick s 3/6/16 " 93 27 --- 69% passing #200 10 6/5/5 Silty Sand: Brown, SM - very silty, fine grained """ 23 48%passing #200 - with thin interbedded silt layers 15 _ 3/7/12 Sandy Silt: Brown, ML 22 ___ o 55 /o passing #200 very sandy 20 _ 9/12/19 Silty Sand: Brown, SM -__ ] 7 -__ 31 %passing #200 very silty, fine grained 21 - Ei/8/8 Sand: Brown, fine grained SP ___ 10 14%passing #200 - with scattered silty clay layers - Groundwater @ 30' 30 10/10/9 Silty Sand: Brown, SM 27 fine grained with abundant _"" --- 48% passing #200 - interbedded silt layers 35 - 8/6/15 - - 26 - -- ° 36 /o passing #200 40 " Sand: Brown, slightly silty, fine grained SP/SM ___ 19 --- ° 12 /o passing #200 15/20/22 45 1/12 Silty Clay: Brown with CL ___ 30 --- 71% passing #200 5/1 _ thin interbedded sand layers 50 �� - 31 --- 82% passing #200 9/8/14 - - Recovered Sample Total Depth = 51.5' - Note: The stratification lines No Bedrock 55 m Standard Penetration represent the approximate Sample boundaries between the soil types; the transitions may be gradual• Proposed 40-acre Residential Development Tentative Tract 31910 / Monroe Street / La Quinta, California Date: 10-28-03 orinLy No. 6 Job No.: 544-3504 DESCRIPTION A c a REMARKS Un a o o U 0 - Silty Clay: Brown with CL - thin interbedded sand layers s 2M8 84 14 --- 8 1 % passing 4200 io Sand: Brown, slightly silty SP/SM - 8/17/20 fine grained with thin 111 5 - 23% passing 4200 _ interbedded silt layers i5 8/18/23 Sand: Brown, SP/SM 110 3 --- 8% passing #200 :7/20/29 slightly silty, fine grained 20 101 4 --- 10%passing #200 - Recovered Sample Total Depth = 21.5' No Bedrock No Groundwater zs 30 35 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed 40-acre Residential Development Tentative Tract 31910 / Monroe Street / La Quinta, California Date: 10-29-03 orinLy No. 7 Job No.: 544-3504 DESCRIPTION H A o REMARKS o Sandy Silt: Brown, ML very sandy Silty Sand: Brown, SM very silty, fine grained 5 5/7/11 Sandy Silt: Brown, ML 94 21 --- 56% passing #200 very sandy 10 13/19/25 Sand: Brown, SP/SM 107 5 --- 12% passing #200 :7/16/23 slightly silty, fine grained 15 Sand: Brown, fine grained SP 101 3 --- 6% passing #200 20 Silty Sand: Brown, SM 10/18/27 fine grained 105 10 --- 19% passing #200 - Recovered Sample Total Depth = 21.5' No Bedrock No Groundwater 25 30 35 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed 40-acre Residential Development Tentative Tract 31910 / Monroe Street / La Quinta, California Date: 10-29-03 Boring No. 8 Job No.: 544-3504 a DESCRIPTION " REMARKS A ow 4, F. o a. A U W . o ow o o U 0 — — -- - Silty Sand: Brown, SM - very silty, fine grained s - 5/6/7 Silty Clay: Brown with thin CL 83 36 --- o 88 /o passing #200 interbedded very silty sand layers Silty Clay: Brown CL 82 39 --- 10 7/7/7 ? /o passing #200 1s - 15/16/27 Sandy Silt: Brown, very sandy ML 105 22 --- ?% passing #200 20 14/39/43 Sand: Brown, fine grained SP 96 4 --- ?� . /o passing #200 - Recovered Sample Total Depth = 21.5' No Bedrock zs No Groundwater 30 35 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Project Number: Project Name: Lab ID Number: Sample Location: Description: Maximum Density: Optimum Moisture 145 140 135 130 110 1004 0 Maximum Density/Optimum Moisture ASTM D698/D1557 544-3504 Monroe Tract 31910 Bulk 1 @ 0-5' Sandy Silt 115 pcf 13.5 % Sieve Size 3/4" 3/8" 44 % Retained 111C 5 10 15 Moisture Content, % December 1, 2003 ASTM D-1557 A Rammer Type: Machine 20 25 Max Density Sladden Engineering Revised 12/03/02 Maximum Density/Optimum Moisture ASTM D698/D 1557 Project Number: 544-3504 Project Name: Monroe Tract 31910 Lab ID Number: Sample Location: Bulk 5 @ 0-5' Description: Sandy Silt Maximum Density: 117 pcf Optimum Moisture 11.5% 145 140 135 130 125 120 115 110 105 100 Sieve Size % Retained 3/4" 3/8" #4 0.0 December 1, 2003 ASTM D-1557 A Rammer Type: Machine ■■■■■■■■�■■■■■■■■■ IMMMMMMM■■■■■■■■■■� 0 5 10 15 20 25 30 35 40 45 Max Density Sladden Engineering Revised 12/03/02 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-3504 Job Name: Monroe Tract 31910 Sample ID: Boring 1 @ 5' Soil Description: Silty Sand 1 0 -1 -2 -3 -4 -5 -6 -7 -8 -9 -10 December 1, 2003 Initial Dry Density, pcf: 86.8 Initial Moisture, %: 32 Initial Void Ratio: 0.921 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram — 0 Before Saturation —A After Saturation --9 Rebound — Hydro Consolidation 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Consolidation Sladden Engineering Revised 11/20/02 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-3504 Job Name: Monroe Tract 31910 Sample ID: Boring 3 @ 10' Soil Description: Sandy Silt C -1 -2 -3 -4 -5 -6 -7 -8 -9 -10 b.0 December 1, 2003 Initial Dry Density, pcf: 95.1 Initial Moisture, %: 31 Initial Void Ratio: 0.752 Specific Gravity: 2.67 Hydrocollapse: 1.0% @ 0.720 ksf % Change in Height vs Normal Presssure Diagram --0 Before Saturation — —After Saturation --9 Rebound —*—Hydro Consolidation 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Consolidation Sladden Engineering Revised 11/20/02 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-3504 Job Name: Monroe Tract 31910 Sample ID: Boring 6 @ 10' Soil Description: Silty Sand I 0 -1 -2 -3 -4 -5 -6 -7 -8 -9 -10 0.0 December 1, 2003 Initial Dry Density, pcf: 110.7 Initial Moisture, %: 5 Initial Void Ratio: 0.506 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram —0 Before Saturation A After Saturation --9 Rebound --f-Hydro Consolidation 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Consolidation Sladden Engineering Revised 11/20/02 Gradation ASTM C117 & C136 Project Number: 544-3504 Proj ect Name: Monroe Tract 31910 Sample ID: Bulk 1 @ 0-5 Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 100.0 #50 0.30 98.0 #100 0.15 84.0 #200 0.074 57.0 December 1, 2003 100 90 80 70 60 50 a 40 30 20 10 0 111-1111 TFFF i 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Gradation Sladden Engineering Revised 11/20/02 Gradation ASTM C117 & C136 Project Number: 544-3504 Project Name: Monroe Tract 31910 Sample ID: Boring 3 @ 15' Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 100.0 #50 0.30 77.0 #100 0.15 30.0 #200 0.074 8.0 December 1, 2003 100 90 80 70 60 z~ Cd 50 a 40 30 20 10 0 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Gradation Sladden Engineering Revised 11/20/02 Gradation ASTM C117 & C136 Project Number: 544-3504 Project Name: Monroe Tract 31910 Sample ID: Bulk 5 @ 0-5' Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 98.0 #50 0.30 94.0 #100 0.15 74.0 #200 0.074 52.0 December 1, 2003 100 90 - 80 70 - 60 rA .A cR 50 a 40 30 20 _ 10 0 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Gradation Sladden Engineering Revised 11120/02 Gradation ASTM C117 & C136 Project Number: 544-3504 Project Name: Monroe Tract 31910 Sample ID: Boring 6 @ 10' Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 97.0 #50 0.30 83.0 #100 0.15 45.0 #200 0.074 23.0 December 1, 2003 too 90 80 70 60 50 a 40 30 20 10 0 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Gradation Sladden Engineering Revised 11/20/02 Job Number: Job Name: Lab ID: Sample ID: Soil Description: Expansion Index ASTM D 4829/UBC 29-2 544-3 504 Monroe Tract 31910 Bulk 1 @ 0-5' Sandy Silt Wt of Soil + Ring: 555.0 Weight of Ring: 179.0 Wt of Wet Soil: 376.0 Percent Moisture: 12% Wet Density, pcf: 113.9 Dry Denstiy, pcf: 101.7 Saturation: 1 49.4 777:] Expansion Rack # Date/Time 12/1/03 1:20 p.m. Initial Reading 0.500 Final Reading 0.532 Expansion Index (Final - Initial) x 1000 32 Date: 12/1/03 Tech: Jake El Sladden Engineering Revised 12/10/02 Nov-21-03 11:03A Sladden Engineering 714-523-1369 E.07 ANAI-IEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 TO SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE A BUENA PARK, CA. 90621 ATTN: BRETT/DAVE PROJECT: #544-3504 ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA DATE: 1 1/ 0 7/ 0 3 PQ. No. Chain of Custoc-y Shipper No_ lab. No. A-41 19 Specification: Material: SOIL pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN_ RESISTIVITY per CA. 417 per CA.422 per CA. 643 ppm ppm ohm -cm #1 BULK 1 @ 0-5' 7.2 527 292 600 max #2 BULK 5 @ 0-5' 6.9 2,143 526 600 max h, .:! LOGS OF TRENCHES, BORINGS, AND CPT SOUNDINGS BY GEOTEK Updated Geotechnical and Infiltration Evaluation Capistrano Project, La Quinta, California Project No. 2830-CR 'G, GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page 13-1 A - FIELD TESTING AND SAMPLING PROCEDURES The Modified Split -Barrel Sampler (Ring) The ring sampler is driven into the ground in accordance with ASTM Test Method D 3550. The sampler, with an external diameter of 3.0 inches, is lined with I -inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the logs of borings. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. Bulk Samples (Large) These samples are normally large bags of earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings. Bulk Samples (Small) These are plastic bag samples which are normally airtight and contain less than five pounds in weight of earth materials collected from the field by means of hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices. B — BORING/TRENCH LEGEND The following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of borings/trenches: S01 LS USCS Unified Soil Classification System f-c Fine to coarse f-m Fine to medium GEOLOGIC B: Attitudes Bedding: strike/dip J: Attitudes Joint: strike/dip C: Contact line ........... Dashed line denotes USCS material change Solid Line denotes unit / formational change Thick solid line denotes end of boring/trench (Additional denotations and symbols are provided on the logs of borings/trenches) GEOTEK CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T- I F C 'o N U p�- U° a o L a b a o ° b O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, tan, slightly moist 27/1" Alluvium: 7.7 113.0 ML SILT with clay and some sand, brown, moist 5 TRENCH TERMINATED AT 5.5 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing r 0 T TRENCH NO.: T-2o F C 'o U p�- U° a o L a b a o ° b O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: MD, El, SH SM Silty f SAND, tan, slightly moist SP F SAND, tan -gray, slightly moist 1.0 113.6 -Some asphalt concrete @ 3.0 feet Alluvium: 15 SM F SAND with few silt, brown, moist 5 TRENCH TERMINATED AT 6.5 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ■ ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T-3 F C 'o N U p�- U° a o L a b a o ° O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, tan, slightly moist 4.6 102.1 15 Alluvium: ML SILT with some clay and sand, gray with some oxidation, moist 5 TRENCH TERMINATED AT 6.5 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ■ ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T-4 F C 'o N U p�- U° a o L a b a o ° O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, light brown, dry to slightly moist, dense 3.6 112.5 -Some asphalt concrete @ 2.5 feet 20 Alluvium: SP F SAND, gray -brown, moist 5 TRENCH TERMINATED AT 5.0 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T-5 F C 'o N U p�- U° a o L a b a o ° O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, tan, dry to slightly moist -Some piece of plastic @ 1.0 feet 2.6 112 -Becomes moist, some asphalt concrete @ 2.0 feet 22 Alluvium: SM F SAND with some silt, brown, moist 5 ML SILT with some clay and sand, slightly moist to moist, tan -brown with some oxidation TRENCH TERMINATED AT 6.0 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ■ ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing r 0 T TRENCH NO.: T-6o F C 'o U p�- U° a o L a b a o ° b O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: MD, El SM Silty f SAND, light brown, slightly moist SP-SM F SAND with few silt, light brown, slightly moist, some asphalt concrete 1.7 112.01 Alluvium: SP-SM F SAND with few silt, light brown, slightly moist to moist 10 -Becomes moist @ 3.0 feet 5 TRENCH TERMINATED AT 7.0 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ■ ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing r 0 T TRENCH NO.: T-7o F C 'o U p�- U° a o L a b a o ° b O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, light brown, dry to slightly moist SP F SAND, tan -gray, dry to slightly moist SM F SAND with some silt, brown, moist, some piece of plastic 14 -Some asphalt concrete @ 2.5 feet Alluvium: SP-SM F SAND with few silt, brown, slightly moist 4.7 112.4 5 ML SILT with some clay and sand, tan -brown with some oxidation, slightly TRENCH TERMINATED AT 6.5 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ■ ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T-8 F C 'o N U p�- U° a o L a b a o ° b O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SP-SM F SAND with few silt, tan, dry to slightly moist 3.3 116.4 Alluvium: 27/1" SM Silty f SAND, brown, moist 5 ML SILT with some clay and sand, tan -gray with some oxidation, moist TRENCH TERMINATED AT 6.5 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ■ ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T-9 F C 'o N U p�- U° a o L a b a o ° b O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, light brown -tan, dry to slightly moist 3.7 106.5 Alluvium: 15 SM F SAND with some silt, brown, moist 5 TRENCH TERMINATED AT 7.5 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T-10 F C 'o N U p�- U° a o L a b a o ° O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, light brown, slightly moist 13 Alluvium: SP-SM F SAND with few silt, brown, moist 4.0 115.0 5 TRENCH TERMINATED AT 6.0 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T- I F C 'o N U p�- U° a o L a b a o ° b O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, tan, slightly moist Alluvium: 8.1 115.1 ML SILT with clay and some sand, gray -olive with some oxidation, moist 27 5 TRENCH TERMINATED AT 5.5 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH DR Horton Tract No. 3 19 10 2830-CR La Quinta, CA LOGGED BY: EQUIPMENT: DATE: D. Alvarez Backhoe 7/ 13/2021 SAMPLES Laboratory Testing o r 0 T TRENCH NO.: T-12 F C 'o N U p�- U° a o L a b a o ° b O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill: SM Silty f SAND, light brown, dry to slightly moist Alluvium: 1.4 114.6 SP F SAND, brown, dry to slightly moist 10 5 TRENCH TERMINATED AT 7.0 FEET No groundwater encountered Trench backfilled with soil cuttings 10 15 C' Sample type: ■ ---Ring ®---Large Bulk ---Water Table w wLab testing: ND = Nuclear Density Test El = Expansion Index SA = Sieve Analysis RV = R-Value Test J SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quinta, CA DRILLER: 2R Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 140#/30" RIG TYPE: DATE: D. Alvarez Jerry/Vi—r CME 75 8/4/2021 SAMPLES Laboratory Testing o - E += E Boring No.: B-I .r, F � 3 Z V V D a p E v j « v MATERIAL DESCRIPTION AND COMMENTS m A 3 0 Alluvium SM Silty f SAND, light brown, slightly moist F-m,SAND with, some silt, light brown, sligthly moist SP F-m SAND, can -gray, slightly moist 5 BORING TERMINATED AT 5.0 FEET Boring backfilled with excavated soils. No groundwater encountered. 10 IS 20 25 30 O Sample type: ❑ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test � Lab testing: SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quinta, CA DRILLER: 2R Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 140#/30" RIG TYPE: DATE: D. Alvarez Jerry/Vi—r CME 75 8/4/2021 SAMPLES Laboratory Testing o - E += E Boring No.: B-2 .r, F � 3 Z V V D a p E v j « v MATERIAL DESCRIPTION AND COMMENTS m A 3 0 Alluvium SM F-m SAND with some silt, brown, moist F-m SAND with silt, brown, moist ...., Silty,f-m SAND,,,brown, moist ...., ...., ...., ., ..., ...., ...., . ML SILT with some sand, brown, moist . -Becomes browmgray with some oxidation, very moist @ 3.0 feet ... ...... ... SP M SAND, gray -tan, moist f SAND, gray, moist 5 BORING TERMINATED AT 5.0 FEET Boring backfilled with excavated soils. No groundwater encountered. 10 IS 20 25 30 O Sample type: ❑ ---Ring , ---SPi Z---Small Bulk ®---large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test � Lab testing: SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quinta, CA DRILLER: 2R Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 140#/30" RIG TYPE: DATE: D. Alvarez Jerry/Vi—r CME 75 8/4/2021 SAMPLES Laboratory Testing - E E Boring No.: B-3 .r, F � 3 Z V V D a p E v j « v MATERIAL DESCRIPTION AND COMMENTS m A 3 0 Alluvium SM F-m SAND with some silt, brown, moist ...., Siltyf-m SAND,,,brown, moist ...., ...., ...., ., ..., ...., ...., . ML SILT with some sand, brown, moist SP F-m SAND, gray -tan, moist,,,,,,,,, „ 5 BORING TERMINATED AT 5.0 FEET Boring backfilled with excavated soils. No groundwater encountered. 10 IS 20 25 30 O Sample type: ❑ ---Ring , ---SPi Z---Small Bulk ®--Large Bulk ❑ --No Recovery SZ --water Table Z w — wAL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quinta, CA DRILLER: 2R Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 140#/30" RIG TYPE: DATE: D. Alvarez Jerry/Vi—r CME 75 8/4/2021 SAMPLES Laboratory Testing o - E E Boring No.: B-4 .r, F � 3 Z V V D a p E v j « V MATERIAL DESCRIPTION AND COMMENTS m A o Artificial Fill: 12 SM-ML Silty f SAND to sandy SILT, tan, dry to slightly moist, some rootlets, dense to 1.7 106.2 26 very stiff 26 Alluvium 12 ML SILT, tan, slightly moist, some oxidation, very stiff to hard 5.1 89 20 26 5 14 -Becomes very stiff 2.1 91.2 HC 15 16 14 SILT with sand, tan, slightly moist, very stiff 3.1 88.6 22 21 10 5 .,14 SM Silty,f SAND, light brown, slightly moist,, medium dense .., ., ... .... 1.4 98.5 ... HC 20 SP F-m SAND, gray, slightly moist, medium dense IS 14 SM Silty f SAND, tan, moist, medium dense 8.0 102.2 15 28 BORING TERMINATED AT 16.5 FEET Boring backfilled with excavated soils. No groundwater encountered. 20 25 30 O Sample type: ❑ ---Ring , ---S- Z---Small Bulk ®--Large Bulk ❑ --No Recovery SZ --water Table Z w — wAL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing - 12 E Boring No.: P-I T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Artificial fill SM-ML Silty f SAND to sandy SILT, brown, moist SM Silty f SAND, brown, moist Alluvium SM Silty f SAND, brown, moist 5 10 BORING TERMINATED AT 10.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered IS 20 25 30 0 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing - 12 E Boring No.: P-2 T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Artificial fill SM-ML Silty f SAND to sandy SILT, brown, moist SM Silty f SAND, brown, moist Alluvium SM Silty f SAND, brown, moist 5 10 BORING TERMINATED AT 10.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered IS 20 25 30 0 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alva Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing E Boring No.: P-3 T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM F SAND with some silt, gray -brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — W A — berg AL = Aberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quinea, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alva Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing E Boring No.: P-4 T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f SAND, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — u A — berg AL = Aberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing - 12 E Boring No.: P-5 T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f-m SAND, brown, moist ML SILT with some sand, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing - 12 E Boring No.: P-6 T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f-m SAND, brown, moist ML SILT with some sand, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing - 12 E Boring No.: P-7 T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f-m SAND, brown, moist ML SILT with some sand, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing - 12 E Boring No.: P-8 T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f-m SAND, brown, moist ML SILT with some sand, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing - 12 E Boring No.: P-9 T�' E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f-m SAND, brown, moist ML SILT with some sand, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing oT�' - 12 E Boring No.: P-10 E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f-m SAND, brown, moist ML SILT with some sand, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing oT�' - 12 E Boring No.: P-I I E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f-m SAND, brown, moist ML SILT with some sand, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: DR Horton Capistrano 2830-CR La Quints, CA DRILLER: 211 Drilling LOGGED BY: DRILL METHOD: Hollow Stem OPERATOR: HAMMER: 1409/30" RIG TYPE: DATE: D. Alvarez Jerry/Victor CME 75 8/4/2021 SAMPLES Laboratory Testing oT�' - 12 E Boring No.: P-12 E MATERIAL DESCRIPTION AND COMMENTS 3 0 0 Alluvium SM Silty f-m SAND, brown, moist ML SILT with some sand, brown, moist BORING TERMINATED AT 2.0 FEET Boring subsequently prepared for infiltration testing (pvc, pipe, filter sock, gravel) No groundwater encountered 5 10 IS 20 25 30 Sample type: ■ ---Ring , ---SPi Z---Small Bulk ®---Large Bulk ❑ --No Recovery SZ --water Table Z w — WAL = Amrberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitiviry Test SH = Shear Test HC= Consolidation MD = Maximum Density KKehoe Testing and Engineering T 714-901-7270 E V steve@kehoetesting.com www.kehoetesting.com Project: GeoTek / Capistrano Location: La Quinta, CA 0 2 4 6 8 10 12 14 16 18 20 22 S 24 t a 26 N 0 28 30 32 34 36 38 40 42 44 46 48 sn Cone resistance 0 2 4 6 8 10 12 14 16 18 20 22 S 24 t p 26 N 0 28 30 32 34 36 38 40 42 44 46 48 sn Sleeve friction 0 2 4 6 8 10 12 14 16 18 20 22 i� 24 n 26 N C) 28 30 32 34 36 38 40 42 44 46 48 sn Pore pressure u 0 2 4 6 8 10 12 14 16 18 20 22 S 24 CI_ 26 N 28 30 32 34 36 38 40 42 44 46 48 Friction ratio 0 100 200 300 400 500 0 1 2 3 4 5 -20 -10 0 10 20 0 1 2 3 4 5 6 7 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) Rf (%) CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 7/13/2021, 9:18:04 AM Project file: C:\CPT Project Data\GeoTek-LaQunita7-21\CPT Report\CPeT.cpt 0 2 4 6 8 10 12 14 16 18 20 22 a� S 24 t a 26 N C) 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48 50 CPT-1 Total depth: 50.34 ft, Date: 7/12/2021 Soil Behaviour Type -------------- Sand & silty sand Sand & silty sand Sand & silty sand Silty sand & sandy silt Clay & silty clay Clay Silty sand & sandy silt Silty sand & sandy silt Clay & silty clay Clay & silty clay Clay & silty clay Sand & silty sand Silty sand & sandy silt Silty sand & sandy silt Sand &silty san Si y san & san y silt Sa id & si ty san y & sil y clay CI &sil cla Si y si y san cay & san y silt Si y san & san y silt Sil san & san y silt Sa d & si ty san Sa d & si ty san Silty sand & sandy silt Clay & silty clay Clay & silty clay Clay & silly clay Silty sand & sandy silt 0 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) KKehoe Testing and Engineering T 714-901-7270 E V steve@kehoetesting.com www.kehoetesting.com Project: GeoTek / Capistrano Location: La Quinta, CA Cone resistance Sleeve friction Pore pressure u Friction ratio 0 2 4 6 8 10 12 14 16 18 20 22 S 24 t p 26 N 0 28 30 32 34 36 38 40 42 44 46 48 50 0 2 4 6 8 10 12 14 16 18 20 22 i� 24 n 26 N C) 28 30 32 34 36 38 40 42 44 46 48 50 0 2 4 6 8 10 12 14 16 18 20 22 S 24 CI_ 26 N 28 30 32 34 36 38 40 42 44 46 48 50 0 2 4 6 8 10 12 14 16 18 20 22 a� 24 t a 26 N C) 28 30 32 34 36 38 40 42 44 46 48 CPT-2 Total depth: 50.40 ft, Date: 7/12/2021 Soil Behaviour Type Sand & silty sand — Silty sand & sandy silt Silty sand & sandy silt Clay & silty clay — Silty sand & sandy silt Clay & silty clay Clay & silty clay — Sand & silty sand Sand & silty sand — Cl ay Cl ay Clay &silty clay — Clay & silty clay Silty sand & sandy silt Sand & silty sand - Sand & silty sang Sand &silty sand Silty sand & sandy silt Silty sand &sandy silt Clay &silty clay Silty sand & sandy silt Clay & silty clay 0 100 200 300 400 500 0 1 2 3 4 5 -20 -10 0 10 20 0 1 2 3 4 5 6 7 8 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Pressure (psi) Rf (%) SBT (Robertson, 2010) CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 7/13/2021, 9:18:06 AM 2 Project file: C:\CPT Project Data\GeoTek-LaQunita7-21\CPT Report\CPeT.cpt KKehoe Testing and Engineering T 714-901-7270 E V steve@kehoetesting.com www.kehoetesting.com Project: GeoTek / Capistrano Location: La Quinta, CA 0 2 4 6 8 10 12 14 16 18 20 22 S 24 t a 26 N 28 30 32 34 36 38 40 42 44 46 48 sn Cone resistance 0 2 4 6 8 10 12 14 16 18 20 22 S 24 t p 26 N 0 28 30 32 34 36 38 40 42 44 46 48 sn Sleeve friction 0 2 4 6 8 10 12 14 16 18 20 22 i� 24 n 26 N C) 28 30 32 34 36 38 40 42 44 46 48 sn Pore pressure u 0 2 4 6 8 10 12 14 16 18 20 22 S 24 CI_ 26 N 28 30 32 34 36 38 40 42 44 46 48 Friction ratio 0 100 200 300 400 500 0 1 2 3 4 5 -20 -10 0 10 20 0 1 2 3 4 5 6 7 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) Rf (%) CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 7/13/2021, 9:18:06 AM Project file: C:\CPT Project Data\GeoTek-LaQunita7-21\CPT Report\CPeT.cpt 0 2 4 6 8 10 12 14 16 18 20 22 a� S 24 t a 26 N C) 28 30 32 34 36 38 40 42 44 46 48 50 CPT-3 Total depth: 50.33 ft, Date: 7/12/2021 Soil Behaviour Type -------------- _ Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Silty sand & sandy silt Sand & silty sand Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Silty sand & sandy silt Sand & silty san Si san y san san & sang y slit silt Sa id & si ty san Si y san & sang silt Sa id & si ty san Sa d & silty san Sil san & san y silt Sand & silty san Silty sand & sandy silt Silty sand & sandy silt Clay & silly clay Clay &silly clay Silty sand & sandy silt Clay & silty clay 0 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) KKehoe Testing and Engineering T 714-901-7270 E V steve@kehoetesting.com www.kehoetesting.com Project: GeoTek / Capistrano Location: La Quinta, CA Cone resistance Sleeve friction Pore pressure u Friction ratio 0 2 4 6 8 10 12 14 16 18 20 22 +j 24 p 26 N 0 28 30 32 34 36 38 40 42 44 46 48 50 0 2 4 6 8 10 12 14 16 18 20 22 i� 24 n 26 N C) 28 30 32 34 36 38 40 42 44 46 48 50 0 2 4 6 8 10 12 14 16 18 20 22 S 24 CI_ 26 N 28 30 32 34 36 38 40 42 44 46 48 50 0 2 4 6 8 10 12 14 16 18 20 22 a� 24 t a 26 N C) 28 30 32 34 36 38 40 42 44 46 48 CPT-4 Total depth: 50.23 ft, Date: 7/12/2021 Soil Behaviour Type Sand & silty sand Very dense/stiff soit— Very dense/stiff soil Very dense/stiff soil Silty sand & sandy silt Clay Silty sand & sandy silt Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Clay & silly clay Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Silty sand & sandy silt Sand &silty san Silty sand & sandy silt Sand & silty send — Silty sand & sandy silt Silty sand & sandy silt Clay & silly clay Clay & silly clay Clay Clay & silly clay Clay Cl ay Clay 0 100 200 300 400 500 0 1 2 3 4 5 -20 -10 0 10 20 0 1 2 3 4 5 6 7 8 0 2 4 6 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Pressure (psi) Rf (%) SBT (Robertson, 2010) CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 7/13/2021, 9:18:07 AM 4 Project file: C:\CPT Project Data\GeoTek-LaQunita7-21\CPT Report\CPeT.cpt APPENDIX C LABORATORY TEST RESULTS BY GEOTEK Updated Geotechnical and Infiltration Evaluation Capistrano Project, La Quinta, California Project No. 2830-CR GEOTEK D.R. Horton Los Angeles Holding Company, Inc. Project No. 2830-CR Updated Geotechnical and Infiltration Evaluation August 12, 2021 Capistrano Project, La Quinta, California Page C- I SUMMARY OF LABORATORY TESTING In Situ Moisture Content and Unit Weight The field moisture content was measured in the laboratory on selected samples collected during the field investigation. The field moisture content is determined as a percentage of the dry unit weight. The dry density was measured in the laboratory on selected ring samples. The results are shown on the logs of exploratory borings in Appendix B. Moisture -Density Relationship Laboratory testing was performed on various samples collected during the subsurface exploration. The laboratory maximum dry density and optimum moisture content for the soil types were determined in general accordance with test method ASTM Test Procedure D 1557. The results are included herein. Direct Shear Direct shear testing was performed on remolded samples of the surficial soils according to ASTM Test Method D 3080. The test results are presented herein. Expansion Index Expansion Index testing was performed on two soil samples collected from the site. Testing was performed in general accordance with ASTM Test Method D 4829. The test results are presented herein. Collapse Collapse tests were conducted in accordance with ASTM D2435. The results of these tests are presented herein. GEOTEK GEOTEK MOISTURE/DENSITY RELATIONSHIP Client: DR Horton Project: Capistrano Project TR 31910 Location: La Quinta Material Type: Lt Brown Sandy Silt/ Fine Sand w/ Silt Material Supplier: - Material Source: - Sample Location: T2 @ 0-3' Job No.: 2830-CR Lab No.: Corona Sampled By: DA Date Sampled: 7/19/2021 Received By: RJ Date Received: 7/19/2021 Tested By: KAA Date Tested: 7/27/2021 Reviewed By: RJ Date Reviewed: 7/28/2021 Test Procedure: ASTM D1557 Oversized Material (%): 0.4 140 138 136 134 132 v 130 a 128 126 z 124 p 122 0>� 120 118 116 114 112 110 Method: A Correction Required: MOISTURE/DENSITY RELATIONSHIP CURVE 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 MOISTURE CONTENT, % no ♦ DRY DENSITY (pcf): ■ CORRECTED DRY DENSITY (pcf): ZERO AIR VOIDS DRY DENSITY (pcf) S.G. 2.7 x S.G. 2.8 • S.G. 2.6 Poly. (DRY DENSITY (pcf):) --OVERSIZE CORRECTED —ZERO AIR VOIDS Poly. (S.G. 2.7) Poly. (S.G. 2.8) Poly. (S.G. 2.6) MOISTURE DENSITY RELATIONSHIP VALUES Maximum Dry Density, pcf 118.5 @ Optimum Moisture, % 11.0 Corrected Maximum Dry Density, pcf @ Optimum Moisture, % MATERIAL DESCRIPTION Grain Size Distribution: • Gravel (retained on No. 4) • Sand (Passing No. 4, Retained on No. 200) • Silt and Clay (Passing No. 200) Classification: Unified Soils Classification: AASHTO Soils Classification: Atterberg Limits: Liquid Limit, % Plastic Limit, % Plasticity Index, % GEOTEK MOISTURE/DENSITY RELATIONSHIP Client: DR Horton Project: Capistrano Project TR 31910 Location: La Quinta Material Type: Lt Brown Sandy Silt/ Fine Sand w/ Silt Material Supplier: - Material Source: - Sample Location: T6 @ 0-4' Job No.: 2830-CR Lab No.: Corona Sampled By: DA Date Sampled: 7/19/2021 Received By: RJ Date Received: 7/19/2021 Tested By: KAA Date Tested: 7/29/2021 Reviewed By: RJ Date Reviewed: 7/30/2021 Test Procedure: ASTM D1557 Oversized Material (%): 1.2 140 138 136 134 132 v 130 a 128 126 z 124 p 122 0>� 120 118 116 114 112 110 Method: A Correction Required: MOISTURE/DENSITY RELATIONSHIP CURVE 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 MOISTURE CONTENT, % no ♦ DRY DENSITY (pcf): ■ CORRECTED DRY DENSITY (pcf): ZERO AIR VOIDS DRY DENSITY (pcf) S.G. 2.7 x S.G. 2.8 • S.G. 2.6 Poly. (DRY DENSITY (pcf):) --OVERSIZE CORRECTED —ZERO AIR VOIDS Poly. (S.G. 2.7) Poly. (S.G. 2.8) Poly. (S.G. 2.6) MOISTURE DENSITY RELATIONSHIP VALUES Maximum Dry Density, pcf 120.5 @ Optimum Moisture, % 11.5 Corrected Maximum Dry Density, pcf @ Optimum Moisture, % MATERIAL DESCRIPTION Grain Size Distribution: • Gravel (retained on No. 4) • Sand (Passing No. 4, Retained on No. 200) • Silt and Clay (Passing No. 200) Classification: Unified Soils Classification: AASHTO Soils Classification: Atterberg Limits: Liquid Limit, % Plastic Limit, % Plasticity Index, % G E O T E K Project Name: DR Horton Project Number. DIRECT SHEAR TEST 2830-CR Sample Location: Date Tested: T2 @ 0-3' 7/30/2021 4000.0 ---------------------- r------------------------------ --r--- ------- I ------------ 1. ----i i i �500.0 a 1500.0 1000.0 500.0 0.0 1 I I I I I I I I 0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 4000.0 NORMAL STRESS (psf) Shear Strength: ( = 30 C = 93 psf Notes: I - The soil specimen used in the shear box was a ring sample remolded to approximately 90% relative compaction from a bulk sample collected during the field investigation. 2 - The above reflect direct shear strength at saturated conditions. 3 - The tests were run at a shear rate of 0.035 in/min. ,'C� G E O T E K A B C D E F G H I Client: Project Number: Project Location: DR Horton 2830-C R Capistrano Project TR No. 31910 Ring #: Ring Dia. : 4.01" Ring Ht.:1" DENSITY DETERMINATION EXPANSION INDEX TEST (ASTM D4829) Weight of compacted sample & ring (gm) 750.4 Weight of ring (gm) 362.1 Net weight of sample (gm) 388.3 Wet Density, lb / ft3 (C*0.3016) 117.1 Dry Density, lb / ft3 (D/1.F) 105.8 SATURATION DETERMINATION Moisture Content, % 10.7 Specific Gravity, assumed 2.70 Jnit Wt. of Water @ 20 °C, (pcf) 62.4 Yo Saturation 48.8 Tested/ Checked By: Date Tested: Sample Source: Sample Description: READINGS DATE TIME READING 7/30/2021 0.2260 7/30/2021 0.2250 7/31 /2021 0.2390 CD Lab No Corona 7/30/2021 T2 (o) 0-3' Initial 10 min/Dry FINAL MOISTURE Final Weight ot we sample & tare % Moisture 791.5 21.3 EXPANSION INDEX = 14 Final ,'C� G E O T E K A B C D E F G H I Client: Project Number: Project Location: DR Horton 2830-C R Capistrano Project TR No. 31910 Ring #: Ring Dia. : 4.01" Ring Ht.:1" DENSITY DETERMINATION EXPANSION INDEX TEST (ASTM D4829) Weight of compacted sample & ring (gm) 771.9 Weight of ring (gm) 366.5 Net weight of sample (gm) 405.4 Wet Density, lb / ft3 (C*0.3016) 122.3 Dry Density, lb / ft3 (D/1.F) 111.9 SATURATION DETERMINATION Moisture Content, % 9.3 Specific Gravity, assumed 2.70 Jnit Wt. of Water @ 20 °C, (pcf) 62.4 Yo Saturation 49.6 Tested/ Checked By: Date Tested: Sample Source: Sample Description: READINGS DATE TIME READING 7/30/2021 0.1410 7/30/2021 0.1400 7/31 /2021 0.1470 CD Lab No Corona 7/30/2021 T6 (o) 0-4' Initial 10 min/Dry FINAL MOISTURE Final Weight ot we sample & tare % Moisture 805.3 17.5 EXPANSION INDEX = 7 Final STRESS IN KIPS PER SQUARE FOOT 0.1 1.0 10.0 100.0 0.00 1.00 F 0 2.00 w z 3.00 w J 4.00 Q U) LL 0 5.00 z w U w 6.00 z O Q 7.00 0 J O z 8.00 O U 9.00 10.00 --{-- Seating Cycle Loading Prior to Inundation A Loading After Inundation - - f - - Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546 G E O T E K COLLAPSE REPORT Sample: B-4 @ 5 feet CHECKED BY: RJ Lab: Corona PROJECT NO.: 2830-CR Date: 8-12-21 STRESS IN KIPS PER SQUARE FOOT 0.1 1.0 10.0 100.0 0.00 1.00 F 0 2.00 w z 3.00 w J 4.00 Q U) w 0 5.00 z w U w 6.00 z O Q 7.00 0 J O z 8.00 O U 9.00 10.00 --{-- Seating Cycle Loading Prior to Inundation A Loading After Inundation - - f - - Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546 G E O T E K COLLAPSE REPORT Sample: B-4 @ 10 feet CHECKED BY: RJ Lab: Corona PROJECT NO.: 2830-CR Date: 8-12-21 APPENDIX D SOIL CORROSIVITY STUDY Updated Geotechnical and Infiltration Evaluation Capistrano Project, La Quinta, California Project No. 2830-CR GEOTEK F)l July 29, 2021 Geotek, Inc. 1548 N. Maple St. Corona, CA, 92880 Attention: Ms. Gaby Bogdanoff Re: Soil Corrosivity Study Capistrano Project -Tract 31910 La Quinta, California HDR #21-0645SCS, Geotek #2830-CR Introduction via email: gbogdanoff@geotekusa.com Laboratory tests have been completed on 12 soil samples provided for the referenced project. The purpose of these tests was to determine whether the soils are likely to have deleterious effects on underground utility piping and concrete structures. HDR assumes that the samples are representative of the most corrosive soils at the site. The proposed construction is a single-family residential development with one and two stories and no subterranean levels. The site is located west of Monroe Street and 0.25 miles north of 581h Street in La Quinta, California, and the water table is reportedly 30 feet deep. The scope of this study is limited to a determination of soil corrosivity and general corrosion control recommendations for materials likely to be used for construction. HDR's recommendations do not constitute, and are not meant as a substitute for, design documents for the purpose of construction. If the architects and/or engineers desire more specific information, designs, specifications, or review of design, HDR will be happy to work with them as a separate phase of this project. Soil Corrosivity Testing Laboratory Testing The electrical resistivity of each sample was measured in a soil box per ASTM International (ASTM) G187 in its as -received condition and again after saturation with distilled water. Resistivities are at about their lowest value when the soil is saturated. The pH of the saturated samples was measured per ASTM G51. A 5:1 water:soil extract from each sample was chemically analyzed for the major soluble salts commonly found in soil per ASTM D4327, ASTM D6919, and American Water Works Association (AWWA) Standard Method 2320-B. The laboratory analyses were performed under HDR laboratory number 21-0645SCS. The full set of test results are shown in the attached Table 1. hdrinc.com 431 West Baseline Road, Claremont, CA 91711-1608 (909) 626-0967 GeoTek, Inc July 29, 2021 HDR Job Number 21-0645SCS Page 2 Discussion A major factor in determining soil corrosivity is electrical resistivity. The electrical resistivity of a soil is a measure of its resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical process in which the amount of metal loss due to corrosion is directly proportional to the flow of electrical current (DC) from the metal into the soil. Corrosion currents, following Ohm's Law, are inversely proportional to soil resistivity. Lower electrical resistivities result from higher moisture and soluble salt contents and indicate corrosive soil. A correlation between electrical resistivity and corrosivity toward ferrous metals is shown in Table 1.1 Table 1: Soil Corrosivitv Categories Soil Resistivity (ohm -cm) Corrosivity Category Greaterthan 10,000 Mild ly Corrosive 2,001 to 10,000 Moderately Corrosive 1,001 to 2,000 Corrosive 0 to 1,000 Severely Corrosive Other soil characteristics that may influence corrosivity towards metals are pH, soluble salt content, soil types, aeration, anaerobic conditions, and site drainage. Electrical resistivities were in the moderately corrosive and mildly corrosive categories with as - received moisture. When saturated, the resistivities were in the corrosive to severely corrosive categories. The resistivities dropped considerably with added moisture because the samples were dry as -received. Soil pH values varied from 7.4 to 8.4. This range is mildly alkaline to moderately alkaline.2 These values do not particularly increase soil corrosivity. The soluble salt content of the samples ranged from moderate to very high. The soluble salt content was very high in the samples ID-1, ID-4, ID-5, ID-6, ID-9, ID-10, and ID- 12 and less in the others. Chloride and sulfate salts were the predominant constituents. Chloride is particularly corrosive to ferrous metals, and in the higher concentrations measured in the soil samples, chloride can overcome the corrosion inhibiting effect of concrete on reinforcing steel. High concentrations of sulfate, as was measured in the soil samples, can react with components in concrete to cause degradation and reduced strength in a mechanism known as sulfate attack. Per ACI-318, the soil is classified as S2 with respect to sulfate concentration.3 Ammonium was detected in low concentrations. The nitrate concentration was high enough to be aggressive to copper. Tests were not made for sulfide and oxidation-reduction (redox) potential because these samples did not exhibit characteristics typically associated with anaerobic conditions. ' Romanoff, Melvin. Underground Corrosion, NBS Circular579. Reprinted byNACE. Houston, TX, 1989, pp. 166-167. 2 Romanoff, Melvin. Underground Corrosion, NBS Circular579. Reprinted byNACE. Houston, TX, 1989, p. 8. 3 American Concrete Institute (ACI) 318-19 Table 19.3.1.1. GeoTek, Inc July 29, 2021 HDR Job Number 21-0645SCS Page 3 The Caltrans Corrosion Guidelines were used as a basis for mechanically stabilized embankment (MSE) material backfill evaluation.4 Section 8.1, Corrosion Requirements for MSE Structure Backf ill, references Caltrans Standard Specification Section 47-2.02forproperties of structure backfill. The minimum requirements for soil in contact with MSE are shown in Table 2. Table 2: MSE Backfill Minimum Soil Requirements. Test Requirement ASTM Test Minimum Resistivity 2000 ohm -cm min. G187 Chloride Less than 250 ppm D4327 and D6919 Sulfate Less than 500 ppm D4327 and D6919 pH 5.5to10.0 G51 MSE backfill material that meets the above criteria is what Caltrans considers "non -corrosive" to the metallic soil reinforcement. Comparison of the attached Table 1 soil sample analysis results with the above criteria indicates that the material does not satisfy all of the above requirements and is therefore notsuitable for use as MSE backfill. In conclusion, this soil is classified as severely corrosive to ferrous metals, aggressive to copper, severe (S2) for sulfate attack on concrete, aggressivewith respectto exposure of reinforcing steel to the migration of chloride, and unsuitable for use as MSE backfill. Corrosion Control Recommendations The life of buried materials depends on thickness, strength, loads, construction details, soil moisture, etc., in addition to soil corrosivity, and is, therefore, difficult to predict. Of more practical value are corrosion control methods that will increase the life of materials that would be subject to significant corrosion. The following recommendations are based on the evaluation of soil corrosivity described above. Unless otherwise indicated, these recommendations apply to the entire site or alignment. All Pipe 1. On all pipes, appurtenances, and fittings not protected by cathodic protection, coat bare metal such as valves, bolts, flange joints, joint harnesses, and flexible couplings with wax tape per AWWA C217 after assembly. 2. Where metallic pipelines penetrate concrete structures such as building floors, vault walls, and thrust blocks use plastic sleeves, rubber seals, or other dielectric material to prevent pipe contact with the concrete and reinforcing steel. 3. To prevent differential aeration corrosion cells, provide at least 2 inches of pipe bedding or backfill material all around metallic piping, including the bottom. Do not lay pipe directly on undisturbed soil. 4 Corrosion Guidelines, Version 3.0. Califomia Department of Transportation (Caltrans), Sacramento, CA, 2018. GeoTek, Inc HDR Job Number 21-0645SCS July 29, 2021 Page 4 Steel Pipe 1. Underground steel pipe with rubber gasketed, mechanical, grooved end, or other nonconductive typejoints should be bonded forelectrical continuity. Electrical continuity is necessary for corrosion monitoring and cathodic protection. 2. Install corrosion monitoring test stations to facilitate corrosion monitoring and the application of cathodic protection: a. At each end of the pipeline. b. At each end of all casings. c. Other locations as necessary so the interval between test stations does not exceed 1,200 feet. 3. To prevent dissimilar metal corrosion cells and to facilitate the application of cathodic protection, electrically isolate each buried steel pipeline per NACE SP0286 from: a. Dissimilar metals. b. Dissimilarly coated piping (cement -mortar vs. dielectric). c. Above ground steel pipe. d. All existing piping. 4. Apply a suitable dielectric coating intended for underground use such as: a. Polyurethane per AWWA C222 or b. Extruded polyethylene per AWWA C215 or c. A tape coating system per AWWA C214 or d. Hot applied coal tar enamel per AWWA C203 or e. Fusion bonded epoxy per AWWA C213. 5. Apply cathodic protection to steel piping as per NACE SP0169. NOTE: Some steel piping systems, such as oil, gas, insulated, or high-pressure piping systems, have special corrosion and cathodic protection requirements that must be evaluated for each specific application. Ductile Iron Pipe 1. To prevent dissimilar metal corrosion cells and to facilitate the application of cathodic protection, electrically insulate underground iron pipe from dissimilar metals and from above ground iron pipe with insulating joints per NACE SP0286. 2. Bond all nonconductive type joints for electrical continuity. Electrical continuity is necessary for corrosion monitoring and cathodic protection. GeoTek, Inc HDR Job Number 21-0645SCS July 29, 2021 Page 5 3. Install corrosion monitoring test stations to facilitate corrosion monitoring and the application of cathodic protection: a. At each end of the pipeline. b. At each end of any casings. c. Other locations as necessary so the interval between test stations does not exceed 1,200 feet. 4. Apply a suitable coating intended for underground use such as: a. Polyethylene encasement per AWWA C105; or b. Epoxy coating; or c. Polyurethane; or d. Wax tape. NOTE: The thin factory -applied asphaltic coating applied to ductile iron pipe for transportation and aesthetic purposes does not constitute a corrosion control coating. 5. Apply cathodic protection to ductile iron piping as per NACE SP0169. NOTE: Some iron piping systems, such as for fire water piping, have special corrosion and cathodic protection requirements that must be evaluated for each specific application. Cast Iron Soil Pipe 1. Protect cast iron soil pipe with either a double wrap 4-mil or single wrap 8-mil polyethylene encasement per AWWA C105. 2. It is not necessary to bond the pipe joints or apply cathodic protection. 3. Provide 6 inches of clean sand backfill all around the pipe. Use the following parameters for clean sand backfill: a. Minimum saturated resistivity of no less than 3,000 ohm -cm; and b. pH between 6.0 and 8.0. c. All backf ill testing should be performed by a corrosion engineering laboratory. CopperTubing 1. Use Type K or Type L copper tubing as required by the applicable local plumbing code. Type M tubing should not be used for buried applications.5 2. Electrically insulate underground copper pipe from dissimilar metals and from above ground copper pipe with insulating devices per NACE SP0286. 3. Electrically insulate cold water piping from hot water piping systems. 5 2016 California Plumbing Code (CPC), July 1, 2018 Supplement, Section 604. a GeoTek, Inc HDR Job Number 21-0645SCS July 29, 2021 Page 6 4. Protect buried copper tubing by one of the following measures: a. Prevent soil contact. Soil contact may be prevented by placing the tubing above ground or encasing the tubing using PVC pipe with solvent -welded joints. Either seal the PVC pipe at both ends or terminate both ends above -grade in a manner that doesn't allow water to infiltrate; or b. Install copper pipe with a factory -applied coating that is at least 25 mils in thickness. Use Kamco's Aqua Shield""^ Mueller Streamline's Plumbshield TM, or equal. The coating must be continuous with no cuts or defects. C. Insulate the pipe by installing 12-mil polyethylene pipe wrapping tape with butyl rubber mastic over a suitable primer. Protect wrapped copper tubing by applying cathodic protection per NACE SP0169. Plastic and Vitrified Clay Pipe 1. No special corrosion control measures are required for plastic and vitrified clay piping placed underground. 2. Protect all metallic fittings and valves with wax tape per AWWA C217, or with epoxy and appropriately designed cathodic protection system per NACE SP0169. Concrete Structures and Pipe 1. Protect concrete structures and pipe from sulfate attack in soil with a severe sulfate concentration (S2), from 0.20 to 2.0 percent. Use ASTM C150 Type V cement, a maximum water/cement ratio of 0.45, and a minimum strength of 4,500 psi per applicable codes.6,',$ 2. Chloride concentrations were measured at levels where additional protective measures are required to protect steel and iron embedded in concrete from chloride attack.9 This applies to such items as reinforcing steel and anchor bolts, but not post -tensioning strands and anchors, which have separate requirements. The protection could be one or a combination of the following: a. Install protective concrete, a concrete mix designed to protect embedded steel and iron based on the following parameters: i. A chloride ion content of 2,200 ppm in the soil; ii. The desired service life; iii. The design concrete cover; and iv. The applicable building code. Note that a protective concrete mix may include a corrosion inhibitor admixture and/or supplementary cementitious materials such as fly ash or silica fume. 6 2015 International Building Code (IBC) which refers to American Concrete Institute (ACI) 318-19 Table 19.3.2.1 2015 International Residential Code (IRC) which refers to American Concrete Institute (ACI) 318-19 Table 19.a2.1 e 2016 California Building Code (CBC) which refers to American Concrete Institute (ACI) 318-19 Table 19.3.2.1 9 Design Manual303: Concrete CylinderPipe. Ameron. p.65 GeoTek, Inc HDR Job Number 21-0645SCS July 29, 2021 Page 7 b. Install waterproof concrete. Waterproofing for concrete could be a gravel capillary break under the concrete, a waterproof membrane such as the Grace PrePrufe® products, a waterproofing admixture, and/or a liquid applied waterproof barrier coating. Visqueen, similar rolled barriers, or bentonite-based membranes are not viable waterproofing systems for corrosion protection.10 c. Coat embedded metal. A coating for embedded steel and iron could be an epoxy coating applied to the metal. Purple fusion bonded epoxy (FBE) (ASTM A934) intended for prefabricated reinforcing steel reinforcing steel is suitable. Any damage to the coating must be repaired in accordance with the manufacturer's specifications prior to installation. The green flexible FBE (ASTM A775) is not recommended. d. Apply cathodic protection. Cathodic protection is most practical for pipelines and must be designed foreach application. The amount of cathodic protection current needed can be minimized by coating the steel or iron. NOTE: Interior surfaces of concrete structures and pipe used to transport wastewater may require additional corrosion protection measures, such as linings, based on the flow conditions and wastewater characteristics. These considerations are beyond the scope of this report. Post -Tensioned Slabs: Unbonded Single -Stranded Tendons and Anchors Soil is considered an aggressive environment for post -tensioning strands and anchors. The high chloride concentration measured in soil on site makes this soil particularly aggressive. Protect post -tensioning strands and anchors against corrosion by implementing all the following measures: 11, 12,13 Limit the water-soluble chloride ion content in the concrete mix design to less than 0.06 percent by weight of cement. 2. Completely encapsulate the tendon and anchor with polyethylene to create a watertight seal. 3. Use non -shrink grout mixes for all post -tensioning pockets. 4. Protect all components from moisture prior to installation and within one working day after installation. 5. Ensure the minimum concrete cover over the tendon tail is 1 inch, or greater if required by the applicable building code. 6. Caps should be installed within one working day after the cutting of the tendon tails and acceptance of the elongation records by the engineer. 10 ASTM E1643-11 (2017): Standard Practice for Selection, Design, Installation, and Inspection of Water Vapor Retarders Used n Contact with Earth or Granular Fill Under Concrete Slabs. ASTMlntemational, 2017. " Post -Tensioning Manual, sixth edition. Post -Tensioning Institute (PTI), Phoenix, AZ, 2006. 12 Specification for Unbonded Single Strand Tendons. Post -Tensioning Institute (PTI), Phoenix, AZ, 2000. 13 ACI423.6-01: Specification for Unbonded Single Strand Tendons. American Concrete Institute (ACI), 2001 GeoTek, Inc July 29, 2021 HDR Job Number 21-0645SCS Page 8 7. Inspect the following to ensure the encapsulated system is completely watertight: a. Sheathing: Verify that all damaged areas, including pin -holes, are repaired. b. Stressing tails: After removal, ensure they are cut to a length for proper installation of coating filled end caps. c. End caps: Ensure proper installation before patching the pocket recesses. d. Patching: Ensure the patch is of an approved material and mix design, and installed void -free. 8. Limit the access of direct runoff onto the anchorage area by designing proper drainage. Do not allow water to pond against anchors. 9. The amount of space between the anchorage area and the nearest point of soil contact should be based on the following parameters: 1) a chloride content of 2,200 ppm in the soil; 2) the desired service life. Closure The analysis and recommendations presented in this report are based upon data obtained from the laboratory samples. This report does not reflect variations that may occur across the site or due to the modifying effects of construction. If variations appear, HDR should be notified immediately so that further evaluation and supplemental recommendations can be provided. HDR's services have been performed with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Please call if you have any questions. Respectfully Submitted, HDR Engineering, Inc. Marc E. N. Wegner, PE Sr. Corrosion Project Manager Enc: Table 1 21-0645SCS SCS Final.docx Sean Hoss, PE Project Manager F:)7z Sample ID Resistivity as -received saturated Table 1 - Laboratory Tests on Soil Samples Geotek, Inc. Capistrano Project - Tract 31910 Your #2830-CR, HDR Lab #21-0645SCS 27-Jul-21 ID 1 ID 2 ID 3 ID 4 ID 5 Units ohm -cm >4,400,000 ohm -cm 880 12,800 23,200 340,000 920 1,920 228 pH 7.7 7.8 7.9 7.4 Electrical Conductivity mS/cm 1.57 0.71 0.27 1.95 Chemical Analyses Cations calcium Cat+ mg/kg 1,480 367 101 955 magnesium Mgt+ mg/kg 75 36 18 182 sodium Nat+ mg/kg 549 249 105 934 potassium K1+ mg/kg 123 96 45 122 ammonium NH4'+ mg/kg 2.7 1.9 1.2 6.3 Anions carbonate C032- mg/kg ND ND ND 39 bicarbonate HCO31 mg/kg 226 268 287 ND fluoride F1- mg/kg 1.3 3.7 3.9 2.0 chloride C11- mg/kg 259 103 69 1780 sulfate S042- mg/kg 4,170 1,350 212 1,750 nitrate NO31- mg/kg 344 407 265 2,030 phosphate PO43- mg/kg ND ND ND ND Other Tests sulfide S2- qual na na na na Redox my na na na na Resistivity per ASTM G187, pH per ASTM G51, Cations per ASTM D6919, Anions per ASTM D4327, and Alkalinity per APHA 2320-B. Electrical conductivity in millisiemens/cm and chemical analyses were made on a 1:5 soil -to -water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed 11,600 268 7.6 1.25 423 29 824 99 3.4 ND 207 2.3 528 1,810 1,000 ND na na 431 West Baseline Road Claremont, CA 91711 Phone: 909.962.5485 Fax: 909.626.3316 Page 1 of 3 F:)7z Sample ID Resistivity as -received saturated Table 1 - Laboratory Tests on Soil Samples Geotek, Inc. Capistrano Project - Tract 31910 Your #2830-CR, HDR Lab #21-0645SCS 27-Jul-21 ID 6 ID 7 ID 8 ID 9 ID 10 Units ohm -cm 76,000 14,800 ohm -cm 240 1,280 9,200 >4,400,000 440 196 pH 7.9 8.3 7.9 7.7 Electrical Conductivity mS/cm 1.77 0.29 0.74 2.42 Chemical Analyses Cations calcium Cat+ mg/kg 522 47 267 1,350 magnesium Mgt+ mg/kg 35 6.6 27 55 sodium Nat+ mg/kg 1,410 245 369 1,720 potassium K1+ mg/kg 107 17 80 100 ammonium NH4'+ mg/kg ND ND ND ND Anions carbonate C032- mg/kg ND 33 ND ND bicarbonate HCO31 mg/kg 171 125 207 189 fluoride F1- mg/kg 1.0 3.0 1.1 2.6 chloride C11- mg/kg 1080 77 168 1940 sulfate S042- mg/kg 2,300 284 1,110 4,210 nitrate NO31- mg/kg 1,510 196 796 1,420 phosphate PO43- mg/kg ND ND ND ND Other Tests sulfide S2- qual na na na na Redox my na na na na Resistivity per ASTM G187, pH per ASTM G51, Cations per ASTM D6919, Anions per ASTM D4327, and Alkalinity per APHA 2320-B. Electrical conductivity in millisiemens/cm and chemical analyses were made on a 1:5 soil -to -water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed 33,600 176 7.7 2.10 530 27 2,070 83 ND ND 207 1.7 2170 2,050 2,010 ND na na 431 West Baseline Road Claremont, CA 91711 Phone: 909.962.5485 Fax: 909.626.3316 Page 2 of 3 F:)7z Table 1 - Laboratory Tests on Soil Samples Geotek, Inc. Capistrano Project - Tract 31910 Your #2830-CR, HDR Lab #21-0645SCS 27-Jul-21 Sample ID ID 11 ID 12 Resistivity Units as -received ohm -cm 6,800 16,400 saturated ohm -cm 1,080 248 pH 8.1 8.4 Electrical Conductivity mS/cm 0.56 1.66 Chemical Analyses Cations calcium Cat+ mg/kg 228 250 magnesium Mgt+ mg/kg 24 7.0 sodium Nat+ mg/kg 202 1,780 potassium K1+ mg/kg 63 51 ammonium NH4'+ mg/kg 0.5 ND Anions carbonate C032- mg/kg ND 44 bicarbonate HCO31 mg/kg 241 ND fluoride F1- mg/kg 1.5 0.9 chloride CI1- mg/kg 95 953 sulfate S042- mg/kg 1,070 2,600 nitrate NO31- mg/kg 102 736 phosphate PO43- mg/kg ND ND Other Tests sulfide S2- qual na na Redox my na na Resistivity per ASTM G187, pH per ASTM G51, Cations per ASTM D6919, Anions per ASTM D4327, and Alkalinity per APHA 2320-B. Electrical conductivity in millisiemens/cm and chemical analyses were made on a 1:5 soil -to -water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed 431 West Baseline Road Claremont, CA 91711 Phone: 909.962.5485 Fax: 909.626.3316 Page 3 of 3 APPENDIX E PERCOLATION/INFILTRATION DATA Updated Geotechnical and Infiltration Evaluation Capistrano Project, La Quinta, California Project No. 2830-CR 'G, GEOTEK Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 105.5 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 100 in Total Test Hole Depth, DT = 120 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 14.5 in AH = AD = Ho- HF = 5.5 in Havg = (Ho+HF)/2 = 17.25 in It = Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-2 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 105 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 100 in Total Test Hole Depth, DT = 120 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 15 in AH = AD = Ho- HF = 5 in Havg = (Ho+HF)/2 = 17.5 in It = Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-3 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 7 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 17 in AH = AD = Ho- HF = 3 in Havg = (Ho+HF)/2 = 18.5 in It = M Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-4 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 7.25 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 16.75 in AH = AD = Ho- HF = 3.25 in Havg = (Ho+HF)/2 = 18.375 in It = M Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-5 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 4.75 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 19.25 in AH = AD = Ho- HF = 0.75 in Havg = (Ho+HF)/2 = 19.625 in It = A Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-6 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 4.75 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 19.25 in AH = AD = Ho- HF = 0.75 in Havg = (Ho+HF)/2 = 19.625 in It = A Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-7 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 4.75 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 19.25 in AH = AD = Ho- HF = 0.75 in Havg = (Ho+HF)/2 = 19.625 in It = A Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-8 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 5 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 19 in AH = AD = Ho- HF = I in Havg = (Ho+HF)/2 = 19.5 in It = 0.2 Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-9 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 5.25 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 18.75 in AH = AD = Ho- HF = 1.25 in Havg = (Ho+HF)/2 = 19.375 in It = 0.2 Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-10 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 5 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 19 in AH = AD = Ho- HF = I in Havg = (Ho+HF)/2 = 19.5 in It = 0.2 Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 5 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 19 in AH = AD = Ho- HF = I in Havg = (Ho+HF)/2 = 19.5 in It = 0.2 Inches per Hour G E O T E K Client: Project: Project No: Date: Boring No. DR Horton Capistrano 2830-CR 8/ 10/2021 1-12 Infiltration Rate (Porchet Method) Time Interval, At = 30 min Final Depth to Water, DF = 5.25 in Test Hole Radius, r = 4 in Initial Depth to Water, Do = 4 in Total Test Hole Depth, DT = 24 in Equation - It = AH (60r) At (r+2Havg) Ho = DT - Do = 20 in HF = DT - DF = 18.75 in AH = AD = Ho- HF = 1.25 in Havg = (Ho+HF)/2 = 19.375 in It = 0.2 Inches per Hour G E O T E K PERCOLATION DATA SHEET W&s.T dF /VlbA?RZe 4A QU/A17-i4 2-83a-cQ Project _ _ - job No - Test Hole No.. -iy� _ Tesccd Mr.- AOVG_.. D. S 6 Z02 Depth of Hole As Ck ite& ZD Before Test ZQ , At. Tale _12-- Reading No. Time Time Interval (Mn) Total Depth of Hole (Inches) Initial Water Level (inches) Final Water Level (inches) A In Water Level (Inches) Rate (m{nuces Per inch) eo.ta„ents 4?4 Sp4rf' S GAz- _ 745 S/o Z S /zo 20 /312. 6 /z- 8E-G/A/ e/G12o2/ /sT zs M,/V . /2 / 20 20 83 7 2S 6 Z. KD 2 S- MY/J. 93q_ 30 /20 20 --- 13 - 7 — - --- /sl• 3o Mir . 909 13 1 6 3 � ..ram 3o a..,,,, . /Za ZO _ /013 30 /31: 6 %a 3Qo ,3o M,,,v. _ Zo 3o 3%L %Z 47Ao 36 A-rlN . eo¢ /047 ///7 3a /20 20 - - j3 — JAI /Zo Zo /2o 20 30 / 3 � b ' 7 ny 12 / lNc`S� PERCOLATION DATA SHEET ZA- /tilo,2rj„r o� VI" BvE rroject: Job No: Z&� ' CQ Test No7e No.: r / __ Tssbd Dr. _ �i ' S- Datc ZOZ Depth of Nok As Drilled: / Z o • - I to Test /20 Auer Test: �� 11 Reading � Time /!K23 T� Norval Total Depth of NoM (In h-) /zo Initial Water Level (Inches) zo Final Water Level ({ntTa+) A In Water Level (bwhes) Rate ( Per wwh) ConvneMs 1153 30 �z /Z /20 2p !�¢� 5 9r4- 30 .1-1.,,,. 127 /Zv zp /4 S ;Y* fo,?w 3o MAN. /sue 30 i S �S 30 ^,ii v. 22 30 23 / /zo zo /4lz S'z 30 w�T dF /y0N/ZU� NoieT� off- ViD.4 Project -- -- Test Hole No.. X Z Depth of Hole An Drilled: /20 " PERCOLATION DATA SHEET BED-L,ql�,e/✓c .z83o -c,2 Tested By: oVG, Date: Before Test /ZO AAer Test i/Ze$ , , Reading No. Time T.rve Inters! (Min) Total Depth of ".I. Hole (Indies) Initial Water Levei (Inches) Final Water Level (Inches) .l In Water Level (Inches) Rate (minutes Comments inch) - GAZ- 7SZ 61-7 — Zs Zo zo /3 % 6 .BAG/N B 6 20� BL2 /20 Zo 2A/p 2S -i IAI 419 30 13 3 6 % ZNo .30 --I 1A,1. -- - EEO jp 30 /zo /ZO zo Zo / 3 3 14 6 4 6 3aD .30 M 4rm 3 o A-,.A,,o, - /020 /or2 /oSa oS_4 30 120 20 s> 30//26 /iz¢ /zzp 120114411-d 1-55'y 6sxF ,0 /H/A/. zo 30 /4%z 7 nfc 30 Ai IAI &E—Ai N ? OF MO'�R� S PERCOUT1oN DATA SHEET Project:�' 36 Z 4 Q U/NTA /-/� �Vg Test Hole Na. Z z -- Depth of He* toted e,r Af o�aea /2o Datc Before Test-8�s� 202/ / 2O Rea&nj Time Total Initial Final No. T-"ne Interval Depth °f le Water Water -� I n Water Rate (lain) (Indies Level ( Inches) Level Level (minutn Comments /r3o (Inches) (Inches) per inch) _ /zo 2b -_ /ao /G 2 3o -- _ --- 8,* 1.20 Z .3o /3z 30 ------------ 2p 36 ArW. Zo /¢l Sl¢ /� /o r7j 3o Div, 236 30 /S S ? 8 - /2p Zo 'ina 30 /i/,V. 3ge, 3o /S- S - - Z r PERCOLATION DATA SHEET S� of "'c'veoB Sr L A Qu/KTA No,Q7,?.- G� I/v4AlU¢ D.2�v� Zg3o -� Project --T ---- ----- — --- ---• lob No- / Teat Hole No.: + - --- --.Tested Sp: - _ -- � V� - Datc Depth of Hole As Drilled: I be/me Test 2 Aree. Test Reading No. Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) .% In Water Level (Inches) Rate (mfmces per inch) Gottxttetrts _,_s_G,4 L �4 �4 B/N B 6 Zoe/ 154 / sr L7 jOv. Sg boo ZS �Sli �z 7-Aj zSS M/A4. • 2 zo g3 O p3 �• /ooZ 3o /S S _ / sr .1 _ � Zo /Sl>: 4£ 30 _ / z¢ Zo - 1036 24 _ 2. --- //ob .3b //a 3e, - Z* - - Zc - / 4 ei snf jo .ti.N _ 4! f z4- zo % 3% �irN 3o wiiw. lz*zl 30 /; I/ 3 3 PERCOLATION DATA SHEET KXEST O` M D�/E'D� S% �E�7- Z-4- Q? ul vy—A "o.e774 OC V1 A4 BE44,4 LRI vE ZE'3o -cR Project. ___ lobNa: -_--- -- _ Test Hole No.: 3 _Toted Yp: _-- rY� —_. Date_ B�S ifi / 202 Depth of Hole As Drilled: 2¢ setore Tort: 2¢ � � Alter Test fff2 , Reading No. Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) A In Water Level (InOws) Rate (minutes Per inch) Comnxnts — .3o Z ¢ 20 l6 % 3l1- -- - ---- ---- �rsf 3o Mir!_ 1,(4 // (5 146 Zb 3o f6 3,;114 zo 216 30 ffo� % /aTsf 30 Zz°Z_�_ Zo 7 3 - — z so 30 7?W 3o i►-ri�v . zsz - -- Zp PERCOLATION DATA SHEET L'WE,Si-- DG /yaAli20E .5"Mf-s LA ND,e7W 0,= V/DA (jEGLA 1>R/VE Prolecc _ Teat Hole No.:., _ Depth of Hole As Drigla111 - _.- . - T I Tested By: Before Test OV6 2,4 gv�NTA job No_ 2 630 cam? . Datc Amer Tom 2¢� Reading No. Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) final Water Level (Inches) _ In Water Level (Inches) Rate (mYwtes Per itch) Comments �S9 $24 24 Zo ay 8 61ioz/ ZS /�j %SY ZS M/N. 826 24 Z0 25 /S ! Zlvp 2 S n�itN. $ / 74 20 - i4 4 - S% 923 qZ�S SS 24 20 S 2�vD 30 31� /S 9--57 2,+ Z0 -- — l027 3 n I 3.go 33e> — - !- Z4 20 - 30 .3co /t�i�v /059 i3 .30 zo / 5 3 ¢ l Snv J;� :�/Av . 4 z o /,3 51 30 16 4 77,-1 30 Arl.v . PERCOLATION DATA SHEET KX:57- O` Mo,ViPoE ST2F�T Z 4 GQl-11N7-,4 /UGRTJV OF VlDi4 &, cL.4 OA>YVE Z830 - By: Test Hole No.: -+— Tested Depth of Hole As Drilled: -2 ,�// - Before Test 2.4 AftwTmc _ - • • — Reading No. Time Time Internal (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Indses) .% In Water Level� Level (Inches) Rate (minutes per Comm"i s - — - �� / 3 l nV 3v Mir. 3b !07 101 e39 24 zo Zb 30 ZL� - ij Tu 3o M1N . J2 7N .50 A4 141 211 362/3 - - 30 z /6 Z 3i5- Gv�� PERCOLATION DATA SHEET of Mo�v.Pct� S'T2��-r Z-A Q v/A/ TA V/DA SFiiA ps?/VE' Project dab No. ZS3D-C�2 Test Hole Nw T S------- - Tested By: OVG Dam A-, 7�?Zi Depth of Hole As Deifed: 2-4 • Before Test 2¢ Aker Test 2-4 Reading No. Time Titrte Internal (Min) Total Depth of Bole (Inches) Initial Water Level (Inches) Final Water Level (inches) .1 In Water Level (Inches) Rate (minutes Per inch) Comments e-e-1;44.e S a4L- 7 Z O 7'9CS Z4 Z-!j — zsr 5- 2 S 7,47 24 20 Z$ /% 2�¢ Z,4D 2 S ibr /N. 8/2 3o / 7% Z %Z /Sr 844 846_ /6 30 X 2 %z zero - ' /� � zo 148 .30 1774. Z V �ii�,r . — -- ----- - so z4 zo /020 30 /8 Z l022 1057Z _ 30 Z� ZO 13 Sr, 30 �►s•/N. - - 30 - --- � �_ - _, 4 6 rim 3o UZ4 77;v !! w&sr af- No,Pr� of V10A Project - Test Hole Not Depth of Hole As De;ie* 7— PERCOLATION DATA SHEET STlZEET /-A QVIAI-TiQ %jELG,4 DR/ V E — lob No.: Tested By OVG _ Date 6t%Z� Before Test: At.T.0 Reading No. Time Time Internal (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) A In Water Level (inches) Rate (minutes per inch) Comments 3o ;"14 3o tii�iv . /22s d1z36 /0 4 Za _ _ •30 /8 % 9 r 3o M/�y - /oZ Z �j Zo / 9 / !o ref 30 /N . 2-30 36 /9 //nV 30 A-//N- Zoo z 6 30 — - 12 7-,rl 30 AWIV. /9 / 4v—Z�5r- dF /Vo,Q>2V Project: _ -_- Test Hole No.: _77- Depth of Hole As Drilled: PERCOLATION DATA SHEET MDiV�Po� S'T.2E T 4A Du/A)rA dF �//DA 6�L ca4 D,4 i v� 2 g3o _ job No: / Tested fir: G _ V Date: i9 Cl 712 Z4 Before Test _ Alter Test 24 Reading No. Time rwne Internal (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Lend (Inches) A In Water Leal (inches) Rate (nhlnutes per inch) eotrhrrherhts 727 752 2¢ ZO AFS)OV t9f7Z20Z/ T- /Sr 25 M/N. 25 ZAz 73 f Za 819 Z,5 7 l z% Z„ro 2-S psi v. - -- - - -Z& - -zo - -- - Bs 3 1z51 2o /% 3 Z z Ato 3o 3& -Z-f 1-2-6-5, 24 zo - -Ttg AIIAt . --- 1� zo 102 -71 30 / Z 4¢7JV /02 9 _ 30 Z4 Zo 24- zo 67xr .3o M<v. 112031 !1 zo 30 1 1 W 77W 30 MIN . (�(� O� PERCOLATION DATA SHEET Mo beo& LA 0 v/ A/ TA- NoQT/¢ DF VIpA ,BA—E-1-1-4 DAP/►/� Project: No- vG + LL - j;1 /zzo Test Hole No.: 'z��✓ _______ w Tested By: _ODate: Depth o/ Hole As Drilled: 6� 7 Z4- , Before Tait Z* After Test. .2* Reading No. Time Time Interval (Min) Total Depth of Bole (Inches) Initial Water Level (Inches) Final Water Level (Inches) 1 In Water Level (Inches) Rate (mfs►uca r inch Comnxnts 12d5 30 24 zo - - --- -- 23S 1237 /07 Z4 ZO 30 / / 9rfs 3o i►-is�1_ !0 9 Z4 Zo !3 9 1-3o Iq 30 l9% 3 Zvi /ice .�o MIA/ . 213 Zfi3 24- 20 - ---- - - /Z1W 30 wE.sr of M�.eo� IVO.Q7-14 VIPA Project — Test Hole No.: r— Depth of Hole As OdOwk Z¢ , PERCOLATION DATA SHEET ST.2eKR--r L,4 QUTA17A e-A p pi VE job NO-, j Tested By: DVG Date: 17 s, j�zo�1 Before Test K After Test: Reading No. Time rune Interval (Mn) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) A In Water Level (Inches) Rate (mim+tn Per inch) Comments PAF-' a4/z: S 8/612621 734 759 2--f- _2-o 2/�/zoz/ /sr ZS / 7 4 2 ed / Z4 Ze> 8z6 25 /8 Z z�vo zs tii�,y "1� 24 ZoZ _ At 2 4 ao boo z 30 _ / Z 3,eo 30 3o ;1 I 34 /o ¢ 1036 1106 36 z4_ 20 _ /8 %z IV? �¢ zo 30 //4o Z¢ zo l8 30 -7 A-,N- /z/a II�IEST dF PERCOLATION DATA SHEET N/OAl,QdE�'T "0/Z77y- 4ur�trrA DF Project i BE444 DRlve Test Noll i' ' Job No_ �9so - ` + - Depth ofNdeAspri,,A 24 Tested By: Date: 6 Before Test �' Test: Zf ••- -- —• Readinj Time Total Initial Final No. Tirsse Interval Depth of Water Water A In Water Rate (Mn) mole Level Level Level (rnkurtes Corrutsents (Inches) (Inches) (inches) per nth) (Inches) 124z-- 1244 %>� .�O M/N_ ZO /14 3o - ! — - !gjw �� 7A 7 _ 46 30 3o Mlu. L4� z4 20 30 4'IAI ° / / % /Z rlvl- 30 Af eA/. Wc5 r /VD,QTti VIA4 Project _ T p Test Hole No.: 1. O Depth of Hole As Dn'beh PERCOLATION DATA SHEET B+�LLQ �ie/VE —Tom" 1111r. before Test - job No.: z636 - C'R Date_ f/6 7/202L, After Tat Z� - Reading No. Time Time Interval (~in) Total Depth of Role (Inches) Initial Water Level (Inches) Final Water Level (Inches) .11n Water Level (Inches) Rate (minutes per inch) Comments Sa4.� S Gam B/6 zoZ/ 7.41 d 6 24- Zo 174 Z �4 9, FG/N B�7 2GZ/ z s /s r 2S tisi.v . /7/z. zs Z %z 933 30 f 20 Z 74 - - - /sr 30 p ! 7 X qo7 Z� Za 24 20 --- 7 g Z 3R° 3,::) �►-r/�v- 30 Ig 4r1f 30 "&f/Ae. !o¢/ /d 43 •36 /8� I % S�/t 3a ivl /,v . /113 //iS z4 zo 30 30 lI43 -- - 114-7 20 3 0 / l l %z 7 Trfi 3o Nr/^� - !2 � W&-Sr of M,:L1,VR6 Lt: N0A-T'V OF V/p.4 Praia= - - - -- - Test Hole No.: Depth of Hole As Drilled: Z r • - ►ERCOLATION DATA SHEET S'TP-OE'r L4 Q U14 7-A &644A 4RIVE z83o - - -- — -- ---- job No - Tested Sr Sefore Test 2¢ • Alter Test: Reading No. Time Time Interval (om) Total Depth of most (u�) initial Water Level (Ind—) Final Water Level (lack—) %In Water Level (IcKkes) Rate l Pe► ") Comments /z/9 Zo lz99 .30 / 2 / 07* -� ^rll!• /zS! zo 30 —4 3 / 9ras 30 IZ3 Za /5-3 30 ! 9 tor*, 36 !SS _ Z1 Z27 z - 7 ZD 30 _ i z nor An PERCOLATION DATA SHEET 4v—":7S7_ ST/z�sT I -A VuINT.q /Yo,�rN eF V/D.4 3�Z.c�4 Z�2 VE Project Test Hole No.:1 — / Tested Bp: ,�D VG )ob No.: 2183o - Gi2 Date: A',i J�/zoz J Depth of Hole As Drilled: Z¢ Before Test: 2,4— I Aker Test Z¢ Reading Time Time Interval Total Depth of Initial Water Final Water 0 In Water Rate No. (Min) Hole Level Level Level (minutes Comments (Inches) (Inches) (Inches) (Inches) per inch) P/�.5�►4k S Gq c 8�¢/2O2J 73 o —4 Zo fEG/N 15- 20z / 7-5-7 Z4 20 $zz ZS /7 Z 3 Z"p 854 30 17 3 /sr 3o M/,q . SS6 Z� za 9zira, 30,1714 z %¢ ZMD 3n zg Z4 �o /DDD 2 1O30 30 / 7 :1/f Z %¢ 103 Z 04 ZO // o z 30 � g z _30> All". 1104- 2:4 zo 1/3¢ 30 181 13,14 1246 3o 3 777-,-' 30 4-7 /,� . PERCOLATION DATA SHEET u�Esr of /h 0NX?o2-_ S-?-Eimer Z- Project /VOW77' VIPA IRE-1-4 QR/vE 4 Job No.. �36 - C� Test Holes No.: -� / Tested Sr. V6i— 20 Date: / i L 1 Depth of Hole As Drilled: Z4 - Before Test: ZQ .2 After Test Time Total Initial Final Reading Time Interval Depth of Water Water 0 In Water Rate No. (Min) Hole Level Level Level (minutes Comments (Inches) (Inches) (Inches) (Inches) per inch) lZog 24 2 a i23g 30 - / %z 30 240 Z4 zo i o 30 %z 1�12 9 T,.s 3o tiiiiv . viz z¢ Zo /6177 44- 7� Zo Z!¢ 3o /8 �4 �� i/7w .36> Z/6 Z4 Z p Z¢6 30 /8 ¢ /¢ /2 72V 30 tii W . PERCOLATION DATA SHEET Protect: wz-:57- oc M CAfQOe ST%z€7 Test Holes No.: ;" ^/O L Q V /^/TA Tested Sr._,ova Depth of Hole As Dried: Before Test: 2-4 Job No.. /z830 — GQ Date: After Test: Z¢ Time Total Initial Final Readirsg Time Interval Depth of Water Water A In Water Rate No. (Min) Hole Level Level Level (minutes Comments (Inches) (Inches) (Inches) (Inches) per inch) �Scuj,� S Gs1 L 7-7 24 6��N SVS/ZOO/ Ba Z z s 17 l Z �x 7Sr Z 8Z 9 Z S 171, ZAvp 2 5 A-11" . 3o 17 %4 Z %4 ISr &:>zp 4j� 30l Z %Z z�rD 3a ^7w. 9.557 —� Zo o Taos � l7 l� Z %¢ 3a�o 3o M,,Az. 1067 -2-4- ZG 1037 36 / 8 Z -4-T/,/ ,n ^r /, y . 1031 24 Z o PERCOLATION DATA SHEET -ST.Z�ET Project V/D.4 Buzz-4 V, Z 830 Job No.: Test Hole, No.: � Tested Sr. bVG Date: g ¢.s 20Z f Depth of Hole As Drilled: Z¢ Before Test: 24 � � After Test: Zg Time Total Initial Final Reading Time Interval Depth of Water Water A In Water Rate No_ (Min) Hole Level Level Level (minutes Comments (Inches) (Inches) (Inches) (Inches) per inch) !L 152¢ 20 1245 30 p �¢ �4 8 7�/ 30 �i /�/ . /Z47 � 20 // 7 30 /8l¢ /%4 9 7W 20 M/N . 111 Z4 Zo zZ I .n 1,9 7W _5Zf> 2Z 3 4- 20 253 336 19 / /2 77V .3o �-i�� PERCOLATION DATA SHEET GUST o� /filGLt/�o� 57 L.4 QCJ/AvT� Project: Nollr7XI O,-- V14A gkL, Q ��/►/C Test Hold No.: .L "�/ Tested Bp: vc:�7 Depth of Hole As Drilled: 2* , Before Test: Z-' Reading Time Time Interval No. (Min) Total Initial Depth of Water Hole Level (Inches) (Inches) Final Water A In Water Rate Level Level (minutes (Inches) (Inches) I per inch) 744 za 809 ZS /7� Zl¢ 2-4 83b zS /712- Z%z 838 z4 Zo z 940 /7% z3/4 94z 2 z� 10/2 3v /7% Z %z !a/4 z4 L� 104.4 30 / 7 3 z %4 /044 Z- Zp 3o Z4 zo //46 3o 11SG Z4 Za /Z zo )ob No.: — CQ Date: After Test 2� Comments rXESag,�C� S C-s}L . Sr- 25- M/^/ _ 2"A Z.s- lS r 3o M zAro 3o M/,v . .3.2c 3o 4-rl,, 3n .Sr,4e 30 Miu 6Tlf 3e> /1M/,/ . PERCOLATION DATA SHEET Project: N0.27X1 B E 4G4 P.P/ (/'E Test Hola No.: —// AA Tested Bp: PkG Depth of Hole As Drilled: Z'7� , Before Test: 24 Job No.: Z, 30 —C/e Date: 8/* S 202/ After Test: Time Total Initial Final Reading Time Interval Depth of Water Water 0 In Water Rite No. (Min) Hole Level Level Level (minutes Comments (Inches) (Inches) (Inches) (Inches) per inch) Z6 !Z Sz 30 97V .3o n-i i,U . 11254 20 124 3o / 8 / l4 i rr.,L .35:> A-, !SB z4 zo 228 30 /8 %4 / % �� 3o i►-�s u 230 �4. z0 Sod 36 / 9 / 127;V -?C) MI•v _ ■ A PERCOLATION DATA SHEET I/VEST- iUNl2oE 3�2i Z Qv/�vT4 Project: R� 6F 7p Test Hole No.: 1 �z Tested AVG Job No.: z�•30-�,Q job Bp I Date: S 4� Depth of Hole As Drilled: Z4 Before Test. Z4 After Test: ?, TimeF Reading Initial Final Time IntervalWater No. Water A In Water Rate Level Level(Comments minutes(Min)Level (Inches) (Inches) (Inches) ( per inch) Z� 20 8/6 Zr ,BEC7/A,) �/S�2oz i 818 /7% 4 Z 3 /`� / `ST Z� 2p 4 Zo 9�s 30 % 31/7 ' ST- 30 M/N 24 9¢7 30 49 l714 2 %¢ Zoo 3o M/Av. Z4 zo 10/9 3a 102 l !7 /z 2 3Ro 3o i►-/,,� Za !OS/3. 30 !7 21¢ 4rrf 3o n�fN. 1053 Z4 20 1123 30 --------------- STD 36 M Z4 ZD 1lSS" 30 Zo Z¢/zz7 3o 30 /w N L/vEST of of Project: MD27;4Z Test Hole No.: _Z -l2- Depth of Hole As Drilled: 'w� PERCOLATION DATA SHEET M oN,Qo�' P-/i 'E&T L14- Q v/it/ TA 1114A 8F -A Job No • Z830 -G.2 z 4' Tested Sr. _ D V� Date: Before Test: After Test: 2� , Reading No. Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) 6 In Water Level (Inches) Rite (minutes per inch) Comments Z4 20 131 3o ` o !fj%z /%y 9rrt 30 ti1/N. 133 Z03 30 24 00 /f3jZ /%Z �o 7r� 30 AI/IV Zoe 235 30 0.4 ZD /8% 114 // > 3o MiN. 237 7 30 04 j f 8 l4 / % 12 ru .30 J36 APPENDIX F LIQUEFACTION AND SEISMIC SETTLEMENT ANALYSIS Updated Geotechnical and Infiltration Evaluation Capistrano Project, La Quinta, California Project No. 2830-CR 'G, GEOTEK ,Inc. 1548 548 N. N. Maple Street Corona, CA 92878 G E O T E K 951-710-1160, www.geotekusa.com Project title : Capistrano Project - Tract 31910 Location: La Quinta, CA CPT file: CPT-1 Input parameters and analysis data Analysis method: NCEER (1998) G.W.T. (in -situ): 34.00 ft Use fill: No Fines correction method: NCEER (1998) G.W.T. (earthq.): 23.00 ft Fill height: N/A Points to test: Based on Ic value Average results interval: 3 Fill weight: N/A Earthquake magnitude Mw: 7.22 Ic cut-off value: 2.60 Trans. detect. applied: Yes Peak ground acceleration: 0.68 Unit weight calculation: Based on SBT K, applied: Yes Cone resistance Friction Ratio SBTn Plot CRR plot 0 2 4 6 8 10 12 14 16 18 20 22 r 24 go- 26 0 28 30 32 34 36 38 40 42 44 46 48 50 0.8 0.7 0.6 U) 0.5 0 0.4 V) v J--� Cn 0.3 u U 0.2 0.1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Clay like behavior applied: Sands only Limit depth applied: Yes Limit depth: 60.00 ft MSF method: Method based FS Plot 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 100 200 0 2 4 6 8 10 1 2 3 4 0 0.2 0.4 0.6 0 0.5 1 1.5 2 qt (tsf) Rf (%) Ic (Robertson 1990) CRR & CSR Factor of safety Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential Liquefaction 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 No Liquefaction 0 20 40 60 80 100 120 140 160 180 200 Qtn, cs 1,000 U ro N 0 100 W It U 10 N_ o Z mI 1 0.1 1 10 Normalized friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone Az: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 1 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30-23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Liquefaction analysis summary plots 0.7 0.6 0.5 .o fa "�f 0.4 Ln Ln 0.3 T U 0.2 0.1 0 Liquefaction No Liquefaction 11.0 10.0 = 9.0 QJ 8.0 7.0 QJ T 6.0 QJ 6 5.0 0 4.0 c Y 3.0 2.0 0.0 Analysis PGA:0.68 Qvf"O 7C, o C' $ 430%a l I O \� y C PT-1 10.34 V a J J i 0.1 1 10 0 20 40 60 80 100 120 140 160 180 200 0 1 2 3 4 5 6 7 8 9 10 Normalized friction ratio (%) Qtn,cs Thickness of surface layer, H1(m) Input parameters and analysis data Analysis method: NCEER (1998) Depth to water table (erthq.): 23.00 ft Fill weight: N/A Fines correction method: NCEER (1998) Average results interval: 3 Transition detect. applied: Yes Points to test: Based on Ic value Ic cut-off value: 2.60 KQ applied: Yes Earthquake magnitude M.: 7.22 Unit weight calculation: Based on SBT Clay like behavior applied: Sands only Peak ground acceleration: 0.68 Use fill: No Limit depth applied: Yes Depth to water table (insitu): 34.00 ft Fill height: N/A Limit depth: 60.00 ft CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 2 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward La Mont CPT name: CPT-1 0 2 4 6 8 10 12 14 16 18 20 22 w s 24 C, QJ 26 28 30 32 34 36 38 40 42 44 46 48 50 Cone resistance 0 z 4 6 8 10 12 14 16 18 20 22 w s 24 C, 26- 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 50 100 150 200 250 1 qt (tsf) Estimation of post -earthquake settlements SBTn Plot FS Plot Strain plot 2 3 4 0 Ic (Robertson 1990) Abbreviations qt: Total cone resistance (cone resistance qc corrected for pore water effects) Ic: Soil Behaviour Type Index FS: Calculated Factor of Safety against liquefaction Volumentric strain: Post -liquefaction volumentric strain 2� 81 0 2 4 6 8 10 12 14 16 18 20 22 w s 24 C1. 26 28 30 32 34 36 38 40 42 44 46 48 50 Vertical settlements 0.5 1 1.5 2 0 1 2 3 4 5 6 0 0.5 1 Factor of safety Volumentric strain (%) Settlement (in) CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 3 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.dq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement of dry sands :: Depth Ic Qtn Kc Qto,cs N1,60 Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 0.10 2.16 36.28 1.53 55.49 12 314 0.52 0.001 0.00 12.65 0.00 0.000 0.16 2.03 47.81 1.33 63.67 13 349 0.52 0.001 0.00 12.65 0.00 0.000 0.21 1.88 66.12 1.00 66.12 13 399 0.52 0.002 0.00 12.65 0.00 0.000 0.27 1.81 80.41 1.00 80.41 16 446 0.52 0.002 0.00 12.65 0.00 0.000 0.36 1.77 92.56 1.11 102.62 20 485 0.52 0.002 0.00 12.65 0.00 0.000 0.42 1.76 98.37 1.10 107.83 21 510 0.52 0.002 0.00 12.65 0.00 0.000 0.47 1.78 99.38 1.12 111.69 21 528 0.52 0.003 0.00 12.65 0.00 0.000 0.56 1.81 97.96 1.16 113.53 22 540 0.52 0.003 0.00 12.65 0.00 0.000 0.61 1.85 93.94 1.20 112.45 22 545 0.52 0.004 0.00 12.65 0.00 0.000 0.67 1.86 88.89 1.21 107.75 21 528 0.52 0.004 0.00 12.65 0.00 0.000 0.77 1.89 82.25 1.23 101.11 20 504 0.52 0.005 0.01 12.65 0.00 0.000 0.82 1.90 76.63 1.24 94.93 19 478 0.52 0.007 0.01 12.65 0.01 0.000 0.87 1.93 70.90 1.26 89.22 18 459 0.52 0.008 0.01 12.65 0.01 0.000 0.92 1.97 65.32 1.28 83.78 17 442 0.52 0.009 0.01 12.65 0.01 0.000 1.01 2.01 59.89 1.31 78.71 16 427 0.52 0.011 0.01 12.65 0.01 0.000 1.07 2.05 55.28 1.35 74.72 16 414 0.52 0.012 0.02 12.65 0.01 0.000 1.12 2.08 51.79 1.39 72.18 16 405 0.52 0.014 0.02 12.65 0.02 0.000 1.19 2.12 49.22 1.45 71.34 16 404 0.52 0.016 0.02 12.65 0.02 0.000 1.27 2.14 48.92 1.49 72.84 16 413 0.52 0.016 0.02 12.65 0.02 0.000 1.34 2.14 50.85 1.49 75.75 17 430 0.52 0.016 0.02 12.65 0.02 0.000 1.38 2.14 57.05 1.48 84.40 19 478 0.52 0.013 0.01 12.65 0.01 0.000 1.48 2.09 69.45 1.40 97.52 21 549 0.52 0.011 0.01 12.65 0.01 0.000 1.53 2.04 84.85 1.35 114.23 24 631 0.52 0.009 0.01 12.65 0.01 0.000 1.58 1.97 109.17 1.28 140.28 29 742 0.52 0.007 0.00 12.65 0.00 0.000 1.68 1.94 130.72 1.26 164.81 33 850 0.52 0.006 0.00 12.65 0.00 0.000 1.74 1.90 155.67 1.24 192.25 38 964 0.52 0.006 0.00 12.65 0.00 0.000 1.79 1.88 173.64 1.22 211.86 42 1046 0.52 0.005 0.00 12.65 0.00 0.000 1.85 1.86 193.93 1.21 233.79 46 1140 0.52 0.005 0.00 12.65 0.00 0.000 1.94 1.84 210.98 1.19 252.09 49 1219 0.52 0.005 0.00 12.65 0.00 0.000 1.99 1.82 228.76 1.18 269.10 52 1288 0.52 0.005 0.00 12.65 0.00 0.000 2.04 1.81 239.46 1.16 278.92 54 1329 0.52 0.005 0.00 12.65 0.00 0.000 2.15 1.81 243.85 1.16 283.65 55 1351 0.52 0.005 0.00 12.65 0.00 0.000 2.19 1.83 238.56 1.18 281.57 55 1350 0.52 0.005 0.00 12.65 0.00 0.000 2.24 1.85 227.56 1.20 273.46 54 1329 0.52 0.005 0.00 12.65 0.00 0.000 2.30 1.88 212.68 1.22 259.70 52 1283 0.52 0.005 0.00 12.65 0.00 0.000 2.39 1.91 195.32 1.24 242.31 49 1222 0.52 0.006 0.00 12.65 0.00 0.000 2.45 1.93 178.36 1.25 223.75 45 1146 0.52 0.007 0.00 12.65 0.00 0.000 2.51 1.95 161.83 1.27 205.47 42 1070 0.52 0.008 0.00 12.65 0.00 0.000 2.60 1.97 148.16 1.28 189.89 39 1002 0.52 0.009 0.00 12.65 0.00 0.000 2.65 1.99 135.26 1.30 175.69 36 941 0.52 0.010 0.00 12.65 0.00 0.000 2.70 2.01 123.58 1.32 163.01 34 887 0.52 0.011 0.01 12.65 0.01 0.000 2.80 2.05 111.02 1.35 150.00 32 830 0.52 0.013 0.01 12.65 0.01 0.000 2.86 2.07 101.96 1.38 140.22 30 783 0.52 0.015 0.01 12.65 0.01 0.000 2.89 2.09 94.01 1.41 132.23 29 744 0.52 0.017 0.01 12.65 0.01 0.000 2.96 2.11 87.02 1.44 125.21 27 708 0.52 0.019 0.01 12.65 0.01 0.000 3.03 2.13 80.33 1.48 118.54 26 672 0.52 0.022 0.02 12.65 0.01 0.000 3.11 2.14 76.60 1.49 114.27 25 648 0.52 0.025 0.02 12.65 0.02 0.000 3.16 2.12 78.14 1.45 113.24 25 641 0.52 0.026 0.02 12.65 0.02 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 4 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,60 Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 3.26 2.08 83.27 1.39 115.37 25 646 0.52 0.027 0.02 12.65 0.02 0.000 3.30 2.00 95.57 1.30 124.61 26 670 0.52 0.025 0.02 12.65 0.02 0.000 3.37 1.93 109.14 1.26 137.29 28 706 0.52 0.023 0.02 12.65 0.01 0.000 3.42 1.84 134.67 1.19 160.26 31 773 0.52 0.020 0.01 12.65 0.01 0.000 3.51 1.77 159.75 1.11 178.09 34 842 0.52 0.017 0.01 12.65 0.01 0.000 3.57 1.69 191.05 1.00 191.05 36 913 0.52 0.015 0.01 12.65 0.01 0.000 3.62 1.66 213.57 1.00 213.57 39 984 0.52 0.014 0.01 12.65 0.01 0.000 3.71 1.65 231.97 1.00 231.97 43 1050 0.52 0.013 0.01 12.65 0.00 0.000 3.77 1.65 239.87 1.00 239.87 44 1086 0.52 0.013 0.00 12.65 0.00 0.000 3.81 1.63 241.03 1.00 241.03 44 1065 0.52 0.013 0.01 12.65 0.00 0.000 3.92 1.60 239.12 1.00 239.12 43 1020 0.52 0.015 0.01 12.65 0.01 0.000 3.95 1.55 240.63 1.00 240.63 43 954 0.52 0.016 0.01 12.65 0.01 0.000 4.02 1.48 255.59 1.00 255.59 44 933 0.52 0.018 0.01 12.65 0.01 0.000 4.09 1.44 269.59 1.00 269.59 46 938 0.52 0.018 0.01 12.65 0.01 0.000 4.18 1.45 277.38 1.00 277.38 48 977 0.52 0.017 0.01 12.65 0.01 0.000 4.21 1.51 262.60 1.00 262.60 46 996 0.52 0.017 0.01 12.65 0.01 0.000 4.28 1.57 246.75 1.00 246.75 44 1013 0.52 0.017 0.01 12.65 0.01 0.000 4.37 1.63 234.09 1.00 234.09 43 1034 0.52 0.016 0.01 12.65 0.01 0.000 4.43 1.66 229.87 1.00 229.87 42 1056 0.52 0.016 0.01 12.65 0.01 0.000 4.48 1.68 227.34 1.00 227.34 42 1070 0.52 0.016 0.01 12.65 0.01 0.000 4.54 1.70 222.30 1.00 222.30 42 1078 0.52 0.016 0.01 12.65 0.01 0.000 4.63 1.72 218.31 1.03 225.01 42 1081 0.52 0.017 0.01 12.65 0.01 0.000 4.67 1.74 211.87 1.07 226.49 43 1076 0.52 0.017 0.01 12.65 0.01 0.000 4.73 1.76 201.64 1.11 223.17 43 1055 0.52 0.018 0.01 12.65 0.01 0.000 4.84 1.78 191.64 1.13 217.31 42 1028 0.52 0.019 0.01 12.65 0.01 0.000 4.87 1.79 184.76 1.14 210.05 40 994 0.52 0.020 0.01 12.65 0.01 0.000 4.93 1.76 185.19 1.11 204.87 39 968 0.52 0.022 0.01 12.65 0.01 0.000 4.99 1.73 188.58 1.06 199.27 38 949 0.52 0.023 0.01 12.65 0.01 0.000 5.09 1.71 192.88 1.01 194.94 37 943 0.52 0.024 0.01 12.65 0.01 0.000 5.14 1.70 196.32 1.00 196.32 37 945 0.52 0.024 0.01 12.65 0.01 0.000 5.19 1.71 194.37 1.02 197.91 37 955 0.52 0.024 0.01 12.65 0.01 0.000 5.28 1.75 189.42 1.08 204.17 39 968 0.52 0.024 0.01 12.65 0.01 0.000 5.34 1.78 183.74 1.13 208.37 40 986 0.52 0.024 0.01 12.65 0.01 0.000 5.39 1.82 181.60 1.17 212.30 41 1013 0.52 0.023 0.01 12.65 0.01 0.000 5.50 1.84 182.81 1.19 217.51 43 1049 0.52 0.022 0.01 12.65 0.01 0.000 5.54 1.86 185.57 1.21 224.26 44 1096 0.52 0.020 0.01 12.65 0.01 0.000 5.59 1.88 189.54 1.22 231.39 46 1143 0.52 0.019 0.01 12.65 0.01 0.000 5.65 1.90 192.44 1.23 237.61 48 1190 0.52 0.018 0.01 12.65 0.01 0.000 5.75 1.92 193.98 1.25 242.11 49 1231 0.52 0.018 0.01 12.65 0.01 0.000 5.80 1.94 193.75 1.26 244.28 50 1260 0.52 0.017 0.01 12.65 0.00 0.000 5.84 1.95 193.58 1.27 246.05 50 1284 0.52 0.017 0.01 12.65 0.00 0.000 5.94 1.96 193.52 1.28 247.51 51 1302 0.52 0.017 0.01 12.65 0.00 0.000 6.00 1.97 193.24 1.29 248.40 51 1315 0.52 0.017 0.01 12.65 0.00 0.000 6.05 1.98 192.39 1.29 248.20 51 1320 0.52 0.017 0.01 12.65 0.00 0.000 6.10 1.99 188.17 1.30 244.71 51 1313 0.52 0.017 0.01 12.65 0.00 0.000 6.18 2.01 182.54 1.31 239.84 50 1300 0.51 0.018 0.01 12.65 0.00 0.000 6.24 2.03 173.48 1.34 232.01 49 1276 0.51 0.019 0.01 12.65 0.01 0.000 6.31 2.06 164.66 1.36 224.27 48 1247 0.51 0.020 0.01 12.65 0.01 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 5 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 6.39 2.08 154.42 1.39 215.04 46 1207 0.51 0.021 0.01 12.65 0.01 0.000 6.46 2.10 146.18 1.42 207.11 45 1168 0.51 0.023 0.01 12.65 0.01 0.000 6.51 2.11 139.58 1.43 199.09 43 1124 0.51 0.025 0.01 12.65 0.01 0.000 6.60 2.11 135.21 1.43 193.07 42 1090 0.51 0.026 0.01 12.65 0.01 0.000 6.64 2.10 131.33 1.43 187.22 41 1057 0.51 0.028 0.01 12.65 0.01 0.000 6.72 2.11 128.27 1.43 183.50 40 1037 0.51 0.030 0.01 12.65 0.01 0.000 6.76 2.11 124.00 1.44 178.29 39 1008 0.51 0.032 0.01 12.65 0.01 0.000 6.87 2.12 120.64 1.44 174.10 38 985 0.51 0.034 0.02 12.65 0.01 0.000 6.91 2.12 116.81 1.45 169.51 37 960 0.51 0.036 0.02 12.65 0.01 0.000 6.97 2.12 114.24 1.45 165.80 36 939 0.51 0.039 0.02 12.65 0.02 0.000 7.03 2.12 111.47 1.45 161.74 35 916 0.51 0.041 0.02 12.65 0.02 0.000 7.12 2.12 109.38 1.45 158.36 35 896 0.51 0.044 0.02 12.65 0.02 0.000 7.15 2.12 107.34 1.45 155.86 34 882 0.51 0.046 0.02 12.65 0.02 0.000 7.22 2.12 105.69 1.46 153.92 34 872 0.51 0.049 0.03 12.65 0.02 0.000 7.32 2.12 104.81 1.45 152.31 33 862 0.51 0.051 0.03 12.65 0.02 0.000 7.38 2.12 105.04 1.44 151.53 33 857 0.51 0.052 0.03 12.65 0.02 0.000 7.42 2.11 105.77 1.43 151.29 33 855 0.51 0.053 0.03 12.65 0.02 0.000 7.53 2.11 105.86 1.43 151.00 33 853 0.51 0.055 0.03 12.65 0.02 0.000 7.57 2.10 105.95 1.42 150.77 33 851 0.51 0.056 0.03 12.65 0.02 0.000 7.63 2.11 105.17 1.43 150.03 33 847 0.51 0.057 0.03 12.65 0.03 0.000 7.69 2.06 105.59 1.37 144.43 31 805 0.51 0.066 0.04 12.65 0.03 0.000 7.78 2.01 104.24 1.32 137.21 29 757 0.51 0.081 0.05 12.65 0.04 0.000 7.82 1.96 102.83 1.28 131.21 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.88 1.98 100.79 1.29 130.09 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.97 2.04 96.42 1.34 129.21 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.04 2.10 90.95 1.42 129.51 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.08 2.19 82.44 1.59 131.03 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.14 2.27 74.15 1.83 135.77 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.23 2.36 66.44 2.15 143.15 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.27 2.44 58.87 2.60 152.82 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.38 2.52 51.98 3.12 162.30 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.41 2.60 45.92 3.72 170.72 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.49 2.61 44.32 3.86 171.15 0 0 0.51 0.000 0.00 0.00 0.00 0.000 8.53 2.60 44.90 3.73 167.60 45 675 0.51 0.140 0.05 12.65 0.04 0.000 8.64 2.57 46.54 3.50 162.91 43 675 0.51 0.143 0.06 12.65 0.04 0.001 8.69 2.55 47.89 3.32 159.04 42 675 0.51 0.145 0.06 12.65 0.05 0.000 8.73 2.54 48.02 3.28 157.29 41 672 0.51 0.149 0.06 12.65 0.05 0.000 8.81 2.55 46.80 3.38 157.99 42 666 0.51 0.158 0.07 12.65 0.05 0.000 8.89 2.58 45.05 3.56 160.19 43 659 0.51 0.166 0.07 12.65 0.05 0.000 8.93 2.62 42.04 3.91 164.31 0 0 0.51 0.000 0.00 0.00 0.00 0.000 8.99 2.66 38.93 4.30 167.23 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.08 2.70 36.06 4.66 167.96 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.14 2.71 34.50 4.79 165.08 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.20 2.72 33.33 4.90 163.24 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.30 2.73 32.45 5.02 162.75 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.35 2.73 32.30 5.06 163.32 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.40 2.71 33.89 4.79 162.31 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.49 2.68 36.06 4.46 160.66 0 0 0.51 0.000 0.00 0.00 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 6 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 9.55 2.65 38.04 4.19 159.51 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.60 2.63 39.11 4.03 157.57 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.65 2.60 41.15 3.77 155.34 0 0 0.51 0.000 0.00 0.00 0.00 0.000 9.76 2.58 43.20 3.55 153.14 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.80 2.55 45.39 3.35 152.09 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.86 2.54 46.31 3.30 152.97 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.96 2.54 46.63 3.29 153.55 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.00 2.54 47.18 3.25 153.13 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.06 2.52 48.02 3.12 149.94 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.11 2.50 49.73 2.96 147.45 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.22 2.48 51.04 2.84 144.75 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.26 2.46 52.29 2.72 142.33 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.31 2.44 53.48 2.57 137.58 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.37 2.39 55.87 2.34 130.80 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.46 2.35 58.39 2.13 124.35 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.51 2.30 61.94 1.91 118.43 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.57 2.25 65.82 1.75 115.47 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.67 2.22 69.14 1.66 114.62 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.72 2.21 71.00 1.63 115.50 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.77 2.21 71.22 1.65 117.32 27 791 0.51 0.128 0.09 12.65 0.07 0.000 10.85 2.21 70.47 1.63 114.74 26 780 0.51 0.136 0.10 12.65 0.08 0.001 10.93 2.18 70.25 1.56 109.70 25 758 0.51 0.152 0.12 12.65 0.09 0.001 10.98 2.13 72.10 1.46 105.24 23 737 0.51 0.170 0.14 12.65 0.11 0.001 11.03 2.04 81.36 1.35 109.68 23 763 0.51 0.152 0.13 12.65 0.10 0.001 11.13 1.98 91.82 1.29 118.60 24 808 0.51 0.127 0.10 12.65 0.07 0.001 11.18 1.93 102.13 1.26 128.21 26 851 0.51 0.109 0.08 12.65 0.06 0.000 11.23 1.92 105.80 1.25 132.25 27 876 0.51 0.100 0.07 12.65 0.05 0.000 11.32 1.91 109.52 1.24 136.05 27 900 0.51 0.094 0.06 12.65 0.05 0.001 11.38 1.90 111.18 1.24 137.88 28 913 0.51 0.091 0.06 12.65 0.05 0.000 11.42 1.90 111.90 1.24 138.64 28 919 0.51 0.090 0.06 12.65 0.05 0.000 11.48 1.93 107.06 1.26 134.71 27 912 0.51 0.093 0.06 12.65 0.05 0.000 11.58 1.97 101.76 1.28 130.33 27 903 0.51 0.097 0.07 12.65 0.05 0.001 11.63 1.99 98.38 1.30 127.71 26 899 0.51 0.099 0.07 12.65 0.05 0.000 11.69 2.00 97.92 1.30 127.74 27 905 0.51 0.098 0.07 12.65 0.05 0.000 11.77 2.00 98.29 1.31 128.43 27 916 0.51 0.096 0.07 12.65 0.05 0.001 11.81 1.99 99.96 1.30 130.22 27 928 0.51 0.093 0.06 12.65 0.05 0.000 11.89 1.97 103.52 1.29 133.15 27 942 0.51 0.090 0.06 12.65 0.05 0.000 11.96 1.95 107.27 1.27 136.13 28 954 0.51 0.088 0.06 12.65 0.04 0.000 12.04 1.93 109.15 1.26 137.43 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.08 1.94 107.85 1.26 136.00 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.15 1.95 103.33 1.27 131.45 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.24 1.98 97.08 1.29 125.31 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.28 2.01 90.92 1.31 119.35 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.34 2.05 83.27 1.36 113.00 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.43 2.10 76.02 1.43 108.37 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.48 2.17 68.08 1.55 105.18 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.55 2.24 61.72 1.72 105.89 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.64 2.31 55.52 1.96 108.99 0 0 0.51 0.000 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 7 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 12.69 2.39 49.87 2.32 115.68 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.75 2.48 43.96 2.82 123.78 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.83 2.59 36.80 3.69 135.71 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.90 2.70 31.32 4.67 146.30 0 0 0.51 0.000 0.00 0.00 0.00 0.000 12.96 2.75 28.99 5.21 151.05 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.01 2.74 29.01 5.14 149.07 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.11 2.73 29.25 4.98 145.68 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.16 2.72 29.26 4.89 143.21 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.21 2.73 28.71 5.01 143.70 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.26 2.73 28.76 5.02 144.36 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.36 2.73 28.73 5.04 144.85 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.39 2.72 29.37 4.92 144.41 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.46 2.72 29.43 4.90 144.12 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.52 2.72 29.35 4.91 144.06 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.62 2.72 29.10 4.95 143.96 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.66 2.73 28.53 5.07 144.57 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.73 2.75 27.42 5.27 144.57 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.82 2.75 25.80 5.29 136.48 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.86 2.74 23.96 5.11 122.43 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.92 2.76 21.45 5.36 114.85 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.02 2.82 19.20 6.10 117.15 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.06 2.90 17.65 7.17 126.50 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.12 2.92 17.25 7.48 129.03 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.18 2.93 17.06 7.69 131.12 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.25 2.95 16.96 7.93 134.53 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.34 2.95 17.20 8.00 137.72 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.40 2.94 17.89 7.88 140.93 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.45 2.93 18.69 7.62 142.52 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.50 2.90 20.24 7.19 145.59 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.60 2.83 23.33 6.23 145.48 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.66 2.75 27.21 5.31 144.50 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.75 2.70 30.12 4.70 141.47 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.81 2.68 31.02 4.53 140.52 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.85 2.65 32.34 4.22 136.37 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.91 2.54 37.71 3.30 124.51 0 0 0.51 0.000 0.00 12.65 0.00 0.000 15.02 2.41 46.08 2.42 111.47 0 0 0.51 0.000 0.00 12.65 0.00 0.000 15.06 2.26 58.01 1.78 102.99 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.11 2.14 68.94 1.48 102.22 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.18 2.03 79.10 1.34 105.89 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.27 1.96 85.98 1.28 110.00 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.31 1.92 91.30 1.25 113.87 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.36 1.87 98.18 1.22 119.49 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.47 1.84 104.15 1.19 123.88 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.50 1.81 109.99 1.16 127.81 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.58 1.80 112.04 1.15 129.38 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.62 1.80 112.92 1.16 130.46 25 987 0.50 0.127 0.10 12.65 0.07 0.000 15.69 1.82 110.87 1.17 129.66 25 987 0.50 0.128 0.10 12.65 0.07 0.001 15.77 1.82 110.06 1.17 129.22 25 988 0.50 0.129 0.10 12.65 0.07 0.001 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 8 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,60 Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 15.82 1.83 108.38 1.18 128.23 25 986 0.50 0.130 0.10 12.65 0.07 0.000 15.89 1.82 109.76 1.18 129.18 25 993 0.50 0.128 0.10 12.65 0.07 0.001 15.96 1.82 110.38 1.18 129.89 25 1001 0.50 0.126 0.10 12.65 0.06 0.001 16.03 1.81 114.62 1.16 132.85 26 1020 0.50 0.120 0.09 12.65 0.06 0.000 16.08 1.79 119.37 1.14 136.16 26 1044 0.50 0.113 0.08 12.65 0.06 0.000 16.18 1.77 125.24 1.11 139.46 27 1071 0.50 0.107 0.08 12.65 0.05 0.001 16.23 1.75 130.63 1.09 142.20 27 1097 0.50 0.100 0.07 12.65 0.05 0.000 16.28 1.74 136.04 1.07 145.81 28 1130 0.50 0.093 0.06 12.65 0.04 0.000 16.36 1.74 139.37 1.07 149.66 28 1163 0.50 0.087 0.06 12.65 0.04 0.000 16.44 1.75 141.10 1.09 153.49 29 1192 0.50 0.083 0.05 12.65 0.04 0.000 16.48 1.77 140.81 1.11 156.26 30 1213 0.50 0.079 0.05 12.65 0.03 0.000 16.55 1.78 141.11 1.12 158.62 30 1234 0.50 0.077 0.05 12.65 0.03 0.000 16.63 1.78 143.72 1.12 161.34 31 1259 0.50 0.074 0.04 12.65 0.03 0.000 16.69 1.76 147.60 1.11 163.24 31 1277 0.50 0.072 0.04 12.65 0.03 0.000 16.74 1.75 152.42 1.08 164.64 31 1294 0.50 0.070 0.04 12.65 0.03 0.000 16.82 1.72 157.09 1.02 160.60 30 1287 0.50 0.071 0.04 12.65 0.03 0.000 16.89 1.67 162.02 1.00 162.02 30 1258 0.50 0.076 0.05 12.65 0.03 0.000 16.94 1.62 169.72 1.00 169.72 31 1239 0.50 0.079 0.05 12.65 0.03 0.000 17.05 1.60 176.19 1.00 176.19 32 1252 0.50 0.078 0.04 12.65 0.03 0.000 17.09 1.59 183.72 1.00 183.72 33 1295 0.50 0.072 0.04 12.65 0.03 0.000 17.15 1.60 185.67 1.00 185.67 33 1325 0.50 0.069 0.04 12.65 0.02 0.000 17.20 1.62 186.69 1.00 186.69 34 1367 0.50 0.064 0.03 12.65 0.02 0.000 17.29 1.64 189.57 1.00 189.57 35 1424 0.50 0.060 0.03 12.65 0.02 0.000 17.36 1.65 194.15 1.00 194.15 36 1484 0.50 0.055 0.03 12.65 0.02 0.000 17.40 1.65 199.15 1.00 199.15 37 1537 0.50 0.052 0.02 12.65 0.02 0.000 17.47 1.67 199.82 1.00 199.82 37 1583 0.50 0.049 0.02 12.65 0.02 0.000 17.55 1.69 199.30 1.00 199.30 37 1623 0.50 0.047 0.02 12.65 0.01 0.000 17.61 1.71 198.11 1.01 199.82 37 1651 0.50 0.046 0.02 12.65 0.01 0.000 17.66 1.72 196.46 1.04 203.40 38 1667 0.50 0.045 0.02 12.65 0.01 0.000 17.72 1.74 194.96 1.06 206.49 39 1683 0.50 0.045 0.02 12.65 0.01 0.000 17.80 1.75 193.26 1.08 208.62 40 1698 0.50 0.044 0.02 12.65 0.01 0.000 17.87 1.76 192.00 1.09 209.89 40 1709 0.50 0.044 0.02 12.65 0.01 0.000 17.92 1.77 190.61 1.11 211.59 40 1724 0.50 0.043 0.02 12.65 0.01 0.000 18.00 1.78 188.25 1.13 212.95 41 1741 0.50 0.043 0.02 12.65 0.01 0.000 18.07 1.80 185.49 1.15 213.90 0 0 0.50 0.000 0.00 12.65 0.00 0.000 18.12 1.82 181.86 1.17 213.34 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.18 1.84 176.87 1.19 211.01 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.27 1.87 168.89 1.22 205.46 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.32 1.90 159.09 1.24 197.26 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.42 1.94 147.54 1.27 186.74 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.48 1.98 137.83 1.29 177.59 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.53 2.00 129.17 1.31 169.27 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.60 2.02 122.29 1.33 162.35 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.67 2.04 116.15 1.34 156.21 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.72 2.06 110.72 1.37 151.24 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.78 2.09 104.41 1.40 146.10 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.86 2.13 96.02 1.46 140.03 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.93 2.16 88.43 1.53 134.93 0 0 0.51 0.000 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 9 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 18.98 2.20 81.54 1.61 130.89 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.04 2.22 75.96 1.67 126.71 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.13 2.25 70.50 1.74 122.85 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.19 2.26 67.06 1.78 119.40 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.24 2.27 64.75 1.82 118.15 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.34 2.28 63.25 1.86 117.59 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.39 2.29 62.21 1.89 117.79 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.44 2.30 61.84 1.91 118.10 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.49 2.30 61.56 1.94 119.14 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.60 2.32 61.06 1.98 121.12 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.65 2.33 60.40 2.06 124.19 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.70 2.38 57.14 2.26 129.12 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.79 2.42 53.39 2.50 133.69 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.83 2.47 49.54 2.77 137.19 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.90 2.45 47.92 2.63 126.04 32 1126 0.51 0.135 0.08 12.65 0.05 0.000 19.95 2.45 44.97 2.67 120.28 30 1069 0.51 0.158 0.10 12.65 0.06 0.000 20.05 2.45 42.87 2.65 113.75 29 1019 0.51 0.187 0.12 12.65 0.07 0.001 20.09 2.42 46.17 2.47 114.03 28 1054 0.51 0.168 0.11 12.65 0.07 0.000 20.16 2.27 58.73 1.82 106.61 25 1104 0.51 0.146 0.11 12.65 0.07 0.001 20.26 2.21 64.53 1.63 105.33 24 1122 0.51 0.141 0.11 12.65 0.07 0.001 20.28 2.08 80.37 1.39 112.03 24 1185 0.51 0.121 0.10 12.65 0.06 0.000 20.39 2.02 89.45 1.33 118.89 25 1226 0.51 0.111 0.09 12.65 0.05 0.001 20.43 1.93 105.80 1.26 133.30 27 1289 0.51 0.098 0.07 12.65 0.04 0.000 20.49 1.92 107.74 1.25 134.81 27 1292 0.51 0.098 0.07 12.65 0.04 0.000 20.59 1.91 108.98 1.24 135.63 27 1293 0.52 0.098 0.07 12.65 0.04 0.001 20.64 1.90 110.45 1.24 136.57 27 1292 0.52 0.099 0.07 12.65 0.04 0.000 20.69 1.89 111.27 1.23 137.22 27 1295 0.52 0.099 0.07 12.65 0.04 0.000 20.74 1.90 109.61 1.24 135.65 27 1289 0.52 0.100 0.07 12.65 0.04 0.000 20.84 1.91 106.13 1.25 132.27 27 1274 0.52 0.104 0.07 12.65 0.04 0.001 20.88 1.93 101.66 1.26 127.59 26 1243 0.52 0.111 0.08 12.65 0.05 0.000 20.95 1.93 98.62 1.26 123.78 25 1209 0.52 0.121 0.09 12.65 0.06 0.000 21.02 1.92 96.56 1.25 120.90 24 1179 0.52 0.131 0.10 12.65 0.06 0.001 21.10 1.92 95.72 1.25 119.54 24 1163 0.52 0.136 0.11 12.65 0.06 0.001 21.15 1.91 96.34 1.25 119.98 24 1164 0.52 0.137 0.11 12.65 0.06 0.000 21.20 1.88 101.36 1.23 124.18 25 1178 0.52 0.133 0.10 12.65 0.06 0.000 21.29 1.84 109.43 1.19 130.46 26 1204 0.52 0.126 0.09 12.65 0.06 0.001 21.36 1.80 118.68 1.15 136.33 26 1234 0.52 0.118 0.09 12.65 0.05 0.000 21.40 1.76 127.45 1.10 140.83 27 1268 0.52 0.110 0.08 12.65 0.05 0.000 21.48 1.73 136.25 1.05 143.36 27 1302 0.52 0.104 0.07 12.65 0.04 0.000 21.55 1.70 144.75 1.00 144.75 27 1333 0.52 0.098 0.07 12.65 0.04 0.000 21.59 1.68 151.69 1.00 151.69 28 1357 0.52 0.094 0.06 12.65 0.04 0.000 21.66 1.67 156.44 1.00 156.44 29 1381 0.52 0.091 0.06 12.65 0.03 0.000 21.72 1.66 160.26 1.00 160.26 30 1404 0.52 0.088 0.05 12.65 0.03 0.000 21.81 1.66 161.96 1.00 161.96 30 1423 0.52 0.085 0.05 12.65 0.03 0.000 21.87 1.67 162.81 1.00 162.81 30 1441 0.52 0.083 0.05 12.65 0.03 0.000 21.95 1.68 163.10 1.00 163.10 30 1462 0.52 0.081 0.05 12.65 0.03 0.000 22.01 1.68 163.50 1.00 163.50 30 1485 0.52 0.079 0.05 12.65 0.03 0.000 22.07 1.69 163.61 1.00 163.61 30 1505 0.52 0.077 0.05 12.65 0.03 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 10 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 22.11 1.71 162.77 1.00 163.00 30 1529 0.52 0.074 0.04 12.65 0.03 0.000 22.20 1.73 160.98 1.04 167.99 32 1558 0.52 0.072 0.04 12.65 0.02 0.000 22.27 1.75 158.80 1.08 172.17 33 1587 0.52 0.069 0.04 12.65 0.02 0.000 22.32 1.77 156.36 1.12 174.55 33 1611 0.52 0.067 0.04 12.65 0.02 0.000 22.38 1.79 153.21 1.14 175.35 34 1628 0.52 0.066 0.04 12.65 0.02 0.000 22.47 1.81 149.69 1.17 174.75 34 1641 0.52 0.066 0.03 12.65 0.02 0.000 22.52 1.83 144.92 1.19 171.87 34 1633 0.52 0.066 0.04 12.65 0.02 0.000 22.62 1.85 139.05 1.20 166.91 33 1607 0.52 0.069 0.04 12.65 0.02 0.000 22.68 1.86 132.86 1.21 161.01 32 1570 0.52 0.073 0.04 12.65 0.02 0.000 22.72 1.87 128.05 1.22 155.99 31 1533 0.52 0.077 0.05 12.65 0.03 0.000 22.78 1.88 122.94 1.23 150.74 30 1497 0.52 0.081 0.05 12.65 0.03 0.000 22.88 1.89 118.76 1.23 146.39 29 1468 0.52 0.086 0.05 12.65 0.03 0.000 22.92 1.89 117.14 1.23 144.27 29 1447 0.52 0.089 0.06 12.65 0.03 0.000 22.98 1.86 120.54 1.21 145.44 29 1422 0.52 0.093 0.06 12.65 0.03 0.000 Total estimated settlement: 0.04 Abbreviations Qt.: Equivalent clean sand normalized cone resistance Kc: Fines correction factor Qtn,cs: Post -liquefaction volumentric strain Gmax: Small strain shear modulus CSR: Soil cyclic stress ratio y: Cyclic shear strain e,.1(15): Volumetric strain after 15 cycles N,: Equivalent number of cycles ev: Volumetric strain Settle.: Calculated settlement Post -earthquake settlement due to soil liquefaction Depth QW',� FS ev (%) DF Settlement Depth Qtn,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 23.05 148.38 0.73 0.86 0.61 0.01 23.13 150.77 0.76 0.68 0.61 0.01 23.18 154.84 0.81 0.65 0.61 0.00 23.24 156.95 0.84 0.64 0.61 0.00 23.33 157.58 0.84 0.63 0.60 0.01 23.38 156.17 0.82 0.64 0.60 0.00 23.44 153.80 0.79 0.65 0.60 0.00 23.49 151.89 0.77 0.66 0.60 0.00 23.58 150.74 0.75 0.67 0.60 0.01 23.65 149.90 0.74 0.83 0.60 0.01 23.69 151.97 0.76 0.66 0.60 0.00 23.80 154.83 0.80 0.64 0.60 0.01 23.84 156.71 0.82 0.63 0.60 0.00 23.90 156.19 0.81 0.63 0.60 0.00 23.95 157.29 0.83 0.62 0.59 0.00 24.05 158.82 0.84 0.61 0.59 0.01 24.10 159.32 0.85 0.47 0.59 0.00 24.16 159.18 0.85 0.61 0.59 0.00 24.24 158.82 0.84 0.61 0.59 0.01 24.31 158.18 0.83 0.61 0.59 0.01 24.36 157.27 0.82 0.62 0.59 0.00 24.43 155.97 0.80 0.62 0.59 0.01 24.51 154.22 0.78 0.63 0.58 0.01 24.55 152.37 0.76 0.64 0.58 0.00 24.61 150.60 0.73 0.80 0.58 0.01 24.72 148.56 0.71 0.81 0.58 0.01 24.77 147.10 0.69 0.82 0.58 0.00 24.81 144.79 0.67 0.84 0.58 0.00 24.92 142.24 0.64 1.01 0.58 0.01 24.96 138.90 0.60 1.03 0.58 0.00 25.02 136.10 0.57 1.05 0.58 0.01 25.07 132.42 0.54 1.07 0.58 0.01 25.16 128.93 0.51 1.09 0.57 0.01 25.22 126.37 0.49 1.10 0.57 0.01 25.32 126.47 0.49 1.10 0.57 0.01 25.37 128.78 0.51 1.08 0.57 0.01 25.43 133.25 0.54 1.05 0.57 0.01 25.48 139.64 0.60 1.01 0.57 0.01 25.56 147.33 0.68 0.80 0.57 0.01 25.63 153.59 0.75 0.61 0.57 0.01 25.68 157.82 0.80 0.59 0.56 0.00 25.73 160.00 0.83 0.58 0.56 0.00 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 11 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth QW,�s FS ev (%) DF Settlement Depth Qtn,cs FS e, (%) DF Settlement (ft) (in) (ft) (in) 25.82 161.16 0.84 0.57 0.56 0.01 25.86 161.39 0.85 0.57 0.56 0.00 25.93 161.02 0.84 0.57 0.56 0.00 25.99 157.39 0.79 0.59 0.56 0.00 26.09 153.81 0.75 0.74 0.56 0.01 26.14 150.10 0.71 0.77 0.56 0.00 26.19 151.60 0.72 0.76 0.56 0.00 26.28 150.12 0.70 0.77 0.55 0.01 26.34 135.00 0.55 1.01 0.55 0.01 26.39 128.69 0.50 1.05 0.55 0.01 26.48 123.13 0.45 1.09 0.55 0.01 26.54 127.92 0.49 1.05 0.55 0.01 26.60 126.28 0.47 1.06 0.55 0.01 26.65 125.69 0.47 1.06 0.55 0.01 26.74 125.71 0.47 1.06 0.55 0.01 26.79 125.33 0.47 1.06 0.55 0.01 26.85 123.90 0.45 1.07 0.55 0.01 26.92 121.29 0.43 1.08 0.54 0.01 27.00 118.35 0.41 1.10 0.54 0.01 27.05 114.71 0.39 1.13 0.54 0.01 27.15 112.11 0.37 1.15 0.54 0.01 27.18 110.10 0.36 1.16 0.54 0.00 27.25 109.16 2.00 0.00 0.54 0.00 27.30 107.75 2.00 0.00 0.54 0.00 27.41 106.35 2.00 0.00 0.54 0.00 27.45 104.69 2.00 0.00 0.53 0.00 27.51 102.37 2.00 0.00 0.53 0.00 27.60 100.16 2.00 0.00 0.53 0.00 27.65 97.61 2.00 0.00 0.53 0.00 27.72 94.78 2.00 0.00 0.53 0.00 27.76 92.65 2.00 0.00 0.53 0.00 27.86 91.56 2.00 0.00 0.53 0.00 27.92 92.58 2.00 0.00 0.53 0.00 27.97 96.64 2.00 0.00 0.53 0.00 28.06 103.52 2.00 0.00 0.52 0.00 28.12 112.92 2.00 0.00 0.52 0.00 28.19 121.10 2.00 0.00 0.52 0.00 28.22 127.18 2.00 0.00 0.52 0.00 28.29 127.68 2.00 0.00 0.52 0.00 28.37 124.56 2.00 0.00 0.52 0.00 28.42 118.02 2.00 0.00 0.52 0.00 28.50 112.53 2.00 0.00 0.52 0.00 28.57 107.28 2.00 0.00 0.52 0.00 28.63 102.50 2.00 0.00 0.51 0.00 28.68 97.37 2.00 0.00 0.51 0.00 28.78 91.96 2.00 0.00 0.51 0.00 28.83 92.78 2.00 0.00 0.51 0.00 28.88 97.75 2.00 0.00 0.51 0.00 28.97 103.30 2.00 0.00 0.51 0.00 29.04 106.99 2.00 0.00 0.51 0.00 29.08 111.31 2.00 0.00 0.51 0.00 29.18 116.61 2.00 0.00 0.51 0.00 29.24 120.74 2.00 0.00 0.50 0.00 29.29 120.01 2.00 0.00 0.50 0.00 29.34 117.34 2.00 0.00 0.50 0.00 29.41 114.20 2.00 0.00 0.50 0.00 29.48 110.90 2.00 0.00 0.50 0.00 29.54 101.63 2.00 0.00 0.50 0.00 29.64 93.35 2.00 0.00 0.50 0.00 29.69 87.63 2.00 0.00 0.50 0.00 29.73 88.21 2.00 0.00 0.50 0.00 29.79 90.40 2.00 0.00 0.50 0.00 29.89 93.21 2.00 0.00 0.49 0.00 29.93 96.32 2.00 0.00 0.49 0.00 29.99 100.99 2.00 0.00 0.49 0.00 30.08 108.44 2.00 0.00 0.49 0.00 30.15 115.86 2.00 0.00 0.49 0.00 30.20 121.55 2.00 0.00 0.49 0.00 30.29 123.43 2.00 0.00 0.49 0.00 30.35 124.16 2.00 0.00 0.49 0.00 30.40 124.34 2.00 0.00 0.48 0.00 30.45 121.97 2.00 0.00 0.48 0.00 30.55 118.60 2.00 0.00 0.48 0.00 30.59 113.45 2.00 0.00 0.48 0.00 30.65 109.66 2.00 0.00 0.48 0.00 30.75 105.90 2.00 0.00 0.48 0.00 30.78 104.33 2.00 0.00 0.48 0.00 30.86 103.87 2.00 0.00 0.48 0.00 30.94 103.53 2.00 0.00 0.48 0.00 31.01 100.83 2.00 0.00 0.47 0.00 31.06 91.82 2.00 0.00 0.47 0.00 31.15 84.49 2.00 0.00 0.47 0.00 31.18 90.93 2.00 0.00 0.47 0.00 31.25 108.19 2.00 0.00 0.47 0.00 31.30 129.94 2.00 0.00 0.47 0.00 31.41 137.27 0.53 0.84 0.47 0.01 31.45 145.43 0.61 0.80 0.47 0.00 31.51 152.99 0.68 0.63 0.47 0.00 31.57 160.06 0.76 0.48 0.46 0.00 31.67 164.57 0.82 0.45 0.46 0.01 31.71 168.06 0.86 0.34 0.46 0.00 31.77 169.89 0.88 0.33 0.46 0.00 31.86 170.42 0.89 0.33 0.46 0.00 31.93 170.67 0.89 0.33 0.46 0.00 31.97 173.08 0.93 0.32 0.46 0.00 32.03 173.94 0.94 0.32 0.46 0.00 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 12 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth QW,�s FS ev (%) DF Settlement Depth Qtn,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 32.12 171.69 0.91 0.32 0.46 0.00 32.18 167.56 0.85 0.33 0.45 0.00 32.23 161.29 0.77 0.46 0.45 0.00 32.33 154.52 2.00 0.00 0.45 0.00 32.38 145.97 2.00 0.00 0.45 0.00 32.42 133.98 2.00 0.00 0.45 0.00 32.49 119.53 2.00 0.00 0.45 0.00 32.57 113.17 2.00 0.00 0.45 0.00 32.63 118.96 2.00 0.00 0.45 0.00 32.73 125.84 2.00 0.00 0.45 0.00 32.78 129.72 2.00 0.00 0.44 0.00 32.82 131.44 2.00 0.00 0.44 0.00 32.88 134.97 2.00 0.00 0.44 0.00 32.94 138.55 2.00 0.00 0.44 0.00 33.02 138.55 2.00 0.00 0.44 0.00 33.09 130.20 2.00 0.00 0.44 0.00 33.16 119.88 2.00 0.00 0.44 0.00 33.24 111.99 2.00 0.00 0.44 0.00 33.28 110.37 2.00 0.00 0.44 0.00 33.35 109.96 2.00 0.00 0.43 0.00 33.43 110.13 2.00 0.00 0.43 0.00 33.50 110.29 2.00 0.00 0.43 0.00 33.54 109.45 2.00 0.00 0.43 0.00 33.60 106.26 2.00 0.00 0.43 0.00 33.69 102.12 2.00 0.00 0.43 0.00 33.73 96.85 2.00 0.00 0.43 0.00 33.80 93.09 2.00 0.00 0.43 0.00 33.86 90.06 2.00 0.00 0.43 0.00 33.95 88.18 2.00 0.00 0.42 0.00 34.01 87.14 2.00 0.00 0.42 0.00 34.06 86.32 2.00 0.00 0.42 0.00 34.16 86.61 2.00 0.00 0.42 0.00 34.21 87.62 2.00 0.00 0.42 0.00 34.31 89.79 2.00 0.00 0.42 0.00 34.36 92.07 2.00 0.00 0.42 0.00 34.41 93.87 2.00 0.00 0.42 0.00 34.47 95.71 2.00 0.00 0.42 0.00 34.55 97.77 2.00 0.00 0.41 0.00 34.61 99.71 2.00 0.00 0.41 0.00 34.66 100.58 2.00 0.00 0.41 0.00 34.73 100.13 2.00 0.00 0.41 0.00 34.81 99.39 2.00 0.00 0.41 0.00 34.87 98.36 2.00 0.00 0.41 0.00 34.92 98.22 2.00 0.00 0.41 0.00 35.00 99.10 2.00 0.00 0.41 0.00 35.07 100.43 2.00 0.00 0.41 0.00 35.12 99.01 2.00 0.00 0.40 0.00 35.18 98.72 2.00 0.00 0.40 0.00 35.28 98.85 2.00 0.00 0.40 0.00 35.32 100.81 0.28 0.93 0.40 0.00 35.38 101.59 0.28 0.92 0.40 0.01 35.47 100.93 0.28 0.92 0.40 0.01 35.53 100.51 0.28 0.93 0.40 0.01 35.58 99.26 0.27 0.93 0.40 0.01 35.63 98.66 0.27 0.94 0.40 0.01 35.70 97.64 0.27 0.94 0.39 0.01 35.79 97.14 0.26 0.94 0.39 0.01 35.84 97.51 0.27 0.94 0.39 0.01 35.94 98.44 0.27 0.93 0.39 0.01 35.99 99.88 0.28 0.91 0.39 0.01 36.04 101.80 0.28 0.90 0.39 0.00 36.10 104.10 0.29 0.88 0.39 0.01 36.19 106.53 0.31 0.86 0.39 0.01 36.22 108.99 0.32 0.84 0.39 0.00 36.30 110.91 0.33 0.83 0.38 0.01 36.39 112.58 0.34 0.81 0.38 0.01 36.44 113.30 0.34 0.81 0.38 0.01 36.50 113.01 0.34 0.81 0.38 0.01 36.55 111.82 0.33 0.81 0.38 0.01 36.65 110.19 0.32 0.82 0.38 0.01 36.70 108.95 0.32 0.82 0.38 0.00 36.75 108.20 0.31 0.83 0.38 0.01 36.85 107.87 0.31 0.82 0.38 0.01 36.90 107.83 0.31 0.82 0.37 0.00 36.95 108.43 0.31 0.82 0.37 0.01 37.05 109.31 0.32 0.81 0.37 0.01 37.11 110.46 0.33 0.80 0.37 0.01 37.16 111.71 0.33 0.79 0.37 0.00 37.22 113.79 0.34 0.78 0.37 0.01 37.31 116.07 0.36 0.76 0.37 0.01 37.35 118.78 0.37 0.74 0.37 0.00 37.41 120.83 0.39 0.73 0.37 0.01 37.51 122.42 0.40 0.72 0.36 0.01 37.57 122.96 0.40 0.72 0.36 0.00 37.62 122.59 0.40 0.72 0.36 0.00 37.67 122.15 0.39 0.72 0.36 0.00 37.76 121.71 0.39 0.72 0.36 0.01 37.82 121.80 0.39 0.71 0.36 0.01 37.87 123.08 0.40 0.71 0.36 0.00 37.97 124.78 0.41 0.69 0.36 0.01 38.01 126.85 0.43 0.68 0.36 0.00 38.07 126.94 0.43 0.68 0.35 0.01 38.17 125.79 0.42 0.68 0.35 0.01 38.23 123.74 0.40 0.69 0.35 0.00 38.27 122.15 0.39 0.70 0.35 0.00 38.33 120.32 0.38 0.70 0.35 0.01 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 13 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qm,cs FS e (%) DF Settlement Depth Qtn,cs FS e, (%) DF Settlement (ft) (in) (ft) (in) 38.43 118.36 0.37 0.71 0.35 0.01 38.48 112.79 0.34 0.74 0.35 0.00 38.53 111.07 0.33 0.74 0.35 0.01 38.63 109.96 0.32 0.75 0.35 0.01 38.66 113.09 0.34 0.73 0.34 0.00 38.73 112.92 0.34 0.73 0.34 0.01 38.78 111.60 0.33 0.73 0.34 0.00 38.88 110.02 0.32 0.74 0.34 0.01 38.93 109.07 0.32 0.74 0.34 0.00 38.98 108.40 0.31 0.74 0.34 0.00 39.07 108.62 0.31 0.74 0.34 0.01 39.14 108.87 0.31 0.73 0.34 0.01 39.18 110.25 0.32 0.72 0.34 0.00 39.29 110.90 0.32 0.72 0.33 0.01 39.34 111.04 0.33 0.71 0.33 0.00 39.39 110.14 0.32 0.72 0.33 0.00 39.44 108.77 0.31 0.72 0.33 0.00 39.54 107.68 0.31 0.73 0.33 0.01 39.59 107.41 0.31 0.72 0.33 0.00 39.64 108.66 0.31 0.72 0.33 0.00 39.74 110.24 0.32 0.70 0.33 0.01 39.80 113.35 0.34 0.69 0.33 0.00 39.85 117.66 0.36 0.66 0.32 0.00 39.93 123.23 0.40 0.64 0.32 0.01 40.00 127.51 0.43 0.62 0.32 0.01 40.04 130.49 0.45 0.60 0.32 0.00 40.10 132.30 0.46 0.59 0.32 0.00 40.18 133.41 0.47 0.59 0.32 0.01 40.26 133.48 0.47 0.59 0.32 0.01 40.29 132.94 0.47 0.59 0.32 0.00 40.36 132.00 0.46 0.59 0.32 0.00 40.43 130.52 0.45 0.59 0.31 0.01 40.51 128.82 0.44 0.59 0.31 0.01 40.56 126.44 0.42 0.60 0.31 0.00 40.66 124.37 0.41 0.61 0.31 0.01 40.70 122.28 0.39 0.61 0.31 0.00 40.77 121.05 0.38 0.62 0.31 0.01 40.82 119.24 0.37 0.62 0.31 0.00 40.92 117.37 0.36 0.63 0.31 0.01 40.97 114.73 0.34 0.64 0.31 0.00 41.03 112.07 0.33 0.65 0.30 0.00 41.12 109.11 0.31 0.66 0.30 0.01 41.17 106.89 0.30 0.67 0.30 0.00 41.22 105.70 0.30 0.67 0.30 0.00 41.29 105.71 0.30 0.67 0.30 0.01 41.37 106.11 0.30 0.66 0.30 0.01 41.42 105.21 0.29 0.67 0.30 0.00 41.48 103.53 0.29 0.67 0.30 0.00 41.56 103.00 0.28 0.67 0.30 0.01 41.62 104.78 0.29 0.66 0.29 0.00 41.67 107.21 0.30 0.65 0.29 0.00 41.74 108.67 0.31 0.64 0.29 0.01 41.82 109.14 0.31 0.63 0.29 0.01 41.87 109.67 0.32 0.63 0.29 0.00 41.97 110.02 0.32 0.62 0.29 0.01 42.02 110.47 0.32 0.62 0.29 0.00 42.07 111.13 0.32 0.61 0.29 0.00 42.17 112.49 0.33 0.61 0.29 0.01 42.23 114.23 0.34 0.60 0.28 0.00 42.27 116.07 0.35 0.59 0.28 0.00 42.33 117.61 0.36 0.58 0.28 0.00 42.43 118.63 0.37 0.57 0.28 0.01 42.48 118.90 0.37 0.57 0.28 0.00 42.53 117.60 0.36 0.57 0.28 0.00 42.63 115.96 0.35 0.57 0.28 0.01 42.67 114.32 0.34 0.58 0.28 0.00 42.74 113.58 0.34 0.58 0.28 0.01 42.78 112.64 0.33 0.58 0.27 0.00 42.88 111.91 0.33 0.58 0.27 0.01 42.93 111.21 0.33 0.58 0.27 0.00 42.99 111.04 0.32 0.58 0.27 0.00 43.09 110.48 0.32 0.58 0.27 0.01 43.14 109.62 0.32 0.58 0.27 0.00 43.18 107.39 0.31 0.59 0.27 0.00 43.30 104.92 0.29 0.60 0.27 0.01 43.32 101.76 0.28 0.61 0.27 0.00 43.39 99.27 0.27 0.62 0.26 0.01 43.45 96.73 0.26 0.63 0.26 0.00 43.55 95.58 0.25 0.64 0.26 0.01 43.59 95.43 0.25 0.63 0.26 0.00 43.65 96.34 0.26 0.63 0.26 0.00 43.70 98.27 0.26 0.61 0.26 0.00 43.80 100.16 0.27 0.60 0.26 0.01 43.84 102.42 0.28 0.59 0.26 0.00 43.91 103.84 0.29 0.58 0.26 0.01 44.00 105.06 0.29 0.57 0.25 0.01 44.06 105.49 0.30 0.57 0.25 0.00 44.10 105.19 0.29 0.57 0.25 0.00 44.16 103.68 0.29 0.57 0.25 0.00 44.26 101.56 0.28 0.58 0.25 0.01 44.30 98.97 0.27 0.59 0.25 0.00 44.36 96.27 0.26 0.60 0.25 0.00 44.44 93.72 0.25 0.61 0.25 0.01 44.52 92.04 0.24 0.61 0.25 0.01 44.56 89.87 0.23 0.62 0.24 0.00 44.64 90.05 0.23 0.62 0.24 0.01 0 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 14 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-1 Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement (ft) (in) 44.71 90.68 0.23 0.61 0.24 0.01 44.87 92.84 2.00 0.00 0.24 0.00 44.97 93.54 2.00 0.00 0.24 0.00 45.12 96.46 2.00 0.00 0.24 0.00 45.22 107.60 2.00 0.00 0.23 0.00 45.38 121.35 2.00 0.00 0.23 0.00 45.48 122.12 2.00 0.00 0.23 0.00 45.64 119.43 2.00 0.00 0.23 0.00 45.76 111.13 2.00 0.00 0.22 0.00 45.88 100.68 2.00 0.00 0.22 0.00 46.04 88.79 2.00 0.00 0.22 0.00 46.14 83.16 2.00 0.00 0.22 0.00 46.28 84.77 2.00 0.00 0.22 0.00 46.40 86.62 2.00 0.00 0.21 0.00 46.55 86.20 2.00 0.00 0.21 0.00 46.70 89.55 2.00 0.00 0.21 0.00 46.80 88.91 2.00 0.00 0.21 0.00 46.95 87.45 2.00 0.00 0.20 0.00 47.06 91.25 2.00 0.00 0.20 0.00 47.21 90.97 2.00 0.00 0.20 0.00 47.32 86.34 2.00 0.00 0.20 0.00 47.46 87.96 2.00 0.00 0.20 0.00 47.62 93.24 2.00 0.00 0.19 0.00 47.71 96.35 2.00 0.00 0.19 0.00 47.87 94.92 2.00 0.00 0.19 0.00 47.97 98.74 2.00 0.00 0.19 0.00 48.12 102.75 2.00 0.00 0.18 0.00 48.28 103.19 2.00 0.00 0.18 0.00 48.38 101.79 2.00 0.00 0.18 0.00 48.53 96.92 2.00 0.00 0.18 0.00 48.63 93.87 2.00 0.00 0.18 0.00 48.78 95.94 2.00 0.00 0.17 0.00 48.89 94.78 2.00 0.00 0.17 0.00 49.04 90.40 2.00 0.00 0.17 0.00 49.19 91.34 2.00 0.00 0.17 0.00 49.29 92.30 2.00 0.00 0.16 0.00 49.45 95.44 2.00 0.00 0.16 0.00 49.54 93.67 2.00 0.00 0.16 0.00 49.70 94.28 2.00 0.00 0.16 0.00 49.81 103.84 2.00 0.00 0.16 0.00 49.95 110.04 2.00 0.00 0.15 0.00 Abbreviations Qtn,cs: Equivalent clean sand normalized cone resistance FS: Factor of safety against liquefaction ev (%): Post -liquefaction volumentric strain DF: ev depth weighting factor Settlement: Calculated settlement Depth Qtn,cs FS ev (%) DF Settlement (ft) (in) 44.77 92.35 2.00 0.00 0.24 0.00 44.93 93.22 2.00 0.00 0.24 0.00 45.05 94.30 2.00 0.00 0.24 0.00 45.17 100.98 2.00 0.00 0.23 0.00 45.28 115.58 2.00 0.00 0.23 0.00 45.43 122.81 2.00 0.00 0.23 0.00 45.57 120.68 2.00 0.00 0.23 0.00 45.68 115.92 2.00 0.00 0.23 0.00 45.83 105.34 2.00 0.00 0.22 0.00 45.93 94.61 2.00 0.00 0.22 0.00 46.09 84.33 2.00 0.00 0.22 0.00 46.24 83.57 2.00 0.00 0.22 0.00 46.34 86.05 2.00 0.00 0.21 0.00 46.46 86.28 2.00 0.00 0.21 0.00 46.59 87.92 2.00 0.00 0.21 0.00 46.74 90.34 2.00 0.00 0.21 0.00 46.86 87.63 2.00 0.00 0.21 0.00 46.99 89.11 2.00 0.00 0.20 0.00 47.13 92.11 2.00 0.00 0.20 0.00 47.26 88.31 2.00 0.00 0.20 0.00 47.40 86.24 2.00 0.00 0.20 0.00 47.51 91.20 2.00 0.00 0.19 0.00 47.64 95.96 2.00 0.00 0.19 0.00 47.82 96.41 2.00 0.00 0.19 0.00 47.91 96.55 2.00 0.00 0.19 0.00 48.07 101.24 2.00 0.00 0.19 0.00 48.18 103.38 2.00 0.00 0.18 0.00 48.33 102.52 2.00 0.00 0.18 0.00 48.43 99.45 2.00 0.00 0.18 0.00 48.59 94.19 2.00 0.00 0.18 0.00 48.73 94.57 2.00 0.00 0.17 0.00 48.83 96.16 2.00 0.00 0.17 0.00 48.98 92.40 2.00 0.00 0.17 0.00 49.09 90.85 2.00 0.00 0.17 0.00 49.24 92.00 2.00 0.00 0.17 0.00 49.39 93.87 2.00 0.00 0.16 0.00 49.49 95.26 2.00 0.00 0.16 0.00 49.61 92.90 2.00 0.00 0.16 0.00 49.75 98.72 2.00 0.00 0.16 0.00 49.89 108.05 2.00 0.00 0.15 0.00 Total estimated settlement: 1.25 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 15 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq ,Inc. 1548 548 N. N. Maple Street Corona, CA 92878 G E O T E K 951-710-1160, www.geotekusa.com Project title : Capistrano Project - Tract 31910 Location: La Quinta, CA CPT file: CPT-2 Input parameters and analysis data Analysis method: NCEER (1998) G.W.T. (in -situ): 34.00 ft Use fill: No Clay like behavior Fines correction method: NCEER (1998) G.W.T. (earthq.): 23.00 ft Fill height: N/A applied: Sands only Points to test: Based on Ic value Average results interval: 3 Fill weight: N/A Limit depth applied: Yes Earthquake magnitude Mw: 7.22 Ic cut-off value: 2.60 Trans. detect. applied: Yes Limit depth: 60.00 ft Peak ground acceleration: 0.68 Unit weight calculation: Based on SBT K, applied: Yes MSF method: Method based Cone resistance Friction Ratio SBTn Plot CRR plot FS Plot 0 2 4 6 8 10 12 14 16 18 20 22 r 24 go- 26 0 28 30 32 34 36 38 40 42 44 46 48 50 0.8 0.7 0.6 U) 0.5 O m 0.4 V) V) v J--� Cn 0.3 u T U 0.2 0.1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 100 200 300 0 2 4 6 8 10 1 2 3 qt (tsf) Rf (%) Ic (Robertson 1990) Mw=71/2, sigma'=1 atm base curve Liquefaction -'wo Vw 1,0 ro ro N N C 1 O o t5 W C a U N N_ o Z 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 0 0.2 0.4 0.6 0 0.5 1 1.5 2 CRR & CSR Factor of safety 1 0.1 1 10 Normalized friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone Az: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening 0 20 40 60 80 100 120 140 160 180 200 Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, Qtn, Cs brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 16 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 1,000 (3) U 100 O �a a c W Q H a U 10 P O z 1-r 0.1 8 9 Ll `\ 3 2 I Liquefaction analysis summary plots 0.7 0.6 0.5 U_ .o 0.4 Ln Ln 0.3 T U 0.2 0.1 Liquefaction No Liquefaction 11.0 10.0 = 9.0 QJ 8.0 7.0 QJ 6.0 QJ 6 5.0 w 0 4.0 c Y 3.0 2.0 1.0 W.A.OGG. fa 1WC 9r a , Jr J i J Analysis PGA:0.68 1 10 0 20 40 60 80 100 120 140 160 180 200 0 1 2 3 4 5 6 7 8 9 10 Normalized friction ratio (%) Qtn,cs Thickness of surface layer, H1(m) Input parameters and analysis data Analysis method: NCEER (1998) Depth to water table (erthq.): 23.00 ft Fill weight: N/A Fines correction method: NCEER (1998) Average results interval: 3 Transition detect. applied: Yes Points to test: Based on Ic value Ic cut-off value: 2.60 KQ applied: Yes Earthquake magnitude M.: 7.22 Unit weight calculation: Based on SBT Clay like behavior applied: Sands only Peak ground acceleration: 0.68 Use fill: No Limit depth applied: Yes Depth to water table (insitu): 34.00 ft Fill height: N/A Limit depth: 60.00 ft CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 17 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward La Mont CPT name: CPT-2 0 2 4 6 8 10 12 14 16 18 20 22 24 s C, 26 28 30 32 34 36 38 40 42 44 46 48 50 Cone resistance 0 2 4 6 8 10 12 14 16 18 20 22 24 s C, 26- 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- Estimation of post -earthquake settlements SBTn Plot FS Plot Strain plot Vertical settlements 100 200 300 1 2 3 4 qt (tsf) Ic (Robertson 1990) s C Q QJ Abbreviations qt: Total cone resistance (cone resistance qc corrected for pore water effects) Ic: Soil Behaviour Type Index FS: Calculated Factor of Safety against liquefaction Volumentric strain: Post -liquefaction volumentric strain 0 0.5 1 1.5 2 Factor of safety s Q W 0 0 2 4 6 8 10 12 14 16 18 20 22 24 s C1. 26 28 30 32 34 36 38 40 42 44 46 48 50 r 0 1 2 3 4 5 6 0 0.5 1 1. Volumentric strain (%) Settlement (in) CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 18 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.dq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement of dry sands :: Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 0.09 2.11 35.29 1.00 35.29 8 287 0.52 0.001 0.00 12.65 0.00 0.000 0.15 1.90 56.92 1.00 56.92 11 353 0.52 0.001 0.00 12.65 0.00 0.000 0.22 1.79 79.66 1.00 79.66 15 428 0.52 0.001 0.00 12.65 0.00 0.000 0.29 1.74 101.73 1.06 107.71 20 513 0.52 0.002 0.00 12.65 0.00 0.000 0.35 1.71 120.55 1.00 120.55 23 586 0.52 0.002 0.00 12.65 0.00 0.000 0.39 1.60 172.93 1.00 172.93 31 732 0.52 0.001 0.00 12.65 0.00 0.000 0.50 1.54 222.29 1.00 222.29 39 871 0.52 0.002 0.00 12.65 0.00 0.000 0.55 1.52 263.91 1.00 263.91 46 1009 0.52 0.002 0.00 12.65 0.00 0.000 0.60 1.57 268.55 1.00 268.55 48 1098 0.52 0.002 0.00 12.65 0.00 0.000 0.67 1.64 273.29 1.00 273.29 50 1214 0.52 0.002 0.00 12.65 0.00 0.000 0.75 1.68 282.53 1.00 282.53 52 1330 0.52 0.002 0.00 12.65 0.00 0.000 0.81 1.70 297.53 1.00 297.53 56 1441 0.52 0.002 0.00 12.65 0.00 0.000 0.86 1.71 312.62 1.01 314.68 59 1525 0.52 0.002 0.00 12.65 0.00 0.000 0.93 1.72 324.71 1.02 332.65 62 1601 0.52 0.002 0.00 12.65 0.00 0.000 1.01 1.73 330.81 1.05 346.58 65 1655 0.52 0.002 0.00 12.65 0.00 0.000 1.06 1.75 327.41 1.08 355.22 67 1683 0.52 0.002 0.00 12.65 0.00 0.000 1.16 1.77 321.25 1.11 357.29 68 1688 0.52 0.002 0.00 12.65 0.00 0.000 1.19 1.78 315.98 1.13 356.27 68 1684 0.52 0.002 0.00 12.65 0.00 0.000 1.26 1.78 312.67 1.13 353.53 68 1672 0.52 0.002 0.00 12.65 0.00 0.000 1.31 1.79 308.12 1.14 350.22 67 1657 0.52 0.002 0.00 12.65 0.00 0.000 1.41 1.79 304.48 1.14 348.16 67 1649 0.52 0.003 0.00 12.65 0.00 0.000 1.44 1.80 300.90 1.16 347.71 67 1652 0.52 0.003 0.00 12.65 0.00 0.000 1.52 1.80 303.84 1.16 351.83 68 1672 0.52 0.003 0.00 12.65 0.00 0.000 1.62 1.80 310.32 1.15 358.01 69 1700 0.52 0.003 0.00 12.65 0.00 0.000 1.67 1.78 323.28 1.13 366.45 70 1733 0.52 0.003 0.00 12.65 0.00 0.000 1.72 1.77 335.72 1.11 372.38 71 1760 0.52 0.003 0.00 12.65 0.00 0.000 1.77 1.75 347.19 1.08 376.26 71 1783 0.52 0.003 0.00 12.65 0.00 0.000 1.86 1.74 352.55 1.07 376.05 71 1787 0.52 0.003 0.00 12.65 0.00 0.000 1.93 1.73 353.80 1.05 372.30 70 1776 0.52 0.003 0.00 12.65 0.00 0.000 1.98 1.72 350.22 1.03 361.08 68 1734 0.52 0.004 0.00 12.65 0.00 0.000 2.07 1.71 344.79 1.01 348.60 65 1687 0.52 0.004 0.00 12.65 0.00 0.000 2.13 1.71 333.31 1.02 338.80 64 1636 0.52 0.004 0.00 12.65 0.00 0.000 2.19 1.72 320.23 1.04 332.37 63 1592 0.52 0.004 0.00 12.65 0.00 0.000 2.27 1.74 307.05 1.06 326.77 62 1554 0.52 0.005 0.00 12.65 0.00 0.000 2.30 1.75 295.53 1.08 319.22 61 1513 0.52 0.005 0.00 12.65 0.00 0.000 2.38 1.76 284.24 1.10 313.21 60 1481 0.52 0.005 0.00 12.65 0.00 0.000 2.45 1.78 270.58 1.13 304.63 58 1440 0.52 0.006 0.00 12.65 0.00 0.000 2.53 1.79 260.51 1.14 297.55 57 1409 0.52 0.006 0.00 12.65 0.00 0.000 2.57 1.80 252.76 1.15 290.80 56 1380 0.52 0.006 0.00 12.65 0.00 0.000 2.63 1.80 247.43 1.15 283.93 55 1346 0.52 0.007 0.00 12.65 0.00 0.000 2.74 1.80 237.98 1.15 274.60 53 1304 0.52 0.007 0.00 12.65 0.00 0.000 2.79 1.81 228.00 1.16 265.13 51 1262 0.52 0.008 0.00 12.65 0.00 0.000 2.84 1.83 214.88 1.19 254.98 50 1227 0.52 0.008 0.00 12.65 0.00 0.000 2.90 1.86 201.46 1.21 242.87 48 1184 0.52 0.009 0.00 12.65 0.00 0.000 2.99 1.88 188.29 1.22 230.16 46 1139 0.52 0.010 0.00 12.65 0.00 0.000 3.04 1.90 175.74 1.24 217.29 44 1091 0.52 0.011 0.00 12.65 0.00 0.000 3.09 1.92 164.31 1.25 205.86 42 1052 0.52 0.011 0.00 12.65 0.00 0.000 3.15 1.95 152.84 1.27 194.39 40 1015 0.52 0.012 0.01 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 19 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 3.25 1.97 145.42 1.29 187.05 39 991 0.52 0.013 0.01 12.65 0.01 0.000 3.29 1.98 142.85 1.29 184.41 38 981 0.52 0.014 0.01 12.65 0.01 0.000 3.35 1.98 145.99 1.29 188.67 39 1005 0.52 0.013 0.01 12.65 0.01 0.000 3.46 1.98 151.11 1.29 195.43 40 1042 0.52 0.013 0.01 12.65 0.00 0.000 3.50 1.98 161.52 1.29 208.02 43 1104 0.52 0.012 0.00 12.65 0.00 0.000 3.56 1.96 177.87 1.28 226.80 46 1188 0.52 0.011 0.00 12.65 0.00 0.000 3.64 1.93 202.02 1.25 253.52 51 1299 0.52 0.010 0.00 12.65 0.00 0.000 3.70 1.91 224.09 1.24 278.48 56 1408 0.52 0.009 0.00 12.65 0.00 0.000 3.75 1.90 243.30 1.24 301.28 60 1515 0.52 0.009 0.00 12.65 0.00 0.000 3.86 1.91 253.60 1.24 315.38 63 1596 0.52 0.008 0.00 12.65 0.00 0.000 3.89 1.91 260.52 1.25 324.76 65 1649 0.52 0.008 0.00 12.65 0.00 0.000 3.96 1.88 260.46 1.22 318.76 63 1579 0.52 0.009 0.00 12.65 0.00 0.000 4.01 1.87 255.37 1.22 310.70 62 1529 0.52 0.009 0.00 12.65 0.00 0.000 4.11 1.87 247.52 1.21 300.49 60 1475 0.52 0.010 0.00 12.65 0.00 0.000 4.16 1.92 235.26 1.25 293.70 59 1494 0.52 0.010 0.00 12.65 0.00 0.000 4.23 1.94 222.72 1.26 281.74 57 1460 0.52 0.010 0.00 12.65 0.00 0.000 4.31 2.02 191.44 1.33 253.97 53 1388 0.52 0.011 0.00 12.65 0.00 0.000 4.36 2.05 178.75 1.35 241.93 51 1340 0.52 0.012 0.00 12.65 0.00 0.000 4.41 2.06 172.15 1.36 234.87 50 1307 0.52 0.013 0.00 12.65 0.00 0.000 4.46 2.02 180.08 1.32 238.41 50 1301 0.52 0.013 0.00 12.65 0.00 0.000 4.57 2.04 170.58 1.35 229.98 49 1271 0.52 0.014 0.00 12.65 0.00 0.000 4.61 2.08 158.42 1.39 220.64 47 1238 0.52 0.014 0.01 12.65 0.00 0.000 4.66 2.11 149.79 1.43 214.06 46 1209 0.52 0.015 0.01 12.65 0.00 0.000 4.73 2.13 142.38 1.46 208.05 46 1179 0.52 0.016 0.01 12.65 0.01 0.000 4.82 2.15 135.02 1.51 203.31 45 1153 0.52 0.017 0.01 12.65 0.01 0.000 4.86 2.19 126.39 1.59 200.45 45 1131 0.52 0.018 0.01 12.65 0.01 0.000 4.96 2.23 118.93 1.68 200.04 46 1116 0.52 0.019 0.01 12.65 0.01 0.000 4.99 2.27 110.69 1.82 201.65 47 1100 0.52 0.019 0.01 12.65 0.01 0.000 5.07 2.30 105.89 1.93 204.15 48 1093 0.52 0.020 0.01 12.65 0.01 0.000 5.13 2.35 98.96 2.12 210.02 50 1084 0.52 0.020 0.01 12.65 0.01 0.000 5.22 2.39 93.58 2.32 216.74 53 1080 0.52 0.021 0.01 12.65 0.01 0.000 5.27 2.43 88.78 2.53 224.56 56 1077 0.52 0.021 0.01 12.65 0.01 0.000 5.33 2.44 87.76 2.60 228.20 57 1081 0.52 0.022 0.01 12.65 0.01 0.000 5.42 2.44 87.61 2.61 228.95 57 1082 0.52 0.022 0.01 12.65 0.01 0.000 5.47 2.43 88.30 2.57 226.63 57 1080 0.52 0.022 0.01 12.65 0.01 0.000 5.53 2.42 89.17 2.50 222.65 55 1074 0.52 0.023 0.01 12.65 0.01 0.000 5.60 2.40 90.86 2.39 216.84 53 1066 0.52 0.024 0.01 12.65 0.01 0.000 5.68 2.38 92.40 2.29 211.41 52 1058 0.52 0.024 0.01 12.65 0.01 0.000 5.72 2.36 93.94 2.18 205.22 50 1047 0.52 0.025 0.01 12.65 0.01 0.000 5.78 2.34 96.16 2.08 199.73 48 1040 0.52 0.026 0.01 12.65 0.01 0.000 5.89 2.31 99.10 1.97 194.84 46 1036 0.52 0.027 0.01 12.65 0.01 0.000 5.93 2.28 102.97 1.86 191.15 45 1037 0.52 0.027 0.01 12.65 0.01 0.000 5.98 2.24 108.96 1.72 187.70 43 1041 0.52 0.027 0.01 12.65 0.01 0.000 6.07 2.20 114.96 1.62 185.67 42 1045 0.52 0.027 0.01 12.65 0.01 0.000 6.11 2.17 119.89 1.54 184.86 41 1047 0.52 0.027 0.01 12.65 0.01 0.000 6.19 2.16 120.65 1.53 184.52 41 1045 0.51 0.028 0.01 12.65 0.01 0.000 6.24 2.17 119.00 1.54 183.06 41 1037 0.51 0.029 0.01 12.65 0.01 0.000 6.33 2.17 116.63 1.55 181.27 40 1026 0.51 0.030 0.01 12.65 0.01 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 20 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,eo Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 6.37 2.18 114.59 1.56 178.59 40 1010 0.51 0.031 0.01 12.65 0.01 0.000 6.44 2.17 114.39 1.55 176.82 39 1001 0.51 0.032 0.01 12.65 0.01 0.000 6.50 2.16 115.21 1.53 175.78 39 996 0.51 0.033 0.01 12.65 0.01 0.000 6.59 2.15 116.61 1.51 175.83 39 997 0.51 0.034 0.02 12.65 0.01 0.000 6.65 2.14 117.95 1.49 175.94 39 998 0.51 0.034 0.02 12.65 0.01 0.000 6.70 2.13 120.03 1.47 175.85 39 996 0.51 0.034 0.02 12.65 0.01 0.000 6.77 2.11 123.50 1.43 176.45 38 997 0.51 0.035 0.02 12.65 0.01 0.000 6.85 2.08 127.56 1.40 177.96 38 999 0.51 0.035 0.02 12.65 0.01 0.000 6.90 2.06 132.54 1.36 180.87 39 1007 0.51 0.035 0.02 12.65 0.01 0.000 7.00 2.04 136.51 1.34 183.54 39 1013 0.51 0.035 0.02 12.65 0.01 0.000 7.04 2.02 140.77 1.33 186.57 39 1019 0.51 0.035 0.02 12.65 0.01 0.000 7.10 2.01 143.61 1.31 188.54 39 1021 0.51 0.036 0.02 12.65 0.01 0.000 7.16 1.99 146.32 1.30 190.31 39 1021 0.51 0.036 0.02 12.65 0.01 0.000 7.25 1.98 146.93 1.29 190.00 39 1021 0.51 0.037 0.02 12.65 0.01 0.000 7.30 1.97 147.08 1.29 189.26 39 1018 0.51 0.037 0.02 12.65 0.01 0.000 7.36 1.97 145.86 1.28 187.00 38 1008 0.51 0.038 0.02 12.65 0.01 0.000 7.46 1.96 143.42 1.28 183.61 38 997 0.51 0.040 0.02 12.65 0.02 0.000 7.51 1.96 140.83 1.28 180.25 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.56 1.97 136.68 1.29 175.67 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.66 1.98 131.78 1.29 170.36 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.70 1.99 126.41 1.30 164.58 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.77 2.01 121.38 1.31 159.26 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.83 2.02 115.97 1.33 154.08 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.92 2.04 111.42 1.35 150.15 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.96 2.07 107.38 1.37 147.42 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.02 2.09 102.74 1.41 144.86 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.08 2.15 95.80 1.50 143.30 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.17 2.20 89.68 1.61 144.59 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.22 2.25 85.14 1.74 148.34 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.27 2.28 82.55 1.86 153.92 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.37 2.32 79.79 2.02 160.83 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.42 2.36 77.52 2.18 168.89 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.47 2.39 75.44 2.34 176.41 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.57 2.42 73.58 2.48 182.14 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.61 2.45 71.51 2.63 187.80 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.67 2.48 68.36 2.83 193.30 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.78 2.51 65.06 3.05 198.56 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.83 2.54 62.15 3.26 202.81 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.88 2.55 61.08 3.34 203.76 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.93 2.56 60.06 3.41 205.09 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.03 2.57 58.96 3.51 206.90 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.08 2.58 58.43 3.57 208.83 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.13 2.57 58.99 3.54 208.74 56 872 0.51 0.076 0.02 12.65 0.02 0.000 9.19 2.56 59.79 3.45 206.28 55 879 0.51 0.076 0.02 12.65 0.02 0.000 9.28 2.56 59.98 3.39 203.51 54 882 0.51 0.076 0.02 12.65 0.02 0.000 9.32 2.56 59.26 3.41 201.91 54 877 0.51 0.078 0.02 12.65 0.02 0.000 9.39 2.57 57.65 3.48 200.57 53 866 0.51 0.082 0.03 12.65 0.02 0.000 9.47 2.57 56.11 3.51 197.07 0 0 0.51 0.000 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 21 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 9.53 2.57 55.20 3.47 191.32 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.59 2.54 55.72 3.27 182.46 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.66 2.50 57.27 2.98 170.55 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.75 2.46 58.99 2.70 159.28 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.79 2.42 60.46 2.50 150.89 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.84 2.40 61.29 2.39 146.78 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.95 2.39 61.83 2.34 144.92 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.99 2.39 62.56 2.31 144.54 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.05 2.38 63.29 2.29 145.05 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.15 2.38 63.37 2.29 145.07 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.18 2.39 62.58 2.32 145.27 36 831 0.51 0.107 0.05 12.65 0.04 0.000 10.25 2.40 61.04 2.36 144.34 35 822 0.51 0.112 0.06 12.65 0.04 0.000 10.30 2.39 60.40 2.35 141.74 35 813 0.51 0.116 0.06 12.65 0.05 0.000 10.40 2.36 62.60 2.18 136.24 33 817 0.51 0.116 0.06 12.65 0.05 0.001 10.45 2.31 66.07 1.97 129.86 31 821 0.51 0.116 0.07 12.65 0.05 0.000 10.51 2.24 70.82 1.72 122.11 28 818 0.51 0.118 0.08 12.65 0.06 0.000 10.60 2.17 75.53 1.55 116.79 26 814 0.51 0.122 0.09 12.65 0.07 0.001 10.66 2.10 81.05 1.42 115.18 25 812 0.51 0.124 0.10 12.65 0.07 0.000 10.70 2.02 89.76 1.33 119.11 25 827 0.51 0.118 0.09 12.65 0.07 0.000 10.81 1.94 96.81 1.26 122.17 25 818 0.51 0.125 0.10 12.65 0.07 0.001 10.86 1.85 103.30 1.20 124.25 24 797 0.51 0.137 0.11 12.65 0.08 0.000 10.89 1.80 105.80 1.16 122.37 24 774 0.51 0.152 0.12 12.65 0.09 0.000 10.96 1.80 106.68 1.16 123.47 24 784 0.51 0.147 0.12 12.65 0.09 0.001 11.06 1.83 105.04 1.19 124.61 24 801 0.51 0.139 0.11 12.65 0.08 0.001 11.11 1.88 101.11 1.22 123.40 25 811 0.51 0.135 0.11 12.65 0.08 0.001 11.16 1.93 94.39 1.26 118.91 24 810 0.51 0.137 0.11 12.65 0.08 0.000 11.23 2.00 87.56 1.31 114.52 24 811 0.51 0.137 0.11 12.65 0.08 0.001 11.30 2.08 80.14 1.39 111.01 24 810 0.51 0.140 0.11 12.65 0.08 0.001 11.37 2.13 75.16 1.47 110.43 24 812 0.51 0.140 0.11 12.65 0.08 0.001 11.42 2.19 69.77 1.59 110.78 25 806 0.51 0.145 0.11 12.65 0.08 0.001 11.52 2.24 65.53 1.71 112.12 26 802 0.51 0.149 0.11 12.65 0.08 0.001 11.56 2.28 61.95 1.86 115.00 27 800 0.51 0.152 0.11 12.65 0.08 0.000 11.63 2.30 60.94 1.93 117.90 28 810 0.51 0.147 0.10 12.65 0.07 0.001 11.68 2.32 60.41 2.00 120.63 29 820 0.51 0.143 0.09 12.65 0.07 0.000 11.78 2.32 60.66 2.01 121.78 29 831 0.51 0.139 0.09 12.65 0.07 0.001 11.82 2.31 61.98 1.96 121.17 29 839 0.51 0.135 0.09 12.65 0.07 0.000 11.88 2.26 66.31 1.79 118.66 27 854 0.51 0.129 0.09 12.65 0.07 0.000 11.98 2.19 73.27 1.59 116.64 26 876 0.51 0.121 0.09 12.65 0.06 0.001 12.03 2.12 80.59 1.45 116.91 26 892 0.51 0.115 0.09 12.65 0.06 0.000 12.09 2.05 88.13 1.35 118.99 25 899 0.51 0.113 0.09 12.65 0.06 0.000 12.18 2.00 92.46 1.30 120.52 25 895 0.51 0.116 0.09 12.65 0.07 0.001 12.23 1.96 94.94 1.28 121.45 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.29 1.97 92.77 1.29 119.43 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.34 2.01 87.80 1.32 115.62 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.41 2.07 80.71 1.37 110.84 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.49 2.13 73.23 1.46 107.01 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.57 2.19 66.12 1.60 105.47 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.64 2.26 60.16 1.77 106.69 0 0 0.51 0.000 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 22 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 12.68 2.33 54.70 2.04 111.41 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.75 2.39 50.07 2.34 117.16 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.83 2.45 45.84 2.68 123.06 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.86 2.51 41.62 3.06 127.50 0 0 0.51 0.000 0.00 12.65 0.00 0.000 12.95 2.58 36.74 3.60 132.11 0 0 0.51 0.000 0.00 12.65 0.00 0.000 13.03 2.67 31.33 4.41 138.17 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.10 2.75 27.10 5.30 143.57 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.13 2.82 23.99 6.12 146.91 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.20 2.87 21.90 6.71 146.88 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.26 2.87 20.95 6.82 142.78 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.35 2.84 21.22 6.42 136.15 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.40 2.77 23.42 5.43 127.13 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.46 2.67 27.05 4.41 119.40 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.56 2.58 31.54 3.58 112.85 30 649 0.51 0.499 0.30 12.65 0.22 0.003 13.61 2.53 34.76 3.17 110.10 29 674 0.51 0.423 0.27 12.65 0.19 0.001 13.66 2.53 34.76 3.16 109.97 29 675 0.51 0.422 0.27 12.65 0.19 0.001 13.77 2.55 32.74 3.35 109.60 29 659 0.51 0.481 0.31 12.65 0.22 0.003 13.80 2.60 28.97 3.72 107.69 29 616 0.51 0.667 0.43 12.65 0.30 0.001 13.87 2.64 25.91 4.07 105.48 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.91 2.69 22.88 4.62 105.72 0 0 0.51 0.000 0.00 0.00 0.00 0.000 13.98 2.74 21.16 5.12 108.27 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.06 2.78 19.75 5.57 109.97 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.12 2.80 18.90 5.88 111.07 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.22 2.82 18.36 6.10 112.00 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.25 2.83 18.16 6.23 113.10 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.31 2.83 18.11 6.30 114.05 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.37 2.84 17.98 6.41 115.31 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.47 2.85 17.78 6.54 116.31 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.53 2.86 17.63 6.64 117.08 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.58 2.86 17.55 6.70 117.56 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.64 2.87 17.57 6.71 117.96 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.73 2.87 17.61 6.72 118.30 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.81 2.86 17.72 6.68 118.27 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.84 2.86 17.91 6.59 117.97 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.93 2.85 17.96 6.53 117.30 0 0 0.51 0.000 0.00 0.00 0.00 0.000 14.97 2.85 18.01 6.47 116.47 0 0 0.51 0.000 0.00 0.00 0.00 0.000 15.03 2.84 18.00 6.42 115.53 0 0 0.51 0.000 0.00 0.00 0.00 0.000 15.13 2.84 18.18 6.33 115.14 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.19 2.82 18.74 6.15 115.30 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.23 2.81 19.25 6.02 115.94 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.29 2.81 19.47 5.99 116.67 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.39 2.82 19.20 6.12 117.51 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.44 2.83 19.04 6.22 118.43 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.49 2.84 18.96 6.34 120.12 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.59 2.83 19.22 6.30 121.05 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.63 2.80 20.56 5.87 120.77 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.71 2.74 23.03 5.11 117.69 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.79 2.67 25.73 4.44 114.13 0 0 0.50 0.000 0.00 0.00 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 23 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 15.84 2.60 28.95 3.78 109.39 0 0 0.50 0.000 0.00 0.00 0.00 0.000 15.90 2.52 33.05 3.13 103.36 0 0 0.50 0.000 0.00 12.65 0.00 0.000 15.99 2.44 37.33 2.61 97.54 0 0 0.50 0.000 0.00 12.65 0.00 0.000 16.04 2.38 41.16 2.26 92.88 0 0 0.50 0.000 0.00 12.65 0.00 0.000 16.10 2.34 43.15 2.09 90.04 0 0 0.50 0.000 0.00 12.65 0.00 0.000 16.15 2.32 44.44 1.99 88.28 0 0 0.50 0.000 0.00 12.65 0.00 0.000 16.22 2.32 44.13 2.00 88.33 21 758 0.50 0.371 0.35 12.65 0.24 0.002 16.30 2.34 43.25 2.07 89.35 21 760 0.50 0.370 0.34 12.65 0.23 0.002 16.34 2.38 41.25 2.27 93.78 23 768 0.50 0.356 0.30 12.65 0.20 0.001 16.45 2.42 39.41 2.50 98.47 24 778 0.50 0.342 0.27 12.65 0.18 0.002 16.49 2.46 38.06 2.71 103.29 26 788 0.50 0.327 0.24 12.65 0.16 0.001 16.56 2.46 38.27 2.71 103.80 26 794 0.50 0.319 0.23 12.65 0.15 0.001 16.61 2.44 39.65 2.58 102.10 26 802 0.50 0.309 0.23 12.65 0.15 0.001 16.70 2.39 42.18 2.34 98.60 24 811 0.50 0.299 0.24 12.65 0.16 0.002 16.76 2.32 45.33 1.98 89.98 21 793 0.50 0.329 0.30 12.65 0.20 0.002 16.85 2.25 47.41 1.76 83.38 19 769 0.50 0.380 0.40 12.65 0.26 0.003 16.91 2.22 47.55 1.66 78.86 0 0 0.50 0.000 0.00 12.65 0.00 0.000 16.96 2.24 46.09 1.73 79.70 0 0 0.50 0.000 0.00 12.65 0.00 0.000 17.00 2.32 42.32 2.01 85.04 0 0 0.50 0.000 0.00 12.65 0.00 0.000 17.11 2.41 38.13 2.42 92.20 0 0 0.50 0.000 0.00 12.65 0.00 0.000 17.13 2.50 34.16 2.98 101.85 0 0 0.50 0.000 0.00 12.65 0.00 0.000 17.22 2.55 31.87 3.35 106.71 0 0 0.50 0.000 0.00 12.65 0.00 0.000 17.27 2.61 29.31 3.87 113.39 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.33 2.69 26.37 4.57 120.63 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.42 2.75 23.96 5.30 126.89 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.47 2.78 23.02 5.65 130.18 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.52 2.79 22.90 5.79 132.57 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.62 2.81 22.69 5.94 134.68 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.67 2.82 22.29 6.08 135.59 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.72 2.85 20.73 6.52 135.19 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.82 2.90 18.86 7.15 134.78 0 0 0.50 0.000 0.00 0.00 0.00 0.000 17.88 2.92 17.71 7.58 134.19 0 0 0.51 0.000 0.00 0.00 0.00 0.000 17.93 2.81 21.30 5.98 127.45 0 0 0.51 0.000 0.00 0.00 0.00 0.000 18.01 2.62 29.34 3.93 115.30 0 0 0.51 0.000 0.00 0.00 0.00 0.000 18.08 2.46 38.94 2.69 104.72 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.12 2.36 46.60 2.17 101.15 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.18 2.33 50.17 2.03 102.00 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.25 2.34 51.14 2.07 105.88 25 978 0.51 0.181 0.14 12.65 0.09 0.001 18.34 2.36 50.40 2.19 110.43 27 1002 0.51 0.169 0.12 12.65 0.08 0.001 18.37 2.37 50.61 2.24 113.42 28 1021 0.51 0.159 0.11 12.65 0.07 0.000 18.44 2.34 53.39 2.11 112.39 27 1040 0.51 0.151 0.11 12.65 0.07 0.001 18.52 2.30 56.91 1.94 110.26 26 1055 0.51 0.146 0.11 12.65 0.07 0.001 18.59 2.26 60.14 1.79 107.70 25 1059 0.51 0.145 0.11 12.65 0.07 0.001 18.69 2.23 61.69 1.70 104.97 24 1051 0.51 0.150 0.12 12.65 0.08 0.001 18.74 2.20 62.92 1.63 102.27 23 1035 0.51 0.158 0.13 12.65 0.08 0.000 18.80 2.18 63.75 1.57 99.82 22 1018 0.51 0.168 0.15 12.65 0.09 0.001 18.85 2.16 64.29 1.53 98.40 22 1007 0.51 0.175 0.16 12.65 0.10 0.001 18.94 2.16 64.51 1.52 97.98 22 1006 0.51 0.177 0.16 12.65 0.10 0.001 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 24 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,60 Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 19.00 2.16 64.37 1.53 98.61 22 1014 0.51 0.173 0.16 12.65 0.10 0.001 19.05 2.18 63.98 1.56 99.74 22 1027 0.51 0.167 0.15 12.65 0.09 0.001 19.11 2.19 63.69 1.59 101.38 23 1044 0.51 0.160 0.14 12.65 0.09 0.001 19.20 2.20 63.49 1.62 102.82 23 1060 0.51 0.154 0.13 12.65 0.08 0.001 19.25 2.21 63.69 1.63 104.09 24 1073 0.51 0.149 0.12 12.65 0.08 0.000 19.30 2.21 64.08 1.64 104.88 24 1083 0.51 0.145 0.12 12.65 0.07 0.000 19.39 2.20 65.00 1.62 105.58 24 1095 0.51 0.142 0.11 12.65 0.07 0.001 19.46 2.20 66.15 1.60 106.13 24 1105 0.51 0.139 0.11 12.65 0.07 0.001 19.49 2.18 68.29 1.56 106.58 24 1115 0.51 0.136 0.11 12.65 0.07 0.000 19.56 2.15 71.19 1.50 106.93 24 1123 0.51 0.134 0.11 12.65 0.07 0.001 19.64 2.11 75.19 1.44 108.00 23 1132 0.51 0.132 0.11 12.65 0.07 0.001 19.71 2.08 78.75 1.39 109.32 23 1137 0.51 0.131 0.11 12.65 0.07 0.001 19.76 2.05 82.02 1.35 110.98 24 1141 0.51 0.130 0.11 12.65 0.07 0.000 19.82 1.98 84.98 1.29 109.52 23 1077 0.51 0.155 0.13 12.65 0.08 0.001 19.91 1.90 87.88 1.24 108.66 22 1009 0.51 0.193 0.17 12.65 0.11 0.001 19.97 1.84 90.07 1.19 107.32 21 957 0.51 0.232 0.22 12.65 0.13 0.001 20.05 1.85 91.06 1.20 109.38 22 984 0.51 0.212 0.19 12.65 0.12 0.001 20.09 1.87 91.33 1.21 110.81 22 1009 0.51 0.196 0.18 12.65 0.11 0.000 20.16 1.87 91.14 1.21 110.64 22 1010 0.51 0.196 0.18 12.65 0.11 0.001 20.22 1.88 89.19 1.22 109.13 22 1008 0.51 0.199 0.18 12.65 0.11 0.001 20.29 1.91 85.56 1.24 106.18 21 1002 0.51 0.204 0.19 12.65 0.11 0.001 20.36 1.93 83.21 1.25 104.34 21 1002 0.51 0.205 0.19 12.65 0.12 0.001 20.42 1.95 81.47 1.27 103.26 21 1010 0.52 0.201 0.19 12.65 0.11 0.001 20.51 1.96 80.62 1.28 103.23 21 1028 0.52 0.191 0.18 12.65 0.11 0.001 20.56 2.01 77.19 1.31 101.35 21 1042 0.52 0.184 0.17 12.65 0.10 0.001 20.61 2.05 73.66 1.36 100.00 21 1058 0.52 0.176 0.16 12.65 0.10 0.001 20.70 2.09 70.23 1.41 99.09 21 1071 0.52 0.171 0.16 12.65 0.09 0.001 20.77 2.12 68.10 1.45 99.06 22 1080 0.52 0.167 0.15 12.65 0.09 0.001 20.82 2.14 66.89 1.48 98.94 22 1083 0.52 0.166 0.15 12.65 0.09 0.001 20.87 2.14 66.06 1.49 98.20 22 1077 0.52 0.170 0.15 12.65 0.09 0.001 20.97 2.14 65.27 1.48 96.88 21 1066 0.52 0.177 0.16 12.65 0.10 0.001 21.02 2.13 64.78 1.47 95.26 21 1049 0.52 0.187 0.18 12.65 0.11 0.001 21.08 2.12 63.98 1.46 93.15 20 1026 0.52 0.202 0.20 12.65 0.12 0.001 21.17 2.12 63.05 1.44 90.97 20 1004 0.52 0.220 0.22 12.65 0.13 0.002 21.21 2.11 62.03 1.43 88.63 19 977 0.52 0.243 0.25 12.65 0.15 0.001 21.28 2.10 61.14 1.42 86.94 19 959 0.52 0.261 0.28 12.65 0.17 0.001 21.36 2.10 60.09 1.42 85.52 19 946 0.52 0.277 0.30 12.65 0.18 0.002 21.43 2.11 59.10 1.44 84.89 18 943 0.52 0.281 0.31 12.65 0.18 0.002 21.47 2.13 58.12 1.46 84.77 19 946 0.52 0.280 0.31 12.65 0.18 0.001 21.53 2.14 56.85 1.49 84.94 19 952 0.52 0.274 0.30 12.65 0.17 0.001 21.63 2.16 55.72 1.53 85.26 19 959 0.52 0.269 0.29 12.65 0.17 0.002 21.66 2.18 55.04 1.56 85.83 19 966 0.52 0.263 0.28 12.65 0.16 0.001 21.74 2.18 54.92 1.58 86.57 19 976 0.52 0.255 0.26 12.65 0.15 0.001 21.83 2.19 54.95 1.59 87.49 20 989 0.52 0.246 0.25 12.65 0.15 0.002 21.89 2.20 55.12 1.60 88.45 20 1001 0.52 0.237 0.24 12.65 0.14 0.001 21.93 2.20 55.38 1.61 89.42 20 1012 0.52 0.228 0.23 12.65 0.13 0.001 22.00 2.20 55.59 1.62 90.28 20 1024 0.52 0.221 0.22 12.65 0.13 0.001 22.09 2.21 55.80 1.63 91.11 21 1035 0.52 0.215 0.21 12.65 0.12 0.001 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 25 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,60 Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 22.12 2.21 56.36 1.63 92.10 21 1047 0.52 0.207 0.20 12.65 0.11 0.000 22.20 2.21 57.20 1.64 93.83 21 1069 0.52 0.195 0.18 12.65 0.10 0.001 22.29 2.21 58.88 1.63 95.94 22 1098 0.52 0.180 0.16 12.65 0.09 0.001 22.35 2.20 60.84 1.61 97.94 22 1124 0.52 0.168 0.15 12.65 0.09 0.001 22.39 2.19 62.86 1.58 99.37 22 1144 0.52 0.160 0.14 12.65 0.08 0.000 22.45 2.17 65.23 1.54 100.72 22 1163 0.52 0.153 0.13 12.65 0.08 0.000 22.54 2.15 67.76 1.50 101.92 23 1180 0.52 0.148 0.13 12.65 0.07 0.001 22.60 2.13 70.25 1.47 103.08 23 1192 0.52 0.144 0.12 12.65 0.07 0.000 22.65 2.11 72.21 1.44 103.78 23 1197 0.52 0.143 0.12 12.65 0.07 0.000 22.71 2.09 74.27 1.40 104.20 22 1195 0.52 0.144 0.13 12.65 0.07 0.001 22.80 2.06 77.41 1.36 105.49 22 1195 0.52 0.145 0.13 12.65 0.07 0.001 22.89 2.02 81.03 1.33 107.52 23 1196 0.52 0.146 0.13 12.65 0.07 0.001 22.90 1.93 87.51 1.26 109.97 22 1138 0.52 0.169 0.15 12.65 0.08 0.000 23.00 1.84 94.21 1.19 112.08 22 1081 0.52 0.200 0.18 12.65 0.10 0.001 Total estimated settlement: 0.11 Abbreviations Qt.: Equivalent clean sand normalized cone resistance Kc: Fines correction factor Qtn,cs: Post -liquefaction volumentric strain Gmax: Small strain shear modulus CSR: Soil cyclic stress ratio y: Cyclic shear strain e,.1(15): Volumetric strain after 15 cycles N,: Equivalent number of cycles ev: Volumetric strain Settle.: Calculated settlement Post -earthquake settlement due to soil liquefaction Depth QW',� FS ev (%) DF Settlement Depth Qtn,cs FS e. (%) DF Settlement (ft) (in) (ft) (in) 23.05 109.13 0.38 1.33 0.61 0.01 23.11 112.09 0.40 1.29 0.61 0.01 23.17 118.10 0.44 1.24 0.61 0.01 23.26 120.21 0.46 1.22 0.61 0.01 23.33 121.75 0.47 1.20 0.60 0.01 23.36 126.37 0.51 1.16 0.60 0.00 23.48 131.02 0.55 1.13 0.60 0.02 23.51 134.01 0.57 1.11 0.60 0.00 23.58 134.14 0.57 1.10 0.60 0.01 23.63 134.11 0.57 1.10 0.60 0.01 23.73 137.69 0.61 1.07 0.60 0.01 23.76 140.05 0.63 1.06 0.60 0.00 23.84 140.06 0.63 1.06 0.60 0.01 23.93 137.04 0.60 1.07 0.59 0.01 23.99 132.69 0.56 1.10 0.59 0.01 24.04 128.55 0.52 1.13 0.59 0.01 24.09 124.54 0.48 1.15 0.59 0.01 24.18 121.12 0.46 1.18 0.59 0.01 24.22 118.19 0.43 1.20 0.59 0.00 24.29 116.46 0.42 1.21 0.59 0.01 24.35 114.51 0.41 1.23 0.59 0.01 24.44 112.39 0.39 1.24 0.59 0.01 24.50 110.54 0.38 1.26 0.58 0.01 24.55 108.46 0.37 1.28 0.58 0.01 24.61 106.05 0.35 1.30 0.58 0.01 24.70 103.44 0.34 1.32 0.58 0.01 24.75 100.81 0.32 1.35 0.58 0.01 24.84 98.82 0.31 1.37 0.58 0.01 24.89 97.17 0.30 1.38 0.58 0.01 24.96 96.15 0.30 1.39 0.58 0.01 25.00 95.44 0.29 1.40 0.58 0.01 25.10 95.04 0.29 1.40 0.57 0.02 25.14 95.20 0.29 1.40 0.57 0.01 25.21 95.49 0.29 1.39 0.57 0.01 25.31 95.79 0.29 1.38 0.57 0.02 25.36 96.02 0.29 1.38 0.57 0.01 25.40 96.29 0.30 1.37 0.57 0.01 25.51 96.36 0.30 1.37 0.57 0.02 25.54 96.74 0.30 1.36 0.57 0.00 25.61 96.93 0.30 1.36 0.57 0.01 25.67 97.27 0.30 1.35 0.56 0.01 25.73 97.71 0.30 1.34 0.56 0.01 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 26 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,�s FS ev (%) DF Settlement Depth Qtn,cs FS e, (%) DF Settlement (ft) (in) (ft) (in) 25.81 98.15 0.30 1.33 0.56 0.01 25.86 96.74 0.30 1.35 0.56 0.01 25.92 95.41 0.29 1.36 0.56 0.01 26.02 93.90 0.28 1.38 0.56 0.02 26.08 94.01 0.28 1.37 0.56 0.01 26.12 92.99 0.28 1.38 0.56 0.01 26.22 92.72 0.28 1.38 0.56 0.02 26.25 92.36 0.27 1.38 0.56 0.01 26.32 93.63 0.28 1.37 0.55 0.01 26.40 95.12 0.29 1.35 0.55 0.01 26.47 97.58 0.30 1.31 0.55 0.01 26.53 100.49 0.31 1.28 0.55 0.01 26.58 103.64 0.33 1.25 0.55 0.01 26.67 106.89 0.34 1.21 0.55 0.01 26.73 109.18 2.00 0.00 0.55 0.00 26.77 110.03 2.00 0.00 0.55 0.00 26.88 109.45 2.00 0.00 0.54 0.00 26.92 107.84 2.00 0.00 0.54 0.00 26.99 105.86 2.00 0.00 0.54 0.00 27.08 105.59 2.00 0.00 0.54 0.00 27.13 108.17 2.00 0.00 0.54 0.00 27.18 113.15 2.00 0.00 0.54 0.00 27.23 118.21 2.00 0.00 0.54 0.00 27.31 120.01 2.00 0.00 0.54 0.00 27.39 120.81 2.00 0.00 0.54 0.00 27.44 122.98 2.00 0.00 0.53 0.00 27.50 127.27 2.00 0.00 0.53 0.00 27.59 129.37 2.00 0.00 0.53 0.00 27.64 126.36 2.00 0.00 0.53 0.00 27.69 117.42 2.00 0.00 0.53 0.00 27.79 108.01 2.00 0.00 0.53 0.00 27.85 99.90 2.00 0.00 0.53 0.00 27.90 91.51 2.00 0.00 0.53 0.00 28.00 90.46 2.00 0.00 0.53 0.00 28.05 97.92 2.00 0.00 0.52 0.00 28.09 105.18 2.00 0.00 0.52 0.00 28.17 109.83 2.00 0.00 0.52 0.00 28.25 113.32 2.00 0.00 0.52 0.00 28.29 114.54 0.38 1.09 0.52 0.00 28.35 114.26 0.38 1.09 0.52 0.01 28.44 114.46 0.38 1.08 0.52 0.01 28.51 115.66 0.39 1.07 0.52 0.01 28.56 117.15 0.39 1.06 0.52 0.01 28.62 120.69 0.42 1.03 0.51 0.01 28.71 126.64 0.46 0.99 0.51 0.01 28.75 137.01 0.55 0.93 0.51 0.00 28.81 147.60 0.65 0.88 0.51 0.01 28.88 152.77 0.70 0.69 0.51 0.01 28.97 146.64 0.64 0.87 0.51 0.01 29.01 142.60 0.60 0.89 0.51 0.00 29.07 141.45 0.59 0.89 0.51 0.01 29.16 139.04 0.56 0.90 0.51 0.01 29.21 135.16 0.53 0.92 0.50 0.01 29.29 132.72 0.51 0.93 0.50 0.01 29.34 132.25 0.50 0.93 0.50 0.01 29.44 132.11 0.50 0.93 0.50 0.01 29.49 134.64 0.52 0.92 0.50 0.01 29.55 135.73 0.53 0.91 0.50 0.01 29.60 137.16 0.54 0.90 0.50 0.01 29.69 138.62 0.55 0.89 0.50 0.01 29.75 139.98 0.57 0.88 0.50 0.01 29.80 141.61 0.58 0.87 0.49 0.00 29.90 143.23 0.60 0.86 0.49 0.01 29.95 145.19 0.62 0.85 0.49 0.00 30.01 147.38 0.64 0.85 0.49 0.01 30.10 149.50 0.66 0.68 0.49 0.01 30.14 151.96 0.68 0.66 0.49 0.00 30.20 153.72 0.70 0.65 0.49 0.01 30.26 155.40 0.72 0.64 0.49 0.00 30.36 155.94 0.73 0.64 0.49 0.01 30.39 155.72 0.72 0.64 0.48 0.00 30.45 153.48 0.70 0.65 0.48 0.00 30.56 150.55 0.67 0.66 0.48 0.01 30.61 146.60 2.00 0.00 0.48 0.00 30.66 142.15 2.00 0.00 0.48 0.00 30.74 134.31 2.00 0.00 0.48 0.00 30.81 122.89 2.00 0.00 0.48 0.00 30.87 112.66 2.00 0.00 0.48 0.00 30.92 108.82 2.00 0.00 0.48 0.00 31.02 111.79 2.00 0.00 0.47 0.00 31.07 117.43 2.00 0.00 0.47 0.00 31.11 119.08 2.00 0.00 0.47 0.00 31.18 121.57 2.00 0.00 0.47 0.00 31.27 126.94 2.00 0.00 0.47 0.00 31.33 130.92 2.00 0.00 0.47 0.00 31.38 129.34 2.00 0.00 0.47 0.00 31.45 122.78 2.00 0.00 0.47 0.00 31.52 112.60 2.00 0.00 0.47 0.00 31.58 102.38 2.00 0.00 0.46 0.00 31.65 92.71 2.00 0.00 0.46 0.00 31.73 86.48 2.00 0.00 0.46 0.00 31.77 82.74 2.00 0.00 0.46 0.00 31.83 81.29 2.00 0.00 0.46 0.00 31.93 80.49 2.00 0.00 0.46 0.00 31.99 80.18 2.00 0.00 0.46 0.00 32.03 78.28 2.00 0.00 0.46 0.00 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 27 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qto,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 32.10 78.75 2.00 0.00 0.46 0.00 32.19 80.69 2.00 0.00 0.45 0.00 32.22 88.67 2.00 0.00 0.45 0.00 32.29 97.92 2.00 0.00 0.45 0.00 32.39 107.31 2.00 0.00 0.45 0.00 32.42 112.65 2.00 0.00 0.45 0.00 32.50 113.47 2.00 0.00 0.45 0.00 32.57 112.36 2.00 0.00 0.45 0.00 32.65 109.78 2.00 0.00 0.45 0.00 32.70 106.24 2.00 0.00 0.45 0.00 32.77 98.76 2.00 0.00 0.44 0.00 32.85 90.92 2.00 0.00 0.44 0.00 32.89 86.97 2.00 0.00 0.44 0.00 32.95 89.93 2.00 0.00 0.44 0.00 33.01 98.15 2.00 0.00 0.44 0.00 33.10 107.28 2.00 0.00 0.44 0.00 33.15 111.02 2.00 0.00 0.44 0.00 33.25 110.07 0.33 0.94 0.44 0.01 33.30 108.01 0.32 0.96 0.44 0.01 33.36 108.14 0.32 0.95 0.43 0.01 33.41 109.19 0.33 0.94 0.43 0.01 33.51 110.15 0.33 0.93 0.43 0.01 33.54 111.27 0.34 0.92 0.43 0.00 33.61 111.84 0.34 0.92 0.43 0.01 33.67 111.54 0.34 0.92 0.43 0.01 33.76 110.13 0.33 0.92 0.43 0.01 33.81 107.74 0.32 0.94 0.43 0.01 33.88 106.73 0.31 0.94 0.43 0.01 33.96 106.14 0.31 0.94 0.42 0.01 34.01 106.65 0.31 0.94 0.42 0.01 34.07 107.62 0.32 0.93 0.42 0.01 34.12 109.94 0.33 0.91 0.42 0.01 34.22 112.03 0.34 0.89 0.42 0.01 34.27 113.51 0.35 0.88 0.42 0.01 34.34 112.65 0.34 0.89 0.42 0.01 34.43 111.06 0.33 0.89 0.42 0.01 34.47 109.14 0.32 0.90 0.42 0.00 34.53 107.87 0.32 0.91 0.41 0.01 34.61 107.09 0.31 0.91 0.41 0.01 34.68 107.14 0.31 0.91 0.41 0.01 34.72 107.87 0.32 0.90 0.41 0.00 34.78 110.45 0.33 0.88 0.41 0.01 34.86 114.11 0.35 0.86 0.41 0.01 34.93 118.11 0.37 0.83 0.41 0.01 34.99 120.78 0.39 0.81 0.41 0.01 35.04 122.86 0.40 0.80 0.41 0.01 35.13 124.47 0.42 0.79 0.40 0.01 35.19 126.60 0.43 0.78 0.40 0.01 35.28 127.06 0.43 0.77 0.40 0.01 35.34 127.90 0.44 0.77 0.40 0.01 35.37 128.76 0.45 0.76 0.40 0.00 35.48 131.73 0.47 0.74 0.40 0.01 35.53 134.47 0.49 0.73 0.40 0.01 35.58 138.17 0.52 0.71 0.40 0.00 35.68 141.50 0.55 0.69 0.40 0.01 35.72 145.05 0.58 0.68 0.39 0.00 35.78 147.96 0.61 0.68 0.39 0.00 35.83 150.39 0.63 0.66 0.39 0.00 35.93 151.56 0.64 0.65 0.39 0.01 35.98 151.86 0.65 0.65 0.39 0.00 36.03 151.31 0.64 0.65 0.39 0.00 36.12 151.11 0.64 0.65 0.39 0.01 36.19 151.42 0.64 0.64 0.39 0.01 36.23 152.32 0.65 0.52 0.39 0.00 36.29 152.58 0.65 0.52 0.38 0.00 36.38 152.11 0.65 0.63 0.38 0.01 36.45 150.82 0.63 0.64 0.38 0.01 36.49 149.47 0.62 0.65 0.38 0.00 36.56 147.71 0.60 0.66 0.38 0.01 36.63 146.06 0.59 0.65 0.38 0.01 36.69 144.56 0.57 0.65 0.38 0.00 36.80 143.07 0.56 0.66 0.38 0.01 36.85 142.38 0.55 0.66 0.38 0.00 36.89 142.49 0.55 0.65 0.37 0.00 36.95 143.90 0.57 0.65 0.37 0.00 37.03 144.73 0.57 0.64 0.37 0.01 37.08 144.84 0.57 0.64 0.37 0.00 37.15 143.23 0.56 0.64 0.37 0.01 37.21 154.79 0.67 0.49 0.37 0.00 37.30 158.83 0.72 0.47 0.37 0.01 37.36 161.46 0.75 0.46 0.37 0.00 37.40 164.37 0.78 0.36 0.37 0.00 37.51 167.34 0.82 0.35 0.36 0.00 37.55 170.26 0.85 0.26 0.36 0.00 37.61 173.41 0.89 0.25 0.36 0.00 37.71 176.86 0.94 0.24 0.36 0.00 37.76 180.08 0.98 0.18 0.36 0.00 37.81 182.43 1.02 0.18 0.36 0.00 37.87 184.15 1.04 0.18 0.36 0.00 37.93 186.17 1.07 0.13 0.36 0.00 38.02 187.70 1.10 0.13 0.36 0.00 38.07 190.25 1.14 0.13 0.35 0.00 38.16 190.23 1.14 0.13 0.35 0.00 38.20 189.41 1.12 0.13 0.35 0.00 38.27 188.71 1.11 0.13 0.35 0.00 38.33 186.68 1.08 0.13 0.35 0.00 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 28 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qtn,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 38.42 184.81 1.05 0.13 0.35 0.00 38.47 185.17 1.06 0.13 0.35 0.00 38.52 189.02 1.11 0.13 0.35 0.00 38.62 192.70 1.17 0.09 0.35 0.00 38.66 193.83 1.19 0.09 0.34 0.00 38.73 192.00 1.16 0.09 0.34 0.00 38.79 189.03 1.11 0.12 0.34 0.00 38.87 186.04 1.07 0.13 0.34 0.00 38.93 184.19 1.04 0.17 0.34 0.00 38.98 183.30 1.03 0.17 0.34 0.00 39.09 182.21 1.01 0.17 0.34 0.00 39.14 180.60 0.99 0.17 0.34 0.00 39.19 178.16 0.95 0.17 0.34 0.00 39.29 174.80 0.91 0.23 0.33 0.00 39.33 171.54 0.86 0.24 0.33 0.00 39.38 167.67 0.81 0.32 0.33 0.00 39.44 163.70 0.77 0.33 0.33 0.00 39.52 159.01 0.71 0.42 0.33 0.00 39.59 157.52 0.70 0.42 0.33 0.00 39.65 159.99 0.72 0.41 0.33 0.00 39.74 160.93 0.73 0.41 0.33 0.00 39.78 156.87 0.69 0.42 0.33 0.00 39.85 148.66 0.60 0.55 0.32 0.00 39.90 136.82 0.50 0.59 0.32 0.00 39.97 128.42 0.43 0.61 0.32 0.01 40.04 127.31 0.43 0.62 0.32 0.01 40.12 124.90 0.41 0.62 0.32 0.01 40.20 118.17 0.37 0.65 0.32 0.01 40.23 110.49 0.32 0.69 0.32 0.00 40.30 109.89 0.32 0.69 0.32 0.01 40.36 119.69 0.38 0.64 0.32 0.00 40.44 131.15 0.45 0.59 0.31 0.01 40.50 137.00 0.50 0.57 0.31 0.00 40.60 133.72 0.47 0.57 0.31 0.01 40.65 131.72 0.46 0.58 0.31 0.00 40.70 135.92 0.49 0.56 0.31 0.00 40.76 138.56 0.51 0.55 0.31 0.00 40.86 141.08 0.53 0.54 0.31 0.01 40.91 142.74 0.55 0.54 0.31 0.00 40.95 144.06 0.56 0.53 0.31 0.00 41.06 145.09 0.57 0.52 0.30 0.01 41.10 147.15 0.59 0.53 0.30 0.00 41.16 149.82 0.61 0.51 0.30 0.00 41.23 153.51 0.65 0.40 0.30 0.00 41.32 156.72 0.69 0.39 0.30 0.00 41.36 158.86 0.71 0.38 0.30 0.00 41.42 159.14 0.71 0.38 0.30 0.00 41.52 159.20 0.71 0.38 0.30 0.00 41.57 158.64 0.71 0.38 0.30 0.00 41.62 156.83 0.69 0.38 0.29 0.00 41.68 153.49 0.65 0.39 0.29 0.00 41.74 150.35 0.62 0.49 0.29 0.00 41.83 149.11 0.61 0.49 0.29 0.01 41.90 149.29 0.61 0.49 0.29 0.00 41.98 150.11 0.62 0.49 0.29 0.00 42.02 151.11 0.63 0.48 0.29 0.00 42.08 151.92 0.63 0.47 0.29 0.00 42.17 153.20 0.65 0.47 0.29 0.00 42.24 154.66 0.66 0.38 0.28 0.00 42.28 157.57 0.69 0.37 0.28 0.00 42.34 161.82 0.74 0.35 0.28 0.00 42.42 166.53 0.80 0.27 0.28 0.00 42.49 169.84 0.84 0.26 0.28 0.00 42.53 171.50 0.86 0.20 0.28 0.00 42.59 172.86 0.88 0.19 0.28 0.00 42.70 175.09 0.91 0.19 0.28 0.00 42.74 177.32 0.94 0.19 0.28 0.00 42.79 178.61 0.95 0.14 0.27 0.00 42.90 178.06 0.95 0.18 0.27 0.00 42.94 176.01 0.92 0.18 0.27 0.00 43.00 173.48 0.88 0.19 0.27 0.00 43.05 169.87 0.84 0.25 0.27 0.00 43.15 166.75 0.80 0.26 0.27 0.00 43.20 163.32 0.76 0.27 0.27 0.00 43.25 157.17 0.69 0.35 0.27 0.00 43.35 152.89 0.65 0.44 0.27 0.01 43.39 149.86 0.61 0.45 0.26 0.00 43.45 150.12 0.62 0.44 0.26 0.00 43.54 148.30 0.60 0.45 0.26 0.01 43.60 144.77 0.57 0.45 0.26 0.00 43.65 140.28 0.53 0.46 0.26 0.00 43.71 134.41 0.48 0.48 0.26 0.00 43.81 129.02 0.44 0.49 0.26 0.01 43.86 124.47 0.41 0.50 0.26 0.00 43.91 121.24 0.38 0.51 0.26 0.00 43.98 119.23 0.37 0.51 0.25 0.00 44.06 119.43 0.37 0.51 0.25 0.00 44.11 123.90 0.40 0.49 0.25 0.00 44.21 129.38 0.44 0.47 0.25 0.01 44.25 135.56 0.49 0.46 0.25 0.00 44.30 140.36 0.53 0.44 0.25 0.00 44.36 145.49 0.57 0.43 0.25 0.00 44.43 149.79 0.61 0.42 0.25 0.00 44.51 151.56 0.63 0.41 0.25 0.00 44.57 150.63 0.62 0.41 0.24 0.00 44.67 148.22 0.60 0.42 0.24 0.00 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 29 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-2 Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qto,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 44.69 144.06 0.56 0.42 0.24 0.00 44.77 138.70 0.51 0.43 0.24 0.00 44.83 135.91 0.49 0.44 0.24 0.00 44.92 141.26 0.54 0.42 0.24 0.00 44.97 144.69 0.57 0.41 0.24 0.00 45.02 146.12 2.00 0.00 0.24 0.00 45.12 141.42 2.00 0.00 0.24 0.00 45.18 130.80 2.00 0.00 0.23 0.00 45.22 112.80 2.00 0.00 0.23 0.00 45.29 104.98 2.00 0.00 0.23 0.00 45.38 115.61 2.00 0.00 0.23 0.00 45.43 127.37 2.00 0.00 0.23 0.00 45.48 132.00 2.00 0.00 0.23 0.00 45.55 132.31 2.00 0.00 0.23 0.00 45.61 132.13 2.00 0.00 0.23 0.00 45.67 131.05 2.00 0.00 0.23 0.00 45.76 129.49 2.00 0.00 0.22 0.00 45.82 119.02 2.00 0.00 0.22 0.00 45.93 104.15 2.00 0.00 0.22 0.00 45.98 93.67 2.00 0.00 0.22 0.00 46.03 90.98 2.00 0.00 0.22 0.00 46.08 90.27 2.00 0.00 0.22 0.00 46.13 89.83 2.00 0.00 0.22 0.00 46.21 89.49 2.00 0.00 0.22 0.00 46.28 90.39 2.00 0.00 0.22 0.00 46.33 97.19 2.00 0.00 0.21 0.00 46.44 108.00 2.00 0.00 0.21 0.00 46.49 119.20 2.00 0.00 0.21 0.00 46.53 122.39 2.00 0.00 0.21 0.00 46.59 121.80 2.00 0.00 0.21 0.00 46.68 119.70 2.00 0.00 0.21 0.00 46.75 117.23 2.00 0.00 0.21 0.00 46.84 115.54 2.00 0.00 0.21 0.00 46.90 114.82 2.00 0.00 0.21 0.00 46.94 113.70 2.00 0.00 0.20 0.00 47.01 111.48 2.00 0.00 0.20 0.00 47.10 108.61 2.00 0.00 0.20 0.00 47.12 101.74 2.00 0.00 0.20 0.00 47.20 95.15 2.00 0.00 0.20 0.00 47.27 88.88 2.00 0.00 0.20 0.00 47.35 88.22 2.00 0.00 0.20 0.00 47.40 89.52 2.00 0.00 0.20 0.00 47.45 92.83 2.00 0.00 0.20 0.00 47.51 97.24 2.00 0.00 0.19 0.00 47.60 101.89 2.00 0.00 0.19 0.00 47.66 105.73 2.00 0.00 0.19 0.00 47.71 109.66 2.00 0.00 0.19 0.00 47.80 111.84 2.00 0.00 0.19 0.00 47.86 113.66 2.00 0.00 0.19 0.00 47.91 113.81 2.00 0.00 0.19 0.00 47.97 114.08 2.00 0.00 0.19 0.00 48.07 114.17 2.00 0.00 0.19 0.00 48.11 113.42 2.00 0.00 0.18 0.00 48.17 111.61 2.00 0.00 0.18 0.00 48.25 108.83 2.00 0.00 0.18 0.00 48.30 104.69 2.00 0.00 0.18 0.00 48.37 100.15 2.00 0.00 0.18 0.00 48.46 96.20 2.00 0.00 0.18 0.00 48.52 94.09 2.00 0.00 0.18 0.00 48.57 92.93 2.00 0.00 0.18 0.00 48.62 90.55 2.00 0.00 0.18 0.00 48.72 87.72 2.00 0.00 0.17 0.00 48.77 84.29 2.00 0.00 0.17 0.00 48.83 81.83 2.00 0.00 0.17 0.00 48.92 80.07 2.00 0.00 0.17 0.00 48.97 79.67 2.00 0.00 0.17 0.00 49.03 80.42 2.00 0.00 0.17 0.00 49.12 81.55 2.00 0.00 0.17 0.00 49.15 83.12 2.00 0.00 0.17 0.00 49.23 84.77 2.00 0.00 0.17 0.00 49.28 88.92 2.00 0.00 0.16 0.00 49.38 93.26 2.00 0.00 0.16 0.00 49.42 98.34 2.00 0.00 0.16 0.00 49.48 101.08 2.00 0.00 0.16 0.00 49.57 102.54 2.00 0.00 0.16 0.00 49.64 102.09 2.00 0.00 0.16 0.00 49.68 98.69 2.00 0.00 0.16 0.00 49.74 92.30 2.00 0.00 0.16 0.00 49.83 84.61 2.00 0.00 0.16 0.00 49.90 77.79 2.00 0.00 0.15 0.00 49.94 73.01 2.00 0.00 0.15 0.00 50.01 70.44 2.00 0.00 0.15 0.00 Total estimated settlement: 1.52 Abbreviations Qtn,cs: Equivalent clean sand normalized cone resistance FS: Factor of safety against liquefaction ev (%): Post -liquefaction volumentric strain DF: ev depth weighting factor Settlement: Calculated settlement CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:02 AM 30 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq ,Inc. 1548 548 N. N. Maple Street Corona, CA 92878 G E O T E K 951-710-1160, www.geotekusa.com Project title : Capistrano Project - Tract 31910 Location: La Quinta, CA CPT file: CPT-3 Input parameters and analysis data Analysis method: NCEER (1998) G.W.T. (in -situ): 34.00 ft Use fill: No Clay like behavior Fines correction method: NCEER (1998) G.W.T. (earthq.): 23.00 ft Fill height: N/A applied: Sands only Points to test: Based on Ic value Average results interval: 3 Fill weight: N/A Limit depth applied: Yes Earthquake magnitude Mw: 7.22 Ic cut-off value: 2.60 Trans. detect. applied: Yes Limit depth: 60.00 ft Peak ground acceleration: 0.68 Unit weight calculation: Based on SBT K, applied: Yes MSF method: Method based Cone resistance Friction Ratio SBTn Plot CRR plot FS Plot 0 2 4 6 8 10 12 14 16 18 20 22 r 24 go- 26 0 28 30 32 34 36 38 40 42 44 46 48 50 0.8 0.7 0.6 U) (n 0.5 O m 0.4 V) V) v J--� Cn 0.3 u T U 0.2 0.1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 200 400 0 2 4 6 8 10 1 2 3 qt (tsf) Rf (%) Ic (Robertson 1990) Mw=71/2, sigma'=1 atm base curve Liquefaction 1,0 ro ro N C 1 O o t5 W C a U N N_ o Z 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 0 0.2 0.4 0.6 0 0.5 1 1.5 2 CRR & CSR Factor of safety 1 0.1 1 10 Normalized friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone Az: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening 0 20 40 60 80 100 120 140 160 180 200 Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, Qtn, Cs brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 31 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 1,000 (3) c 100 iu C O U1 c W Q a U a� N 10 E O z ♦ 4M 0 Liquefaction analysis summary plots 0.8 0.7 0.6 0.5 O 0.4 Ln U 0.3 T U 0.2 0.1 0 12.0 11.0 10.0 1= N 9.0 O 8.0 7.0 O 6.0 QJ 6 5.0 w 0 4.0 Y 3.0 2.0 1.0 0.0 1 10 0 20 40 60 80 100 120 140 160 180 200 0 1 2 3 4 5 6 7 8 9 10 Normalized friction ratio (%) Qtn,cs Thickness of surface layer, H1(m) Input parameters and analysis data Analysis method: NCEER (1998) Depth to water table (erthq.): 23.00 ft Fill weight: N/A Fines correction method: NCEER (1998) Average results interval: 3 Transition detect. applied: Yes Points to test: Based on Ic value Ic cut-off value: 2.60 KQ applied: Yes Earthquake magnitude M.: 7.22 Unit weight calculation: Based on SBT Clay like behavior applied: Sands only Peak ground acceleration: 0.68 Use fill: No Limit depth applied: Yes Depth to water table (insitu): 34.00 ft Fill height: N/A Limit depth: 60.00 ft CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 32 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward La Mont CPT name: CPT-3 0 z 4 6 8 10 12 14 16 18 20 22 L 24 QJ 26 28 30 32 34 36 38 40 42 44 46 48 50 Estimation of post -earthquake settlements Cone resistance SBTn Plot FS Plot Strain plot Vertical settlements 0 2 4 6 8 10 1� 12 14 16 18 20 22 24 W z6 z8 30 32 34 36 38 40 42 44 > 46 48 50 100 200 300 400 50( 1 2 3 4 qt (tsf) Ic (Robertson 1990) s Q QJ 0 Abbreviations qt: Total cone resistance (cone resistance qc corrected for pore water effects) Ic: Soil Behaviour Type Index FS: Calculated Factor of Safety against liquefaction Volumentric strain: Post -liquefaction volumentric strain 0 0.5 1 1.5 2 Factor of safety s Q W 0 0 0 z 2 4 4 6 6- 8— ! 8 l0 10 l2 12 i l4 I 14 l6 I 16 I l8 1 18 ?0 1 20 ?2 ! 22 24 � 24 26 C 26 28 28 30 30 32 32 34 34 36 36 38 38 10 40 12 42 14 344 16 46 18 48 i0 50 0 1 2 3 4 5 6 0 0.5 1 1.5 Volumentric strain (%) Settlement (in) CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 33 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.dq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement of dry sands :: Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 0.10 1.79 56.03 1.00 56.03 11 301 0.52 0.001 0.00 12.65 0.00 0.000 0.14 1.75 67.34 1.00 67.34 13 346 0.52 0.001 0.00 12.65 0.00 0.000 0.20 1.71 90.20 1.00 90.20 17 438 0.52 0.001 0.00 12.65 0.00 0.000 0.27 1.71 115.75 1.00 116.03 22 563 0.52 0.001 0.00 12.65 0.00 0.000 0.35 1.61 168.04 1.00 168.04 30 723 0.52 0.001 0.00 12.65 0.00 0.000 0.41 1.56 233.08 1.00 233.08 41 937 0.52 0.001 0.00 12.65 0.00 0.000 0.50 1.47 320.75 1.00 320.75 56 1161 0.52 0.001 0.00 12.65 0.00 0.000 0.55 1.42 409.66 1.00 409.66 70 1387 0.52 0.001 0.00 12.65 0.00 0.000 0.60 1.36 512.43 1.00 512.43 86 1605 0.52 0.001 0.00 12.65 0.00 0.000 0.66 1.34 599.38 1.00 599.38 100 1838 0.52 0.001 0.00 12.65 0.00 0.000 0.75 1.33 684.55 1.00 684.55 113 2054 0.52 0.001 0.00 12.65 0.00 0.000 0.81 1.32 739.48 1.00 739.48 122 2216 0.52 0.001 0.00 12.65 0.00 0.000 0.86 1.32 781.71 1.00 781.71 129 2338 0.52 0.001 0.00 12.65 0.00 0.000 0.96 1.33 794.07 1.00 794.07 132 2411 0.52 0.001 0.00 12.65 0.00 0.000 1.01 1.35 794.49 1.00 794.49 132 2453 0.52 0.001 0.00 12.65 0.00 0.000 1.06 1.37 781.36 1.00 781.36 131 2478 0.52 0.001 0.00 12.65 0.00 0.000 1.12 1.36 755.46 1.00 755.46 126 2365 0.52 0.001 0.00 12.65 0.00 0.000 1.21 1.35 722.95 1.00 722.95 120 2224 0.52 0.002 0.00 12.65 0.00 0.000 1.25 1.33 686.56 1.00 686.56 114 2066 0.52 0.002 0.00 12.65 0.00 0.000 1.32 1.35 629.27 1.00 629.27 105 1954 0.52 0.002 0.00 12.65 0.00 0.000 1.42 1.51 460.86 1.00 460.86 81 1737 0.52 0.003 0.00 12.65 0.00 0.000 1.47 1.74 280.71 1.08 301.86 57 1432 0.52 0.003 0.00 12.65 0.00 0.000 1.52 2.13 138.29 1.47 203.27 45 1152 0.52 0.004 0.00 12.65 0.00 0.000 1.58 2.15 123.13 1.51 185.71 41 1053 0.52 0.005 0.00 12.65 0.00 0.000 1.67 2.07 132.71 1.37 182.27 39 1017 0.52 0.006 0.00 12.65 0.00 0.000 1.72 1.98 145.46 1.29 187.60 39 997 0.52 0.006 0.00 12.65 0.00 0.000 1.78 1.93 162.71 1.25 204.10 41 1045 0.52 0.006 0.00 12.65 0.00 0.000 1.87 1.87 186.63 1.22 227.14 45 1118 0.52 0.006 0.00 12.65 0.00 0.000 1.93 1.80 224.01 1.15 257.80 50 1223 0.52 0.005 0.00 12.65 0.00 0.000 1.98 1.85 216.00 1.20 258.59 51 1253 0.52 0.005 0.00 12.65 0.00 0.000 2.04 1.74 282.39 1.06 299.15 57 1424 0.52 0.005 0.00 12.65 0.00 0.000 2.14 1.68 336.01 1.00 336.01 62 1582 0.52 0.004 0.00 12.65 0.00 0.000 2.17 1.59 433.03 1.00 433.03 78 1808 0.52 0.004 0.00 12.65 0.00 0.000 2.24 1.60 451.53 1.00 451.53 82 1927 0.52 0.004 0.00 12.65 0.00 0.000 2.32 1.63 466.76 1.00 466.76 85 2055 0.52 0.004 0.00 12.65 0.00 0.000 2.39 1.65 476.82 1.00 476.82 87 2151 0.52 0.003 0.00 12.65 0.00 0.000 2.43 1.66 489.76 1.00 489.76 90 2244 0.52 0.003 0.00 12.65 0.00 0.000 2.54 1.67 498.62 1.00 498.62 92 2319 0.52 0.003 0.00 12.65 0.00 0.000 2.59 1.69 503.54 1.00 503.54 94 2384 0.52 0.003 0.00 12.65 0.00 0.000 2.64 1.70 497.93 1.00 497.93 93 2412 0.52 0.003 0.00 12.65 0.00 0.000 2.70 1.73 482.83 1.05 506.02 95 2417 0.52 0.003 0.00 12.65 0.00 0.000 2.79 1.76 461.25 1.10 506.74 97 2396 0.52 0.004 0.00 12.65 0.00 0.000 2.84 1.78 440.25 1.13 499.44 96 2363 0.52 0.004 0.00 12.65 0.00 0.000 2.89 1.78 432.63 1.13 488.88 94 2312 0.52 0.004 0.00 12.65 0.00 0.000 2.99 1.77 428.77 1.11 477.66 91 2257 0.52 0.004 0.00 12.65 0.00 0.000 3.03 1.74 431.89 1.07 463.10 88 2198 0.52 0.004 0.00 12.65 0.00 0.000 3.11 1.73 434.61 1.04 452.17 85 2165 0.52 0.005 0.00 12.65 0.00 0.000 3.16 1.69 451.19 1.00 451.19 84 2159 0.52 0.005 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 34 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 3.26 1.67 468.92 1.00 468.92 87 2177 0.52 0.005 0.00 12.65 0.00 0.000 3.31 1.66 482.43 1.00 482.43 89 2199 0.52 0.005 0.00 12.65 0.00 0.000 3.36 1.67 475.80 1.00 475.80 88 2201 0.52 0.005 0.00 12.65 0.00 0.000 3.42 1.70 451.63 1.00 451.63 84 2172 0.52 0.005 0.00 12.65 0.00 0.000 3.49 1.74 415.10 1.07 444.87 84 2112 0.52 0.005 0.00 12.65 0.00 0.000 3.56 1.78 381.63 1.13 431.76 83 2042 0.52 0.006 0.00 12.65 0.00 0.000 3.61 1.83 341.98 1.19 405.36 79 1949 0.52 0.006 0.00 12.65 0.00 0.000 3.71 1.88 310.47 1.22 379.08 75 1873 0.52 0.007 0.00 12.65 0.00 0.000 3.75 1.92 281.80 1.25 352.95 71 1804 0.52 0.007 0.00 12.65 0.00 0.000 3.82 1.95 265.01 1.27 336.66 69 1755 0.52 0.007 0.00 12.65 0.00 0.000 3.90 1.97 250.67 1.29 322.35 66 1707 0.52 0.008 0.00 12.65 0.00 0.000 3.97 1.99 239.35 1.30 310.89 64 1666 0.52 0.008 0.00 12.65 0.00 0.000 4.01 2.00 232.92 1.31 304.62 63 1644 0.52 0.009 0.00 12.65 0.00 0.000 4.07 2.01 227.26 1.32 299.80 63 1631 0.52 0.009 0.00 12.65 0.00 0.000 4.17 2.02 225.00 1.33 298.25 63 1629 0.52 0.009 0.00 12.65 0.00 0.000 4.22 2.03 221.26 1.34 295.96 62 1628 0.52 0.009 0.00 12.65 0.00 0.000 4.27 2.03 223.31 1.34 298.19 63 1638 0.52 0.009 0.00 12.65 0.00 0.000 4.37 2.03 225.07 1.34 300.49 63 1650 0.52 0.009 0.00 12.65 0.00 0.000 4.42 2.01 234.37 1.32 309.06 65 1681 0.52 0.009 0.00 12.65 0.00 0.000 4.47 2.00 243.76 1.31 318.57 66 1718 0.52 0.009 0.00 12.65 0.00 0.000 4.55 1.99 251.22 1.30 326.43 68 1750 0.52 0.009 0.00 12.65 0.00 0.000 4.63 1.99 253.71 1.30 329.63 68 1767 0.52 0.009 0.00 12.65 0.00 0.000 4.67 2.00 250.53 1.30 326.58 68 1756 0.52 0.009 0.00 12.65 0.00 0.000 4.73 1.98 245.11 1.29 317.41 66 1695 0.52 0.010 0.00 12.65 0.00 0.000 4.81 1.98 239.45 1.29 308.77 64 1641 0.52 0.011 0.00 12.65 0.00 0.000 4.88 1.97 235.62 1.28 302.04 62 1593 0.52 0.011 0.00 12.65 0.00 0.000 4.92 1.97 233.31 1.28 299.48 62 1583 0.52 0.011 0.00 12.65 0.00 0.000 5.03 1.96 232.91 1.28 297.44 61 1562 0.52 0.012 0.00 12.65 0.00 0.000 5.08 1.95 232.57 1.27 295.48 60 1541 0.52 0.012 0.00 12.65 0.00 0.000 5.14 1.95 233.23 1.27 295.59 60 1536 0.52 0.012 0.00 12.65 0.00 0.000 5.19 1.94 235.34 1.27 297.85 61 1545 0.52 0.012 0.00 12.65 0.00 0.000 5.28 1.95 237.19 1.27 300.88 61 1565 0.52 0.012 0.00 12.65 0.00 0.000 5.34 1.96 236.13 1.28 301.73 62 1585 0.52 0.012 0.00 12.65 0.00 0.000 5.39 1.98 230.51 1.29 298.29 62 1592 0.52 0.012 0.00 12.65 0.00 0.000 5.49 2.00 224.98 1.31 294.34 61 1589 0.52 0.013 0.00 12.65 0.00 0.000 5.54 2.02 220.13 1.32 290.73 61 1583 0.52 0.013 0.00 12.65 0.00 0.000 5.61 2.03 216.52 1.33 288.37 61 1581 0.52 0.013 0.00 12.65 0.00 0.000 5.64 2.04 211.53 1.35 285.42 60 1579 0.52 0.013 0.00 12.65 0.00 0.000 5.72 2.06 207.36 1.36 283.01 60 1575 0.52 0.014 0.00 12.65 0.00 0.000 5.80 2.07 203.08 1.38 280.00 60 1565 0.52 0.014 0.00 12.65 0.00 0.000 5.85 2.07 199.44 1.38 275.99 59 1545 0.52 0.014 0.00 12.65 0.00 0.000 5.95 2.07 197.28 1.38 272.80 58 1527 0.52 0.015 0.00 12.65 0.00 0.000 5.98 2.07 196.95 1.38 270.87 58 1513 0.52 0.015 0.00 12.65 0.00 0.000 6.05 2.06 197.85 1.37 270.71 58 1508 0.52 0.015 0.00 12.65 0.00 0.000 6.10 2.06 197.75 1.36 269.54 57 1499 0.52 0.016 0.00 12.65 0.00 0.000 6.18 2.06 193.23 1.37 264.80 56 1477 0.51 0.016 0.00 12.65 0.00 0.000 6.25 2.08 183.16 1.40 255.76 55 1436 0.51 0.017 0.01 12.65 0.00 0.000 6.35 2.11 171.69 1.43 246.35 54 1392 0.51 0.018 0.01 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 35 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,eo Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 6.39 2.13 162.29 1.47 238.88 52 1354 0.51 0.019 0.01 12.65 0.01 0.000 6.43 2.15 154.75 1.50 232.67 51 1319 0.51 0.020 0.01 12.65 0.01 0.000 6.50 2.18 143.53 1.56 224.52 50 1269 0.51 0.022 0.01 12.65 0.01 0.000 6.60 2.21 132.11 1.64 216.16 49 1213 0.51 0.024 0.01 12.65 0.01 0.000 6.66 2.23 122.96 1.69 208.39 48 1161 0.51 0.027 0.01 12.65 0.01 0.000 6.71 2.25 115.95 1.74 202.08 46 1117 0.51 0.029 0.01 12.65 0.01 0.000 6.76 2.27 107.13 1.80 193.31 45 1058 0.51 0.032 0.01 12.65 0.01 0.000 6.87 2.29 98.53 1.88 184.81 43 999 0.51 0.037 0.01 12.65 0.01 0.000 6.91 2.29 92.49 1.89 175.15 41 944 0.51 0.042 0.02 12.65 0.01 0.000 6.97 2.30 88.31 1.91 168.46 40 905 0.51 0.047 0.02 12.65 0.02 0.000 7.06 2.30 84.76 1.93 163.43 38 875 0.51 0.052 0.02 12.65 0.02 0.000 7.11 2.31 81.40 1.97 160.60 38 853 0.51 0.056 0.03 12.65 0.02 0.000 7.17 2.32 79.72 2.00 159.75 38 843 0.51 0.059 0.03 12.65 0.02 0.000 7.25 2.32 78.61 2.02 158.57 38 835 0.51 0.061 0.03 12.65 0.02 0.000 7.32 2.32 78.31 2.00 156.96 37 829 0.51 0.064 0.03 12.65 0.02 0.000 7.37 2.32 77.92 2.00 155.87 37 823 0.51 0.065 0.03 12.65 0.03 0.000 7.42 2.33 76.86 2.03 156.12 37 820 0.51 0.067 0.03 12.65 0.03 0.000 7.53 2.34 74.93 2.10 157.14 38 815 0.51 0.070 0.03 12.65 0.03 0.000 7.57 2.35 73.40 2.15 157.77 38 810 0.51 0.071 0.03 12.65 0.03 0.000 7.61 2.35 72.53 2.15 155.79 38 801 0.51 0.075 0.04 12.65 0.03 0.000 7.73 2.32 72.66 2.00 145.14 34 767 0.51 0.087 0.05 12.65 0.04 0.001 7.78 2.27 73.61 1.82 134.22 31 732 0.51 0.102 0.06 12.65 0.05 0.000 7.83 2.23 74.97 1.69 126.78 29 708 0.51 0.115 0.07 12.65 0.06 0.000 7.88 2.22 76.28 1.67 127.30 29 717 0.51 0.111 0.07 12.65 0.06 0.000 7.98 2.22 76.58 1.67 128.15 29 727 0.51 0.109 0.07 12.65 0.06 0.001 8.02 2.23 75.28 1.71 128.38 29 726 0.51 0.110 0.07 12.65 0.06 0.000 8.08 2.26 72.42 1.77 128.52 30 718 0.51 0.116 0.07 12.65 0.06 0.000 8.14 2.25 72.79 1.76 127.87 29 721 0.51 0.116 0.07 12.65 0.06 0.000 8.25 2.23 74.62 1.70 127.01 29 732 0.51 0.113 0.07 12.65 0.06 0.001 8.29 2.21 77.93 1.63 127.01 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.35 2.21 77.42 1.65 127.46 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.41 2.22 75.96 1.68 127.39 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.50 2.24 73.98 1.71 126.66 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.54 2.24 72.52 1.73 125.78 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.61 2.26 70.57 1.77 124.97 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.70 2.27 68.00 1.82 123.87 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.76 2.29 65.52 1.87 122.84 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.81 2.30 63.51 1.91 121.47 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.86 2.31 61.41 1.95 119.98 0 0 0.51 0.000 0.00 12.65 0.00 0.000 8.96 2.32 59.18 2.00 118.49 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.00 2.33 57.25 2.05 117.46 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.07 2.34 55.18 2.10 115.77 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.17 2.36 52.61 2.17 114.25 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.21 2.37 50.58 2.23 112.93 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.26 2.39 48.28 2.32 112.07 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.37 2.40 46.08 2.39 110.02 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.42 2.41 44.19 2.44 108.00 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.46 2.42 42.81 2.48 106.30 0 0 0.51 0.000 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 36 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 9.52 2.43 41.24 2.54 104.59 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.62 2.44 39.37 2.62 103.24 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.67 2.46 37.90 2.70 102.14 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.73 2.47 36.64 2.78 101.95 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.78 2.48 35.67 2.83 100.92 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.88 2.48 34.72 2.88 99.86 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.93 2.49 34.18 2.89 98.90 0 0 0.51 0.000 0.00 12.65 0.00 0.000 9.98 2.49 33.77 2.91 98.37 0 0 0.51 0.000 0.00 12.65 0.00 0.000 10.05 2.49 33.46 2.92 97.60 25 494 0.51 0.976 0.74 12.65 0.57 0.005 10.13 2.49 33.05 2.92 96.64 25 491 0.51 1.026 0.79 12.65 0.61 0.006 10.19 2.49 32.77 2.92 95.53 25 488 0.51 1.075 0.84 12.65 0.65 0.005 10.28 2.49 32.48 2.93 95.32 24 489 0.51 1.095 0.86 12.65 0.66 0.007 10.33 2.49 32.84 2.92 95.73 25 494 0.51 1.039 0.81 12.65 0.62 0.004 10.38 2.49 34.20 2.89 98.88 25 515 0.51 0.841 0.63 12.65 0.48 0.003 10.48 2.47 36.33 2.79 101.40 26 541 0.51 0.658 0.48 12.65 0.37 0.004 10.51 2.44 40.59 2.59 104.95 26 584 0.51 0.453 0.33 12.65 0.25 0.001 10.59 2.38 46.59 2.29 106.70 26 635 0.51 0.314 0.23 12.65 0.17 0.002 10.64 2.33 55.12 2.04 112.43 27 711 0.51 0.201 0.14 12.65 0.11 0.001 10.73 2.25 65.10 1.76 114.51 26 776 0.51 0.148 0.11 12.65 0.08 0.001 10.79 2.17 75.06 1.56 116.73 26 825 0.51 0.122 0.09 12.65 0.07 0.000 10.83 2.05 87.71 1.35 118.67 25 841 0.51 0.116 0.09 12.65 0.07 0.000 10.91 1.96 101.18 1.28 129.08 26 882 0.51 0.101 0.07 12.65 0.05 0.000 10.99 1.89 116.03 1.23 143.05 29 946 0.51 0.084 0.05 12.65 0.04 0.000 11.05 1.89 127.50 1.23 156.46 31 1033 0.51 0.067 0.04 12.65 0.03 0.000 11.09 1.89 136.82 1.23 168.68 34 1122 0.51 0.056 0.03 12.65 0.02 0.000 11.20 1.90 145.47 1.24 179.85 36 1207 0.51 0.048 0.02 12.65 0.02 0.000 11.25 1.89 157.14 1.23 193.70 39 1299 0.51 0.042 0.02 12.65 0.01 0.000 11.32 1.88 168.82 1.22 206.64 41 1381 0.51 0.037 0.02 12.65 0.01 0.000 11.40 1.88 177.73 1.22 217.19 43 1456 0.51 0.034 0.01 12.65 0.01 0.000 11.44 1.88 184.37 1.22 225.55 45 1517 0.51 0.032 0.01 12.65 0.01 0.000 11.50 1.88 188.76 1.22 231.15 46 1561 0.51 0.031 0.01 12.65 0.01 0.000 11.55 1.88 192.61 1.22 235.79 47 1596 0.51 0.030 0.01 12.65 0.01 0.000 11.62 1.88 193.19 1.23 236.98 47 1613 0.51 0.029 0.01 12.65 0.01 0.000 11.70 1.89 191.55 1.23 235.65 47 1616 0.51 0.030 0.01 12.65 0.01 0.000 11.75 1.90 185.54 1.24 230.09 46 1596 0.51 0.030 0.01 12.65 0.01 0.000 11.82 1.93 174.30 1.26 219.34 45 1552 0.51 0.032 0.01 12.65 0.01 0.000 11.91 1.97 161.12 1.28 206.50 42 1499 0.51 0.034 0.01 12.65 0.01 0.000 11.96 2.01 147.50 1.31 193.48 40 1438 0.51 0.037 0.02 12.65 0.01 0.000 12.01 2.03 136.21 1.33 181.80 38 1370 0.51 0.041 0.02 12.65 0.01 0.000 12.10 2.04 127.32 1.35 171.74 36 1308 0.51 0.046 0.02 12.65 0.02 0.000 12.16 2.04 123.25 1.34 165.27 35 1259 0.51 0.050 0.03 12.65 0.02 0.000 12.21 2.02 122.59 1.33 162.87 34 1238 0.51 0.052 0.03 12.65 0.02 0.000 12.28 2.01 123.16 1.32 162.15 34 1229 0.51 0.053 0.03 12.65 0.02 0.000 12.37 2.00 124.16 1.31 162.24 34 1228 0.51 0.054 0.03 12.65 0.02 0.000 12.41 1.99 126.12 1.30 163.41 34 1230 0.51 0.054 0.03 12.65 0.02 0.000 12.48 1.97 126.92 1.29 163.42 34 1227 0.51 0.055 0.03 12.65 0.02 0.000 12.57 1.97 126.55 1.28 162.18 33 1217 0.51 0.056 0.03 12.65 0.02 0.000 12.64 1.96 125.18 1.28 160.14 33 1204 0.51 0.058 0.03 12.65 0.02 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 37 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,eo Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 12.67 1.97 123.03 1.28 157.79 32 1191 0.51 0.060 0.03 12.65 0.02 0.000 12.76 1.98 120.72 1.29 155.55 32 1185 0.51 0.061 0.03 12.65 0.03 0.000 12.82 1.98 119.32 1.29 154.12 32 1180 0.51 0.062 0.04 12.65 0.03 0.000 12.88 1.98 119.65 1.29 154.42 32 1185 0.51 0.062 0.04 12.65 0.03 0.000 12.93 1.98 121.54 1.29 156.59 32 1203 0.51 0.060 0.03 12.65 0.02 0.000 13.01 1.97 124.91 1.29 160.72 33 1238 0.51 0.057 0.03 12.65 0.02 0.000 13.08 1.97 128.41 1.29 165.15 34 1276 0.51 0.054 0.03 12.65 0.02 0.000 13.13 1.96 134.64 1.28 171.90 35 1320 0.51 0.050 0.03 12.65 0.02 0.000 13.23 1.95 139.81 1.27 177.29 36 1357 0.51 0.048 0.02 12.65 0.02 0.000 13.28 1.93 145.28 1.26 182.75 37 1388 0.51 0.046 0.02 12.65 0.02 0.000 13.32 1.93 146.48 1.26 183.93 37 1397 0.51 0.046 0.02 12.65 0.02 0.000 13.43 1.94 143.44 1.26 180.86 37 1387 0.51 0.047 0.02 12.65 0.02 0.000 13.48 1.95 138.01 1.27 175.35 36 1361 0.51 0.049 0.02 12.65 0.02 0.000 13.53 1.97 131.17 1.28 168.37 35 1325 0.51 0.052 0.03 12.65 0.02 0.000 13.59 2.00 121.85 1.30 158.99 33 1276 0.51 0.057 0.03 12.65 0.02 0.000 13.67 2.02 113.01 1.32 149.74 31 1221 0.51 0.063 0.04 12.65 0.03 0.000 13.73 2.04 104.85 1.35 141.27 30 1167 0.51 0.071 0.04 12.65 0.03 0.000 13.79 2.04 100.47 1.34 134.97 29 1116 0.51 0.080 0.05 12.65 0.04 0.000 13.85 2.05 97.01 1.36 131.47 28 1096 0.51 0.084 0.06 12.65 0.04 0.000 13.94 2.06 95.22 1.36 129.62 28 1087 0.51 0.087 0.06 12.65 0.04 0.000 13.99 2.05 97.34 1.36 132.42 28 1113 0.51 0.082 0.05 12.65 0.04 0.000 14.09 2.04 100.52 1.34 134.94 29 1131 0.51 0.080 0.05 12.65 0.04 0.000 14.14 2.07 96.68 1.38 133.32 29 1134 0.51 0.080 0.05 12.65 0.04 0.000 14.19 2.04 103.95 1.35 139.87 30 1179 0.51 0.073 0.05 12.65 0.03 0.000 14.29 2.01 111.99 1.32 147.46 31 1231 0.51 0.066 0.04 12.65 0.03 0.000 14.34 1.94 129.37 1.26 163.39 33 1307 0.51 0.058 0.03 12.65 0.02 0.000 14.39 1.92 137.36 1.25 171.37 35 1352 0.51 0.055 0.03 12.65 0.02 0.000 14.44 1.89 146.79 1.23 180.86 36 1408 0.51 0.051 0.02 12.65 0.02 0.000 14.54 1.87 156.98 1.21 190.65 38 1466 0.51 0.047 0.02 12.65 0.02 0.000 14.59 1.85 164.92 1.20 198.35 39 1516 0.51 0.044 0.02 12.65 0.01 0.000 14.64 1.84 171.98 1.19 204.41 40 1552 0.51 0.043 0.02 12.65 0.01 0.000 14.70 1.82 178.49 1.17 209.42 41 1582 0.51 0.041 0.02 12.65 0.01 0.000 14.79 1.80 184.70 1.15 213.11 41 1606 0.51 0.041 0.02 12.65 0.01 0.000 14.85 1.79 188.88 1.14 214.83 41 1619 0.51 0.040 0.02 12.65 0.01 0.000 14.90 1.78 190.51 1.13 214.39 41 1617 0.51 0.041 0.02 12.65 0.01 0.000 15.00 1.77 190.32 1.12 212.80 41 1611 0.51 0.041 0.02 12.65 0.01 0.000 15.05 1.77 190.20 1.11 211.13 40 1602 0.51 0.042 0.02 12.65 0.01 0.000 15.11 1.76 190.07 1.10 208.19 40 1585 0.50 0.043 0.02 12.65 0.01 0.000 15.19 1.75 189.16 1.08 204.14 39 1563 0.50 0.044 0.02 12.65 0.01 0.000 15.26 1.74 187.60 1.07 199.84 38 1538 0.50 0.046 0.02 12.65 0.01 0.000 15.30 1.74 184.16 1.07 197.09 37 1518 0.50 0.047 0.02 12.65 0.02 0.000 15.37 1.75 178.84 1.08 192.96 37 1487 0.50 0.050 0.02 12.65 0.02 0.000 15.46 1.76 171.54 1.09 187.64 36 1447 0.50 0.053 0.03 12.65 0.02 0.000 15.52 1.76 164.69 1.10 181.90 35 1404 0.50 0.056 0.03 12.65 0.02 0.000 15.56 1.78 156.25 1.13 176.26 34 1362 0.50 0.060 0.03 12.65 0.02 0.000 15.63 1.80 145.69 1.16 168.65 33 1313 0.50 0.066 0.04 12.65 0.02 0.000 15.71 1.83 134.56 1.19 159.63 31 1261 0.50 0.073 0.04 12.65 0.03 0.000 15.76 1.87 123.94 1.21 150.26 30 1210 0.50 0.081 0.05 12.65 0.03 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 38 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 15.82 1.90 114.39 1.24 141.28 28 1165 0.50 0.089 0.06 12.65 0.04 0.000 15.92 1.93 106.08 1.26 133.27 27 1129 0.50 0.098 0.07 12.65 0.05 0.001 15.97 1.95 100.75 1.27 128.10 26 1105 0.50 0.105 0.08 12.65 0.05 0.000 16.02 1.97 97.04 1.29 124.94 26 1097 0.50 0.107 0.08 12.65 0.05 0.000 16.12 2.00 93.72 1.31 122.45 25 1097 0.50 0.109 0.08 12.65 0.05 0.001 16.15 2.03 91.00 1.33 121.07 25 1103 0.50 0.107 0.08 12.65 0.05 0.000 16.22 2.05 89.72 1.35 121.34 26 1120 0.50 0.103 0.08 12.65 0.05 0.000 16.30 2.07 88.41 1.38 122.21 26 1143 0.50 0.099 0.07 12.65 0.05 0.000 16.37 2.09 87.56 1.41 123.52 27 1166 0.50 0.094 0.07 12.65 0.04 0.000 16.42 2.11 87.02 1.43 124.79 27 1185 0.50 0.091 0.06 12.65 0.04 0.000 16.47 2.12 87.24 1.45 126.45 28 1204 0.50 0.088 0.06 12.65 0.04 0.000 16.57 2.13 87.65 1.46 127.89 28 1224 0.50 0.085 0.06 12.65 0.04 0.000 16.60 2.13 88.89 1.46 129.96 28 1245 0.50 0.082 0.05 12.65 0.04 0.000 16.68 2.12 90.18 1.46 131.39 29 1263 0.50 0.080 0.05 12.65 0.03 0.000 16.73 2.12 91.70 1.45 132.77 29 1278 0.50 0.078 0.05 12.65 0.03 0.000 16.83 2.11 93.06 1.43 133.50 29 1288 0.50 0.077 0.05 12.65 0.03 0.000 16.88 2.10 94.09 1.42 133.34 29 1286 0.50 0.078 0.05 12.65 0.03 0.000 16.94 2.08 95.75 1.40 133.63 29 1286 0.50 0.078 0.05 12.65 0.03 0.000 17.00 2.06 98.72 1.36 134.55 29 1286 0.50 0.079 0.05 12.65 0.03 0.000 17.09 2.03 102.87 1.33 137.19 29 1298 0.50 0.078 0.05 12.65 0.03 0.000 17.13 1.99 109.62 1.30 142.19 29 1313 0.51 0.076 0.05 12.65 0.03 0.000 17.24 1.96 114.64 1.27 146.07 30 1324 0.51 0.075 0.05 12.65 0.03 0.000 17.31 1.91 122.47 1.24 152.32 31 1338 0.51 0.074 0.04 12.65 0.03 0.000 17.35 1.87 129.70 1.22 157.64 31 1346 0.51 0.073 0.04 12.65 0.03 0.000 17.41 1.82 139.03 1.18 163.38 32 1359 0.51 0.072 0.04 12.65 0.03 0.000 17.50 1.78 146.73 1.13 165.79 32 1367 0.51 0.071 0.04 12.65 0.03 0.000 17.56 1.75 152.95 1.09 165.98 32 1372 0.51 0.071 0.04 12.65 0.03 0.000 17.61 1.73 158.23 1.04 165.28 31 1381 0.51 0.070 0.04 12.65 0.03 0.000 17.66 1.71 162.55 1.02 165.03 31 1394 0.51 0.069 0.04 12.65 0.03 0.000 17.75 1.70 166.75 1.00 166.75 31 1413 0.51 0.068 0.04 12.65 0.03 0.000 17.81 1.70 169.77 1.00 169.77 32 1432 0.51 0.066 0.04 12.65 0.02 0.000 17.86 1.70 171.95 1.00 171.95 32 1452 0.51 0.064 0.04 12.65 0.02 0.000 17.91 1.70 173.32 1.00 173.32 32 1477 0.51 0.062 0.03 12.65 0.02 0.000 18.01 1.71 174.13 1.01 175.24 33 1502 0.51 0.061 0.03 12.65 0.02 0.000 18.05 1.72 173.91 1.03 178.54 34 1520 0.51 0.059 0.03 12.65 0.02 0.000 18.12 1.73 171.74 1.05 180.20 34 1526 0.51 0.059 0.03 12.65 0.02 0.000 18.18 1.75 166.63 1.08 180.74 34 1523 0.51 0.060 0.03 12.65 0.02 0.000 18.27 1.77 159.77 1.12 179.22 34 1512 0.51 0.061 0.03 12.65 0.02 0.000 18.31 1.82 146.78 1.17 172.31 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.42 1.87 133.79 1.21 162.40 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.47 1.92 119.63 1.25 149.89 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.52 1.96 112.13 1.28 143.11 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.57 2.01 106.01 1.31 139.12 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.68 2.05 102.59 1.35 138.77 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.72 2.10 98.26 1.42 139.93 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.78 2.16 92.60 1.53 141.42 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.87 2.22 85.82 1.67 143.56 0 0 0.51 0.000 0.00 12.65 0.00 0.000 18.90 2.30 76.94 1.91 146.86 0 0 0.51 0.000 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 39 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 18.98 2.37 68.19 2.21 150.38 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.05 2.42 61.32 2.50 153.50 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.13 2.44 58.94 2.59 152.53 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.18 2.43 59.25 2.52 149.29 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.23 2.38 62.13 2.29 142.20 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.32 2.31 67.71 1.97 133.46 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.39 2.23 74.43 1.70 126.85 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.43 2.17 80.90 1.54 124.92 0 0 0.51 0.000 0.00 12.65 0.00 0.000 19.49 2.13 85.25 1.46 124.52 0 0 0.52 0.000 0.00 12.65 0.00 0.000 19.58 2.10 87.71 1.42 124.22 0 0 0.52 0.000 0.00 12.65 0.00 0.000 19.64 2.08 87.40 1.40 122.05 0 0 0.52 0.000 0.00 12.65 0.00 0.000 19.74 2.08 85.18 1.40 118.88 0 0 0.52 0.000 0.00 12.65 0.00 0.000 19.80 2.09 82.85 1.40 115.82 25 1238 0.52 0.110 0.08 12.65 0.05 0.000 19.84 2.09 80.58 1.41 113.60 25 1220 0.52 0.115 0.09 12.65 0.06 0.000 19.89 2.11 78.34 1.43 111.90 24 1208 0.52 0.119 0.09 12.65 0.06 0.000 19.95 2.12 75.99 1.45 110.50 24 1200 0.52 0.122 0.10 12.65 0.06 0.000 20.05 2.14 73.84 1.48 109.51 24 1196 0.52 0.124 0.10 12.65 0.06 0.001 20.10 2.14 72.93 1.49 108.92 24 1192 0.52 0.126 0.10 12.65 0.06 0.000 20.15 2.14 72.63 1.49 108.06 24 1184 0.52 0.129 0.10 12.65 0.06 0.000 20.24 2.14 72.52 1.48 107.03 23 1176 0.52 0.132 0.11 12.65 0.07 0.001 20.30 2.13 72.39 1.47 106.07 23 1166 0.52 0.136 0.11 12.65 0.07 0.000 20.34 2.11 74.27 1.44 106.63 23 1170 0.52 0.135 0.11 12.65 0.07 0.000 20.45 2.09 76.47 1.41 107.77 23 1181 0.52 0.133 0.11 12.65 0.07 0.001 20.49 2.07 80.00 1.38 110.21 24 1198 0.52 0.128 0.11 12.65 0.06 0.000 20.55 2.05 83.19 1.36 113.12 24 1223 0.52 0.122 0.10 12.65 0.06 0.000 20.64 2.04 87.07 1.34 117.09 25 1260 0.52 0.113 0.09 12.65 0.05 0.001 20.71 2.03 90.28 1.34 120.85 25 1298 0.52 0.105 0.08 12.65 0.05 0.000 20.75 2.03 92.65 1.34 123.99 26 1333 0.52 0.098 0.07 12.65 0.04 0.000 20.80 2.04 94.58 1.34 126.66 27 1365 0.52 0.093 0.07 12.65 0.04 0.000 20.91 2.03 96.56 1.34 129.10 27 1394 0.52 0.089 0.06 12.65 0.04 0.000 20.95 2.03 98.12 1.33 130.91 28 1413 0.52 0.087 0.06 12.65 0.04 0.000 21.00 2.03 98.91 1.33 131.96 28 1426 0.52 0.085 0.06 12.65 0.03 0.000 21.11 2.03 98.89 1.34 132.28 28 1438 0.52 0.084 0.06 12.65 0.03 0.000 21.14 2.03 99.35 1.34 133.00 28 1448 0.52 0.083 0.06 12.65 0.03 0.000 21.21 2.03 99.92 1.34 133.63 28 1457 0.52 0.082 0.05 12.65 0.03 0.000 21.26 2.03 101.77 1.33 135.74 29 1479 0.52 0.080 0.05 12.65 0.03 0.000 21.36 2.03 103.44 1.33 137.84 29 1505 0.52 0.077 0.05 12.65 0.03 0.000 21.40 2.03 105.69 1.33 140.69 30 1537 0.52 0.074 0.05 12.65 0.03 0.000 21.47 2.03 107.02 1.33 142.75 30 1565 0.52 0.072 0.04 12.65 0.03 0.000 21.57 2.03 108.34 1.34 144.86 31 1596 0.52 0.069 0.04 12.65 0.02 0.000 21.62 2.04 109.43 1.34 146.77 31 1624 0.52 0.067 0.04 12.65 0.02 0.000 21.67 2.04 110.84 1.34 148.71 31 1648 0.52 0.065 0.04 12.65 0.02 0.000 21.72 2.04 112.67 1.34 150.94 32 1674 0.52 0.063 0.04 12.65 0.02 0.000 21.83 2.03 113.93 1.34 152.50 32 1695 0.52 0.062 0.04 12.65 0.02 0.000 21.87 2.03 114.77 1.34 153.68 32 1711 0.52 0.061 0.03 12.65 0.02 0.000 21.92 2.04 114.58 1.34 153.70 32 1716 0.52 0.061 0.03 12.65 0.02 0.000 22.03 2.04 114.24 1.34 153.21 32 1716 0.52 0.061 0.03 12.65 0.02 0.000 22.07 2.03 113.98 1.34 152.46 32 1707 0.52 0.062 0.04 12.65 0.02 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 40 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,eo Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 22.12 2.03 113.43 1.33 150.93 32 1684 0.52 0.064 0.04 12.65 0.02 0.000 22.23 2.02 112.44 1.32 148.97 31 1661 0.52 0.067 0.04 12.65 0.02 0.000 22.28 2.01 111.63 1.32 147.19 31 1636 0.52 0.069 0.04 12.65 0.02 0.000 22.33 2.01 111.29 1.31 146.06 30 1617 0.53 0.071 0.04 12.65 0.02 0.000 22.38 1.99 111.74 1.30 145.39 30 1596 0.53 0.073 0.04 12.65 0.03 0.000 22.48 1.98 112.39 1.29 144.95 30 1577 0.53 0.075 0.05 12.65 0.03 0.000 22.53 1.96 114.03 1.28 145.65 30 1565 0.53 0.077 0.05 12.65 0.03 0.000 22.58 1.95 115.98 1.27 146.92 30 1560 0.53 0.078 0.05 12.65 0.03 0.000 22.67 1.93 118.45 1.26 148.68 30 1560 0.53 0.078 0.05 12.65 0.03 0.000 22.74 1.91 120.55 1.25 150.16 30 1558 0.53 0.079 0.05 12.65 0.03 0.000 22.77 1.90 123.43 1.24 152.44 31 1562 0.53 0.078 0.05 12.65 0.03 0.000 22.89 1.88 125.65 1.22 153.91 31 1563 0.53 0.079 0.05 12.65 0.03 0.000 22.93 1.86 128.84 1.21 155.74 31 1556 0.53 0.080 0.05 12.65 0.03 0.000 22.99 1.84 131.17 1.19 156.74 31 1549 0.53 0.081 0.05 12.65 0.03 0.000 Total estimated settlement: 0.08 Abbreviations Qt.: Equivalent clean sand normalized cone resistance Kc: Fines correction factor Qtn,cs: Post -liquefaction volumentric strain Gmax: Small strain shear modulus CSR: Soil cyclic stress ratio y: Cyclic shear strain e,.1(15): Volumetric strain after 15 cycles N,: Equivalent number of cycles ev: Volumetric strain Settle.: Calculated settlement Post -earthquake settlement due to soil liquefaction Depth QW'�s FS ev (%) DF Settlement Depth Qtn,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 23.05 157.97 0.85 0.64 0.61 0.00 23.14 158.98 0.86 0.48 0.61 0.01 23.19 158.32 0.85 0.63 0.61 0.00 23.24 158.05 0.84 0.63 0.61 0.00 23.34 157.37 0.83 0.63 0.60 0.01 23.37 159.24 0.86 0.48 0.60 0.00 23.44 161.16 0.88 0.47 0.60 0.00 23.50 164.68 0.93 0.45 0.60 0.00 23.59 167.92 0.97 0.33 0.60 0.00 23.64 171.00 1.02 0.32 0.60 0.00 23.69 173.00 1.05 0.32 0.60 0.00 23.79 173.28 1.05 0.23 0.60 0.00 23.85 172.16 1.03 0.32 0.60 0.00 23.90 169.31 0.99 0.32 0.59 0.00 24.00 166.51 0.95 0.44 0.59 0.01 24.05 163.53 0.90 0.45 0.59 0.00 24.10 160.84 0.87 0.46 0.59 0.00 24.17 158.19 0.83 0.61 0.59 0.01 24.25 156.32 0.80 0.62 0.59 0.01 24.29 155.89 0.80 0.63 0.59 0.00 24.36 156.11 0.80 0.62 0.59 0.00 24.45 157.04 0.81 0.62 0.59 0.01 24.51 158.28 0.82 0.61 0.58 0.00 24.55 159.98 0.85 0.60 0.58 0.00 24.61 161.25 0.86 0.45 0.58 0.00 24.70 161.75 0.87 0.45 0.58 0.00 24.74 160.87 0.85 0.45 0.58 0.00 24.81 158.21 0.82 0.60 0.58 0.01 24.91 154.04 0.77 0.62 0.58 0.01 24.96 154.33 0.77 0.62 0.58 0.00 25.02 155.38 0.78 0.62 0.58 0.00 25.07 157.03 0.80 0.60 0.58 0.00 25.15 159.38 0.83 0.59 0.57 0.01 25.22 162.59 0.87 0.44 0.57 0.00 25.27 166.26 0.92 0.42 0.57 0.00 25.37 169.59 0.96 0.31 0.57 0.00 25.40 173.47 1.02 0.30 0.57 0.00 25.47 177.01 1.07 0.22 0.57 0.00 25.54 180.70 1.13 0.21 0.57 0.00 25.62 183.18 1.17 0.15 0.57 0.00 25.68 184.83 1.20 0.15 0.56 0.00 25.72 185.09 1.20 0.15 0.56 0.00 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 41 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qtn,cs FS e. (%) DF Settlement (ft) (in) (ft) (in) 25.81 183.96 1.18 0.15 0.56 0.00 25.88 181.78 1.14 0.21 0.56 0.00 25.92 177.95 1.08 0.21 0.56 0.00 25.99 171.71 0.98 0.30 0.56 0.00 26.08 162.91 0.86 0.42 0.56 0.00 26.14 153.94 0.75 0.74 0.56 0.00 26.18 139.29 0.59 0.99 0.56 0.01 26.25 131.68 0.52 1.03 0.56 0.01 26.33 123.01 0.45 1.09 0.55 0.01 26.39 134.12 2.00 0.00 0.55 0.00 26.49 131.17 2.00 0.00 0.55 0.00 26.53 126.73 2.00 0.00 0.55 0.00 26.59 121.97 2.00 0.00 0.55 0.00 26.66 118.05 2.00 0.00 0.55 0.00 26.74 116.57 2.00 0.00 0.55 0.00 26.79 116.27 2.00 0.00 0.55 0.00 26.85 115.88 2.00 0.00 0.54 0.00 26.94 115.81 2.00 0.00 0.54 0.00 26.99 118.11 2.00 0.00 0.54 0.00 27.05 122.93 2.00 0.00 0.54 0.00 27.11 128.86 2.00 0.00 0.54 0.00 27.19 134.73 2.00 0.00 0.54 0.00 27.25 138.76 2.00 0.00 0.54 0.00 27.30 143.21 2.00 0.00 0.54 0.00 27.40 147.39 2.00 0.00 0.54 0.00 27.45 151.82 2.00 0.00 0.53 0.00 27.51 151.88 2.00 0.00 0.53 0.00 27.61 149.83 2.00 0.00 0.53 0.00 27.63 145.99 2.00 0.00 0.53 0.00 27.71 143.21 2.00 0.00 0.53 0.00 27.77 139.72 2.00 0.00 0.53 0.00 27.86 136.83 2.00 0.00 0.53 0.00 27.90 133.43 2.00 0.00 0.53 0.00 27.96 132.41 2.00 0.00 0.53 0.00 28.06 134.61 2.00 0.00 0.52 0.00 28.11 137.94 2.00 0.00 0.52 0.00 28.16 139.60 2.00 0.00 0.52 0.00 28.22 139.87 2.00 0.00 0.52 0.00 28.32 139.60 2.00 0.00 0.52 0.00 28.37 139.06 2.00 0.00 0.52 0.00 28.41 137.87 2.00 0.00 0.52 0.00 28.52 136.49 0.54 0.94 0.52 0.01 28.56 135.61 0.53 0.94 0.52 0.00 28.62 135.65 0.53 0.94 0.51 0.01 28.68 137.09 0.55 0.93 0.51 0.01 28.77 138.84 0.56 0.91 0.51 0.01 28.82 141.00 0.58 0.90 0.51 0.01 28.88 141.92 0.59 0.90 0.51 0.01 28.97 142.96 0.60 0.89 0.51 0.01 29.02 143.95 0.61 0.88 0.51 0.01 29.09 145.06 0.62 0.87 0.51 0.01 29.18 145.32 0.62 0.87 0.51 0.01 29.23 145.03 0.62 0.87 0.50 0.01 29.31 143.91 0.61 0.87 0.50 0.01 29.37 143.07 0.60 0.87 0.50 0.01 29.42 142.19 0.59 0.88 0.50 0.01 29.48 140.98 0.58 0.88 0.50 0.01 29.58 138.40 0.55 0.89 0.50 0.01 29.63 135.54 0.53 0.91 0.50 0.01 29.68 132.11 0.50 0.92 0.50 0.01 29.76 128.37 0.47 0.94 0.50 0.01 29.82 124.58 0.44 0.97 0.49 0.01 29.87 120.69 0.41 0.99 0.49 0.01 29.93 116.91 0.38 1.01 0.49 0.01 30.03 113.77 0.36 1.03 0.49 0.01 30.08 111.77 0.35 1.05 0.49 0.01 30.12 110.46 0.34 1.05 0.49 0.01 30.19 108.98 0.34 1.06 0.49 0.01 30.26 107.25 0.33 1.07 0.49 0.01 30.34 105.79 0.32 1.08 0.49 0.01 30.39 103.90 0.31 1.10 0.48 0.01 30.48 102.23 0.30 1.11 0.48 0.01 30.54 100.63 0.29 1.12 0.48 0.01 30.59 99.18 0.28 1.13 0.48 0.01 30.66 97.94 0.28 1.14 0.48 0.01 30.74 97.10 0.28 1.15 0.48 0.01 30.80 96.78 0.27 1.15 0.48 0.01 30.85 96.57 0.27 1.15 0.48 0.01 30.92 96.77 0.27 1.14 0.48 0.01 31.00 97.31 0.28 1.13 0.47 0.01 31.04 97.76 0.28 1.13 0.47 0.01 31.15 97.75 0.28 1.12 0.47 0.01 31.20 97.60 0.28 1.12 0.47 0.01 31.26 97.16 0.27 1.12 0.47 0.01 31.30 96.74 0.27 1.13 0.47 0.01 31.41 96.39 0.27 1.13 0.47 0.01 31.46 96.27 0.27 1.13 0.47 0.01 31.50 96.51 0.27 1.12 0.47 0.01 31.60 96.99 0.27 1.11 0.46 0.01 31.64 98.03 0.28 1.10 0.46 0.01 31.71 98.76 0.28 1.09 0.46 0.01 31.81 99.06 0.28 1.09 0.46 0.01 31.86 98.82 0.28 1.09 0.46 0.01 31.91 97.76 0.27 1.09 0.46 0.01 31.96 94.23 0.26 1.12 0.46 0.01 32.06 91.46 0.25 1.15 0.46 0.01 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 42 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qtn,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 32.10 90.80 0.25 1.15 0.46 0.01 32.17 93.07 0.25 1.13 0.45 0.01 32.27 96.72 0.27 1.09 0.45 0.01 32.29 100.04 0.28 1.06 0.45 0.00 32.39 105.79 0.31 1.01 0.45 0.01 32.43 115.25 0.36 0.94 0.45 0.01 32.49 126.76 0.44 0.86 0.45 0.01 32.59 134.88 0.50 0.82 0.45 0.01 32.64 139.37 2.00 0.00 0.45 0.00 32.69 141.34 2.00 0.00 0.45 0.00 32.75 141.56 2.00 0.00 0.44 0.00 32.82 140.90 2.00 0.00 0.44 0.00 32.90 139.70 2.00 0.00 0.44 0.00 32.94 136.99 2.00 0.00 0.44 0.00 33.05 133.47 2.00 0.00 0.44 0.00 33.09 129.36 2.00 0.00 0.44 0.00 33.15 123.12 2.00 0.00 0.44 0.00 33.24 116.33 2.00 0.00 0.44 0.00 33.27 110.16 2.00 0.00 0.44 0.00 33.35 110.02 2.00 0.00 0.43 0.00 33.40 115.26 2.00 0.00 0.43 0.00 33.50 120.85 2.00 0.00 0.43 0.00 33.56 126.78 2.00 0.00 0.43 0.00 33.61 131.58 2.00 0.00 0.43 0.00 33.69 136.79 2.00 0.00 0.43 0.00 33.73 138.78 2.00 0.00 0.43 0.00 33.80 135.23 2.00 0.00 0.43 0.00 33.87 130.39 2.00 0.00 0.43 0.00 33.95 124.01 2.00 0.00 0.42 0.00 34.01 120.06 2.00 0.00 0.42 0.00 34.06 114.84 2.00 0.00 0.42 0.00 34.17 110.13 2.00 0.00 0.42 0.00 34.20 102.83 2.00 0.00 0.42 0.00 34.27 96.52 2.00 0.00 0.42 0.00 34.36 94.91 2.00 0.00 0.42 0.00 34.42 96.92 2.00 0.00 0.42 0.00 34.47 98.82 2.00 0.00 0.42 0.00 34.52 102.07 2.00 0.00 0.41 0.00 34.62 106.42 2.00 0.00 0.41 0.00 34.65 113.65 2.00 0.00 0.41 0.00 34.72 121.46 2.00 0.00 0.41 0.00 34.78 130.90 2.00 0.00 0.41 0.00 34.87 139.22 2.00 0.00 0.41 0.00 34.93 145.40 2.00 0.00 0.41 0.00 34.98 151.22 2.00 0.00 0.41 0.00 35.08 155.15 2.00 0.00 0.41 0.00 35.13 157.46 0.71 0.52 0.40 0.00 35.17 161.09 0.75 0.50 0.40 0.00 35.28 164.81 0.79 0.39 0.40 0.00 35.33 167.80 0.83 0.38 0.40 0.00 35.38 165.36 0.80 0.39 0.40 0.00 35.44 164.08 0.78 0.39 0.40 0.00 35.52 163.03 0.77 0.40 0.40 0.00 35.58 166.06 0.81 0.38 0.40 0.00 35.64 163.98 0.78 0.39 0.40 0.00 35.74 160.96 0.75 0.49 0.39 0.01 35.78 156.24 0.69 0.51 0.39 0.00 35.84 151.79 0.65 0.65 0.39 0.00 35.89 144.11 0.57 0.68 0.39 0.00 36.00 136.72 0.51 0.70 0.39 0.01 36.04 127.47 0.43 0.75 0.39 0.00 36.10 119.61 0.38 0.78 0.39 0.01 36.19 110.65 0.33 0.83 0.39 0.01 36.25 104.56 0.30 0.87 0.39 0.01 36.30 100.41 0.28 0.90 0.38 0.00 36.40 98.48 0.27 0.91 0.38 0.01 36.45 97.97 0.27 0.91 0.38 0.01 36.54 98.61 0.27 0.90 0.38 0.01 36.55 100.62 0.28 0.88 0.38 0.00 36.65 102.59 0.29 0.87 0.38 0.01 36.69 104.83 0.30 0.85 0.38 0.00 36.75 106.04 0.30 0.84 0.38 0.01 36.86 107.65 0.31 0.83 0.38 0.01 36.90 110.12 0.32 0.81 0.37 0.00 36.96 112.44 0.34 0.79 0.37 0.01 37.01 114.71 0.35 0.78 0.37 0.00 37.12 117.49 0.37 0.76 0.37 0.01 37.16 121.47 0.39 0.74 0.37 0.00 37.21 124.21 0.41 0.72 0.37 0.00 37.31 125.65 0.42 0.71 0.37 0.01 37.37 126.06 0.42 0.71 0.37 0.01 37.41 124.59 0.41 0.71 0.37 0.00 37.47 122.14 0.39 0.72 0.36 0.01 37.57 119.15 0.37 0.74 0.36 0.01 37.60 116.05 0.36 0.75 0.36 0.00 37.67 113.44 0.34 0.76 0.36 0.01 37.77 112.55 0.34 0.76 0.36 0.01 37.82 111.73 0.33 0.77 0.36 0.01 37.87 112.77 0.34 0.76 0.36 0.00 37.97 112.21 0.33 0.76 0.36 0.01 38.02 114.71 0.35 0.74 0.36 0.00 38.08 120.14 0.38 0.71 0.35 0.01 38.17 126.24 0.42 0.68 0.35 0.01 38.23 131.30 0.46 0.66 0.35 0.01 38.28 133.52 0.47 0.65 0.35 0.00 38.35 132.89 0.47 0.65 0.35 0.01 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 43 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qto,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 38.42 130.60 0.45 0.65 0.35 0.01 38.47 128.68 0.44 0.66 0.35 0.00 38.52 128.27 0.43 0.66 0.35 0.00 38.59 128.93 0.44 0.66 0.35 0.00 38.67 129.11 0.44 0.65 0.34 0.01 38.74 129.58 0.44 0.65 0.34 0.00 38.79 130.85 0.45 0.64 0.34 0.00 38.88 132.27 0.46 0.63 0.34 0.01 38.94 133.73 0.48 0.63 0.34 0.00 38.99 134.48 0.48 0.62 0.34 0.00 39.05 134.99 0.49 0.62 0.34 0.00 39.14 135.39 0.49 0.61 0.34 0.01 39.20 135.74 0.49 0.61 0.34 0.00 39.24 136.57 0.50 0.61 0.33 0.00 39.35 137.41 0.50 0.60 0.33 0.01 39.40 138.25 0.51 0.60 0.33 0.00 39.44 137.68 0.51 0.60 0.33 0.00 39.50 135.17 0.49 0.60 0.33 0.00 39.60 130.49 0.45 0.62 0.33 0.01 39.65 125.40 0.41 0.64 0.33 0.00 39.70 120.14 0.38 0.66 0.33 0.00 39.80 116.29 0.35 0.67 0.33 0.01 39.85 112.90 0.34 0.69 0.32 0.00 39.90 109.89 0.32 0.70 0.32 0.00 39.97 106.30 0.30 0.72 0.32 0.01 40.06 102.75 0.28 0.73 0.32 0.01 40.11 100.13 0.27 0.75 0.32 0.00 40.17 98.03 0.26 0.76 0.32 0.01 40.26 96.22 0.26 0.77 0.32 0.01 40.29 94.77 0.25 0.77 0.32 0.00 40.36 93.83 0.25 0.78 0.32 0.01 40.43 93.26 0.24 0.78 0.31 0.01 40.52 93.13 0.24 0.78 0.31 0.01 40.57 93.28 0.24 0.77 0.31 0.00 40.62 93.60 0.24 0.77 0.31 0.00 40.71 94.23 0.25 0.76 0.31 0.01 40.77 95.34 0.25 0.75 0.31 0.01 40.87 97.07 0.26 0.74 0.31 0.01 40.92 98.91 0.27 0.72 0.31 0.00 40.97 101.52 0.28 0.71 0.31 0.00 41.03 104.69 0.29 0.69 0.30 0.01 41.12 108.02 0.31 0.66 0.30 0.01 41.18 109.55 0.32 0.66 0.30 0.00 41.22 109.04 0.31 0.66 0.30 0.00 41.29 109.10 0.31 0.65 0.30 0.00 41.37 110.45 0.32 0.64 0.30 0.01 41.43 111.94 0.33 0.63 0.30 0.00 41.48 113.18 0.34 0.63 0.30 0.00 41.55 114.04 0.34 0.62 0.30 0.01 41.61 115.84 0.35 0.61 0.29 0.00 41.71 116.77 0.36 0.60 0.29 0.01 41.76 117.34 0.36 0.60 0.29 0.00 41.81 116.62 0.36 0.60 0.29 0.00 41.86 114.76 0.35 0.61 0.29 0.00 41.96 112.27 0.33 0.61 0.29 0.01 42.01 110.00 0.32 0.62 0.29 0.00 42.06 108.46 0.31 0.63 0.29 0.00 42.13 107.74 0.31 0.63 0.29 0.01 42.22 107.44 0.31 0.63 0.28 0.01 42.26 108.07 0.31 0.62 0.28 0.00 42.33 109.19 0.31 0.61 0.28 0.00 42.42 110.42 0.32 0.61 0.28 0.01 42.47 111.15 0.33 0.60 0.28 0.00 42.52 110.53 0.32 0.60 0.28 0.00 42.61 108.82 0.31 0.61 0.28 0.01 42.66 105.86 0.30 0.62 0.28 0.00 42.73 102.54 0.28 0.63 0.28 0.01 42.78 98.14 0.26 0.65 0.27 0.00 42.88 94.33 0.25 0.67 0.27 0.01 42.93 90.26 0.23 0.69 0.27 0.00 43.03 87.48 0.22 0.71 0.27 0.01 43.07 85.41 0.22 0.72 0.27 0.00 43.14 84.96 0.21 0.72 0.27 0.01 43.18 84.87 0.21 0.72 0.27 0.00 43.27 84.85 0.21 0.71 0.27 0.01 43.34 84.81 0.21 0.71 0.27 0.01 43.38 84.65 0.21 0.71 0.26 0.00 43.44 84.43 0.21 0.71 0.26 0.01 43.53 84.13 0.21 0.71 0.26 0.01 43.59 83.82 0.21 0.71 0.26 0.01 43.64 83.01 0.21 0.71 0.26 0.00 43.71 81.73 0.20 0.71 0.26 0.01 43.79 80.33 0.20 0.72 0.26 0.01 43.84 78.88 0.20 0.73 0.26 0.00 43.91 77.54 0.19 0.74 0.26 0.01 44.00 76.76 0.19 0.74 0.25 0.01 44.05 76.78 0.19 0.74 0.25 0.00 44.10 79.14 0.20 0.72 0.25 0.00 44.20 79.72 0.20 0.71 0.25 0.01 44.25 77.03 0.19 0.72 0.25 0.00 44.30 74.42 2.00 0.00 0.25 0.00 44.40 74.83 2.00 0.00 0.25 0.00 44.43 79.55 2.00 0.00 0.25 0.00 44.50 85.25 2.00 0.00 0.25 0.00 44.56 91.69 2.00 0.00 0.24 0.00 44.65 96.70 2.00 0.00 0.24 0.00 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 44 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-3 Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qto,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 44.69 97.45 2.00 0.00 0.24 0.00 44.76 95.81 2.00 0.00 0.24 0.00 44.85 91.25 2.00 0.00 0.24 0.00 44.91 84.23 2.00 0.00 0.24 0.00 44.99 79.12 2.00 0.00 0.24 0.00 45.02 77.21 2.00 0.00 0.24 0.00 45.11 78.41 2.00 0.00 0.24 0.00 45.17 79.70 2.00 0.00 0.23 0.00 45.21 80.05 2.00 0.00 0.23 0.00 45.29 79.64 2.00 0.00 0.23 0.00 45.36 79.96 2.00 0.00 0.23 0.00 45.42 80.23 2.00 0.00 0.23 0.00 45.52 80.84 2.00 0.00 0.23 0.00 45.57 81.90 2.00 0.00 0.23 0.00 45.62 84.61 2.00 0.00 0.23 0.00 45.69 90.61 2.00 0.00 0.23 0.00 45.77 99.36 2.00 0.00 0.22 0.00 45.81 107.21 2.00 0.00 0.22 0.00 45.88 110.73 2.00 0.00 0.22 0.00 45.97 112.45 2.00 0.00 0.22 0.00 46.00 112.65 2.00 0.00 0.22 0.00 46.08 113.98 2.00 0.00 0.22 0.00 46.15 114.59 2.00 0.00 0.22 0.00 46.23 114.42 2.00 0.00 0.22 0.00 46.28 113.03 2.00 0.00 0.22 0.00 46.33 110.97 2.00 0.00 0.21 0.00 46.41 109.10 2.00 0.00 0.21 0.00 46.48 108.05 2.00 0.00 0.21 0.00 46.53 109.03 2.00 0.00 0.21 0.00 46.64 110.00 2.00 0.00 0.21 0.00 46.67 110.41 2.00 0.00 0.21 0.00 46.74 109.61 2.00 0.00 0.21 0.00 46.79 108.16 2.00 0.00 0.21 0.00 46.88 106.94 2.00 0.00 0.21 0.00 46.94 106.36 2.00 0.00 0.20 0.00 46.99 107.40 2.00 0.00 0.20 0.00 47.09 109.42 2.00 0.00 0.20 0.00 47.14 112.61 2.00 0.00 0.20 0.00 47.19 118.50 2.00 0.00 0.20 0.00 47.29 124.56 2.00 0.00 0.20 0.00 47.35 129.36 2.00 0.00 0.20 0.00 47.39 130.37 2.00 0.00 0.20 0.00 47.45 128.19 2.00 0.00 0.20 0.00 47.51 123.37 2.00 0.00 0.19 0.00 47.60 117.87 2.00 0.00 0.19 0.00 47.65 113.19 2.00 0.00 0.19 0.00 47.71 109.68 2.00 0.00 0.19 0.00 47.79 105.70 2.00 0.00 0.19 0.00 47.85 100.47 2.00 0.00 0.19 0.00 47.94 96.12 2.00 0.00 0.19 0.00 48.00 93.34 2.00 0.00 0.19 0.00 48.05 93.29 2.00 0.00 0.19 0.00 48.11 93.71 2.00 0.00 0.18 0.00 48.20 93.85 2.00 0.00 0.18 0.00 48.24 93.02 2.00 0.00 0.18 0.00 48.31 91.83 2.00 0.00 0.18 0.00 48.36 91.62 2.00 0.00 0.18 0.00 48.46 93.74 2.00 0.00 0.18 0.00 48.51 97.44 2.00 0.00 0.18 0.00 48.57 100.79 2.00 0.00 0.18 0.00 48.66 103.06 2.00 0.00 0.18 0.00 48.71 103.40 2.00 0.00 0.17 0.00 48.76 101.30 2.00 0.00 0.17 0.00 48.86 98.00 2.00 0.00 0.17 0.00 48.91 93.91 2.00 0.00 0.17 0.00 48.97 90.38 2.00 0.00 0.17 0.00 49.02 86.78 2.00 0.00 0.17 0.00 49.13 86.99 2.00 0.00 0.17 0.00 49.17 89.84 2.00 0.00 0.17 0.00 49.22 96.91 2.00 0.00 0.17 0.00 49.32 106.59 2.00 0.00 0.16 0.00 49.37 117.82 2.00 0.00 0.16 0.00 49.43 120.00 2.00 0.00 0.16 0.00 49.48 120.09 2.00 0.00 0.16 0.00 49.58 118.24 2.00 0.00 0.16 0.00 49.63 117.09 2.00 0.00 0.16 0.00 49.68 112.39 2.00 0.00 0.16 0.00 49.77 106.14 2.00 0.00 0.16 0.00 49.84 98.84 2.00 0.00 0.16 0.00 49.92 94.95 2.00 0.00 0.15 0.00 Total estimated settlement: 1.45 Abbreviations Qtn,cs: Equivalent clean sand normalized cone resistance FS: Factor of safety against liquefaction ev (%): Post -liquefaction volumentric strain DF: ev depth weighting factor Settlement: Calculated settlement CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:03 AM 45 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq ,Inc. 1548 548 N. N. Maple Street Corona, CA 92878 G E O T E K 951-710-1160, www.geotekusa.com Project title : Capistrano Project - Tract 31910 Location: La Quinta, CA CPT file: CPT-4 Input parameters and analysis data Analysis method: NCEER (1998) G.W.T. (in -situ): 34.00 ft Use fill: No Fines correction method: NCEER (1998) G.W.T. (earthq.): 23.00 ft Fill height: N/A Points to test: Based on Ic value Average results interval: 3 Fill weight: N/A Earthquake magnitude Mw: 7.22 Ic cut-off value: 2.60 Trans. detect. applied: Yes Peak ground acceleration: 0.68 Unit weight calculation: Based on SBT Ka applied: Yes Cone resistance Friction Ratio SBTn Plot CRR plot 0 2 4 6 8 10 12 14 16 18 20 22 r 24 +. go- 26 0 28 30 32 34 36 38 40 42 44 46 48 50 0.8 0.7 0.6 U) (n 0.5 O m 0.4 V) V) v J--� Cn 0.3 u T U 0.2 0.1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Clay like behavior applied: Sands only Limit depth applied: Yes Limit depth: 60.00 ft MSF method: Method based FS Plot 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 100 200 30C 0 2 4 6 8 10 1 2 3 4 0 0.2 0.4 0.6 0 0.5 1 1.5 2 qt (tsf) Rf (%) Ic (Robertson 1990) CRR & CSR Factor of safety Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential Liquefaction 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 4111406 ♦ %#AW ♦ ♦4W No Liquefaction 0 20 40 60 80 100 120 140 160 180 200 Qtn, cs 1,01 ro ro N N C: 11 O ro t5 W C a U N N_ o Z 1 0.1 1 10 Normalized friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone Az: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 46 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 1,000 (3) U C 100 0 W Q H a U a� .F, 10 O z i i �I♦ ��,•- 3 iii Liquefaction analysis summary plots 0.8 0.7 0.6 0.5 O fa "�f 0.4 Ln Ln 0.3 T U 0.2 0.1 0 12.0 11.0 10.0 N 9.0 QJ 8.0 7.0 QJ 6.0 QJ 6 5.0 0 4.0 Y 3.0 2.0 1.0 0.0 1 10 0 20 40 60 80 100 120 140 160 180 200 0 1 2 3 4 5 6 7 8 9 10 Normalized friction ratio (%) Qtn,cs Thickness of surface layer, H1(m) Input parameters and analysis data Analysis method: NCEER (1998) Depth to water table (erthq.): 23.00 ft Fill weight: N/A Fines correction method: NCEER (1998) Average results interval: 3 Transition detect. applied: Yes Points to test: Based on Ic value Ic cut-off value: 2.60 KQ applied: Yes Earthquake magnitude M.: 7.22 Unit weight calculation: Based on SBT Clay like behavior applied: Sands only Peak ground acceleration: 0.68 Use fill: No Limit depth applied: Yes Depth to water table (insitu): 34.00 ft Fill height: N/A Limit depth: 60.00 ft CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 47 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward La Mont CPT name: CPT-4 0 z 4 6 8 10 12 14 16 18 20 22 w s 24 C, QJ 26 28 30 32 34 36 38 40 42 44 46 48 50 Estimation of post -earthquake settlements Cone resistance SBTn Plot FS Plot Strain plot Vertical settlements z 4 6 8 10 12 14 16 18 20 22- z4 s C, 26 28 30 32 34 36 38 40 42 44 46 48 50 100 200 300 1 2 3 4 qt (tsf) Ic (Robertson 1990) Abbreviations qt: Total cone resistance (cone resistance qc corrected for pore water effects) Ic: Soil Behaviour Type Index FS: Calculated Factor of Safety against liquefaction Volumentric strain: Post -liquefaction volumentric strain 0 0.5 1 1.5 2 Factor of safety s Q W 0 0 z 4 6 8 10 12 14 16 18 20 22 s 24 C1. 26 28 30 32 34 36 38 40 42 44 46 48 50 0 1 2 3 4 5 6 0 0.5 1 1, Volumentric strain (%) Settlement (in) CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 48 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.dq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement of dry sands :: Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 0.11 -1.00 -1.00 1.00 -1.00 0 0 0.52 0.000 0.00 0.00 0.00 0.000 0.15 -1.00 -1.00 1.00 -1.00 0 0 0.52 0.000 0.00 0.00 0.00 0.000 0.22 1.75 53.87 1.00 53.87 10 275 0.52 0.002 0.01 12.65 0.00 0.000 0.31 1.61 83.98 1.00 83.98 15 360 0.52 0.002 0.00 12.65 0.00 0.000 0.37 1.52 123.00 1.00 123.00 22 475 0.52 0.002 0.00 12.65 0.00 0.000 0.41 1.40 190.45 1.00 190.45 32 627 0.52 0.002 0.00 12.65 0.00 0.000 0.47 1.37 255.51 1.00 255.51 43 811 0.52 0.001 0.00 12.65 0.00 0.000 0.55 1.38 310.79 1.00 310.79 52 999 0.52 0.001 0.00 12.65 0.00 0.000 0.61 1.43 341.00 1.00 341.00 58 1165 0.52 0.001 0.00 12.65 0.00 0.000 0.66 1.47 373.33 1.00 373.33 64 1337 0.52 0.001 0.00 12.65 0.00 0.000 0.77 1.49 403.67 1.00 403.67 70 1484 0.52 0.001 0.00 12.65 0.00 0.000 0.80 1.52 422.68 1.00 422.68 74 1629 0.52 0.001 0.00 12.65 0.00 0.000 0.87 1.59 426.08 1.00 426.08 76 1776 0.52 0.001 0.00 12.65 0.00 0.000 0.94 1.67 426.13 1.00 426.13 79 1979 0.52 0.001 0.00 12.65 0.00 0.000 1.02 1.74 426.07 1.07 456.72 86 2168 0.52 0.001 0.00 12.65 0.00 0.000 1.07 1.79 433.35 1.14 493.17 95 2334 0.52 0.001 0.00 12.65 0.00 0.000 1.12 1.82 439.96 1.17 514.39 100 2455 0.52 0.001 0.00 12.65 0.00 0.000 1.22 1.83 447.37 1.19 530.84 104 2555 0.52 0.001 0.00 12.65 0.00 0.000 1.28 1.85 447.56 1.20 537.36 106 2610 0.52 0.001 0.00 12.65 0.00 0.000 1.34 1.85 452.89 1.20 544.33 107 2646 0.52 0.001 0.00 12.65 0.00 0.000 1.43 1.85 462.08 1.20 552.92 109 2678 0.52 0.002 0.00 12.65 0.00 0.000 1.48 1.83 472.92 1.19 561.63 110 2704 0.52 0.002 0.00 12.65 0.00 0.000 1.52 1.83 478.05 1.18 566.03 111 2720 0.52 0.002 0.00 12.65 0.00 0.000 1.58 1.83 480.00 1.19 568.96 111 2736 0.52 0.002 0.00 12.65 0.00 0.000 1.66 1.84 479.23 1.19 571.68 112 2762 0.52 0.002 0.00 12.65 0.00 0.000 1.73 1.85 480.93 1.20 577.66 114 2806 0.52 0.002 0.00 12.65 0.00 0.000 1.77 1.87 474.12 1.22 578.16 115 2852 0.52 0.002 0.00 12.65 0.00 0.000 1.89 1.90 466.12 1.24 575.67 115 2885 0.52 0.002 0.00 12.65 0.00 0.000 1.93 1.92 451.39 1.25 565.39 114 2890 0.52 0.002 0.00 12.65 0.00 0.000 1.99 1.94 437.33 1.26 552.57 112 2859 0.52 0.002 0.00 12.65 0.00 0.000 2.08 1.96 417.81 1.28 533.38 109 2799 0.52 0.002 0.00 12.65 0.00 0.000 2.14 1.98 396.98 1.29 511.45 105 2715 0.52 0.002 0.00 12.65 0.00 0.000 2.20 1.99 378.19 1.30 490.85 102 2628 0.52 0.003 0.00 12.65 0.00 0.000 2.24 2.00 358.66 1.31 468.91 98 2530 0.52 0.003 0.00 12.65 0.00 0.000 2.32 2.01 338.99 1.32 446.62 93 2427 0.52 0.003 0.00 12.65 0.00 0.000 2.39 2.02 321.12 1.33 426.74 90 2336 0.52 0.003 0.00 12.65 0.00 0.000 2.43 2.03 305.52 1.34 408.40 86 2245 0.52 0.003 0.00 12.65 0.00 0.000 2.55 2.04 295.29 1.34 396.35 84 2185 0.52 0.004 0.00 12.65 0.00 0.000 2.56 2.04 284.72 1.35 383.52 81 2119 0.52 0.004 0.00 12.65 0.00 0.000 2.65 2.04 278.99 1.35 376.02 80 2078 0.52 0.004 0.00 12.65 0.00 0.000 2.70 2.05 270.90 1.35 366.74 78 2032 0.52 0.004 0.00 12.65 0.00 0.000 2.76 2.06 262.37 1.37 358.57 76 1997 0.52 0.004 0.00 12.65 0.00 0.000 2.84 2.08 251.86 1.39 350.60 75 1967 0.52 0.005 0.00 12.65 0.00 0.000 2.90 2.10 242.94 1.42 344.01 74 1940 0.52 0.005 0.00 12.65 0.00 0.000 2.98 2.12 234.02 1.44 338.10 74 1913 0.52 0.005 0.00 12.65 0.00 0.000 3.05 2.13 226.85 1.47 333.34 73 1889 0.52 0.005 0.00 12.65 0.00 0.000 3.10 2.15 220.12 1.50 329.40 73 1868 0.52 0.005 0.00 12.65 0.00 0.000 3.16 2.15 216.97 1.50 325.51 72 1846 0.52 0.006 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 49 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 3.26 2.14 217.59 1.48 322.66 71 1829 0.52 0.006 0.00 12.65 0.00 0.000 3.31 2.12 220.87 1.45 320.95 70 1817 0.52 0.006 0.00 12.65 0.00 0.000 3.36 2.10 228.22 1.41 322.26 70 1816 0.52 0.006 0.00 12.65 0.00 0.000 3.46 2.07 235.03 1.38 324.15 69 1813 0.52 0.006 0.00 12.65 0.00 0.000 3.51 2.04 243.50 1.35 328.01 69 1812 0.52 0.006 0.00 12.65 0.00 0.000 3.55 2.02 252.65 1.32 333.68 70 1817 0.52 0.007 0.00 12.65 0.00 0.000 3.61 1.99 263.69 1.30 342.39 71 1834 0.52 0.007 0.00 12.65 0.00 0.000 3.71 1.97 273.27 1.29 351.35 72 1860 0.52 0.007 0.00 12.65 0.00 0.000 3.75 1.97 280.54 1.28 359.71 74 1898 0.52 0.007 0.00 12.65 0.00 0.000 3.82 1.95 289.50 1.27 368.15 75 1922 0.52 0.007 0.00 12.65 0.00 0.000 3.91 1.93 300.39 1.26 378.34 77 1949 0.52 0.007 0.00 12.65 0.00 0.000 3.95 1.92 309.43 1.25 387.59 78 1981 0.52 0.007 0.00 12.65 0.00 0.000 4.01 1.93 315.41 1.26 396.48 80 2037 0.52 0.007 0.00 12.65 0.00 0.000 4.07 1.94 320.63 1.27 405.69 83 2103 0.52 0.006 0.00 12.65 0.00 0.000 4.16 1.95 325.36 1.27 413.95 85 2162 0.52 0.006 0.00 12.65 0.00 0.000 4.22 1.96 328.17 1.28 419.62 86 2207 0.52 0.006 0.00 12.65 0.00 0.000 4.27 1.95 337.94 1.27 429.39 88 2239 0.52 0.006 0.00 12.65 0.00 0.000 4.37 1.93 350.68 1.26 440.33 89 2258 0.52 0.006 0.00 12.65 0.00 0.000 4.43 1.90 364.23 1.24 450.98 90 2268 0.52 0.006 0.00 12.65 0.00 0.000 4.47 1.89 369.22 1.23 453.99 91 2262 0.52 0.007 0.00 12.65 0.00 0.000 4.54 1.87 368.06 1.21 446.34 88 2189 0.52 0.007 0.00 12.65 0.00 0.000 4.60 1.84 359.44 1.19 427.88 84 2064 0.52 0.008 0.00 12.65 0.00 0.000 4.68 1.84 345.92 1.19 411.46 81 1983 0.52 0.008 0.00 12.65 0.00 0.000 4.73 1.87 325.10 1.22 395.46 78 1946 0.52 0.008 0.00 12.65 0.00 0.000 4.84 1.91 307.75 1.25 383.45 77 1945 0.52 0.009 0.00 12.65 0.00 0.000 4.87 1.94 287.85 1.26 363.14 74 1875 0.52 0.009 0.00 12.65 0.00 0.000 4.93 2.05 234.44 1.35 316.63 67 1752 0.52 0.010 0.00 12.65 0.00 0.000 4.99 2.11 206.30 1.43 294.76 64 1665 0.52 0.011 0.00 12.65 0.00 0.000 5.08 2.18 179.38 1.56 280.67 63 1587 0.52 0.012 0.00 12.65 0.00 0.000 5.14 2.12 193.99 1.46 282.63 62 1601 0.52 0.012 0.00 12.65 0.00 0.000 5.19 2.16 181.97 1.52 276.84 61 1569 0.52 0.012 0.00 12.65 0.00 0.000 5.26 2.18 172.18 1.58 271.37 61 1533 0.52 0.013 0.00 12.65 0.00 0.000 5.33 2.22 159.57 1.66 264.17 60 1479 0.52 0.014 0.00 12.65 0.00 0.000 5.40 2.25 145.96 1.75 255.17 59 1410 0.52 0.015 0.00 12.65 0.00 0.000 5.49 2.30 129.45 1.91 247.13 58 1328 0.52 0.017 0.00 12.65 0.00 0.000 5.55 2.34 115.06 2.09 240.74 58 1250 0.52 0.019 0.01 12.65 0.00 0.000 5.59 2.36 104.98 2.19 230.19 56 1173 0.52 0.021 0.01 12.65 0.01 0.000 5.70 2.35 101.91 2.15 218.94 53 1125 0.52 0.023 0.01 12.65 0.01 0.000 5.74 2.33 102.25 2.03 207.91 50 1091 0.52 0.024 0.01 12.65 0.01 0.000 5.78 2.31 103.45 1.97 203.31 48 1081 0.52 0.025 0.01 12.65 0.01 0.000 5.85 2.31 102.28 1.96 200.80 0 0 0.52 0.000 0.00 12.65 0.00 0.000 5.91 2.32 98.93 2.02 199.89 0 0 0.52 0.000 0.00 12.65 0.00 0.000 5.99 2.36 93.70 2.16 201.95 0 0 0.52 0.000 0.00 12.65 0.00 0.000 6.05 2.39 88.90 2.30 204.69 0 0 0.52 0.000 0.00 12.65 0.00 0.000 6.10 2.44 80.85 2.59 209.74 0 0 0.52 0.000 0.00 12.65 0.00 0.000 6.21 2.49 73.44 2.92 214.33 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.25 2.54 66.18 3.29 217.98 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.30 2.57 61.73 3.49 215.35 0 0 0.51 0.000 0.00 12.65 0.00 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 50 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 6.41 2.59 58.00 3.65 211.49 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.46 2.59 55.92 3.67 205.23 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.51 2.56 57.03 3.46 197.29 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.57 2.51 60.79 3.05 185.71 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.66 2.44 66.88 2.58 172.85 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.72 2.37 72.97 2.24 163.35 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.76 2.30 80.51 1.94 156.30 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.84 2.24 88.11 1.73 152.58 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.91 2.19 95.95 1.58 151.53 0 0 0.51 0.000 0.00 12.65 0.00 0.000 6.97 2.13 104.71 1.47 153.86 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.07 2.09 112.44 1.40 157.78 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.11 2.04 121.93 1.35 164.26 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.17 2.01 128.25 1.32 168.96 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.23 1.99 132.84 1.30 172.38 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.32 1.98 134.50 1.29 173.39 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.37 1.97 134.77 1.29 173.34 0 0 0.51 0.000 0.00 12.65 0.00 0.000 7.45 1.97 133.95 1.29 172.30 35 951 0.51 0.046 0.02 12.65 0.02 0.000 7.53 1.96 132.73 1.28 169.66 35 937 0.51 0.048 0.02 12.65 0.02 0.000 7.55 1.92 130.78 1.25 163.13 33 884 0.51 0.056 0.03 12.65 0.02 0.000 7.63 1.88 128.03 1.22 156.50 31 841 0.51 0.065 0.04 12.65 0.03 0.000 7.71 1.87 124.59 1.22 151.39 30 815 0.51 0.072 0.04 12.65 0.04 0.000 7.78 1.91 121.88 1.24 151.39 30 832 0.51 0.069 0.04 12.65 0.03 0.000 7.82 1.94 118.45 1.26 149.57 30 837 0.51 0.068 0.04 12.65 0.03 0.000 7.88 1.98 112.40 1.29 145.19 30 830 0.51 0.071 0.04 12.65 0.03 0.000 7.97 2.02 106.84 1.32 141.33 30 824 0.51 0.073 0.05 12.65 0.04 0.000 8.01 2.06 101.62 1.37 138.79 30 820 0.51 0.075 0.05 12.65 0.04 0.000 8.09 2.09 99.35 1.40 138.97 30 828 0.51 0.074 0.05 12.65 0.04 0.000 8.18 2.12 95.32 1.45 138.44 30 829 0.51 0.075 0.05 12.65 0.04 0.000 8.23 2.15 92.03 1.50 138.01 30 825 0.51 0.077 0.05 12.65 0.04 0.000 8.29 2.17 88.12 1.55 136.68 30 814 0.51 0.081 0.05 12.65 0.04 0.000 8.34 2.19 85.11 1.59 135.48 30 804 0.51 0.085 0.05 12.65 0.04 0.000 8.44 2.21 82.25 1.63 134.32 30 796 0.51 0.089 0.05 12.65 0.04 0.000 8.48 2.21 81.10 1.64 133.40 30 792 0.51 0.092 0.06 12.65 0.04 0.000 8.55 2.21 80.54 1.65 132.64 30 791 0.51 0.093 0.06 12.65 0.05 0.000 8.64 2.21 79.94 1.65 131.90 30 791 0.51 0.095 0.06 12.65 0.05 0.001 8.69 2.22 79.46 1.66 131.61 30 792 0.51 0.096 0.06 12.65 0.05 0.000 8.74 2.22 79.05 1.67 132.11 30 795 0.51 0.095 0.06 12.65 0.05 0.000 8.81 2.23 78.70 1.70 133.85 31 805 0.51 0.093 0.06 12.65 0.04 0.000 8.86 2.25 78.62 1.75 137.70 32 822 0.51 0.089 0.05 12.65 0.04 0.000 8.94 2.26 78.51 1.80 141.31 33 839 0.51 0.085 0.05 12.65 0.04 0.000 8.99 2.27 78.93 1.81 142.83 33 850 0.51 0.082 0.04 12.65 0.04 0.000 9.10 2.25 79.80 1.76 140.77 32 853 0.51 0.083 0.05 12.65 0.04 0.000 9.15 2.22 82.09 1.67 137.34 31 853 0.51 0.084 0.05 12.65 0.04 0.000 9.20 2.18 86.02 1.56 134.41 30 857 0.51 0.083 0.05 12.65 0.04 0.000 9.25 2.12 90.65 1.45 131.56 29 854 0.51 0.085 0.06 12.65 0.04 0.000 9.35 2.07 93.17 1.38 128.76 28 840 0.51 0.091 0.06 12.65 0.05 0.001 9.40 2.04 92.98 1.34 124.59 26 809 0.51 0.103 0.07 12.65 0.06 0.000 9.45 2.02 88.71 1.32 117.52 25 761 0.51 0.126 0.10 12.65 0.08 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 51 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 9.56 2.01 84.11 1.32 110.71 23 720 0.51 0.157 0.13 12.65 0.10 0.001 9.61 2.01 79.98 1.31 105.12 22 685 0.51 0.190 0.17 12.65 0.13 0.001 9.65 2.02 76.91 1.33 102.02 21 670 0.51 0.209 0.19 12.65 0.15 0.001 9.76 2.04 73.82 1.34 99.18 21 659 0.51 0.228 0.22 12.65 0.17 0.002 9.79 2.06 71.37 1.36 97.17 21 650 0.51 0.243 0.23 12.65 0.18 0.001 9.86 2.06 70.30 1.37 96.03 20 646 0.51 0.254 0.25 12.65 0.19 0.001 9.91 2.06 69.28 1.37 94.89 20 640 0.51 0.266 0.26 12.65 0.20 0.001 10.01 2.07 67.78 1.38 93.65 20 637 0.51 0.277 0.28 12.65 0.21 0.003 10.06 2.09 66.15 1.41 92.99 20 636 0.51 0.283 0.28 12.65 0.22 0.001 10.12 2.12 63.82 1.45 92.73 20 636 0.51 0.285 0.28 12.65 0.22 0.001 10.20 2.16 61.04 1.53 93.23 21 639 0.51 0.285 0.27 12.65 0.21 0.002 10.26 2.21 58.33 1.63 95.08 21 643 0.51 0.281 0.26 12.65 0.20 0.001 10.31 2.26 55.88 1.78 99.68 23 655 0.51 0.263 0.22 12.65 0.17 0.001 10.38 2.30 53.97 1.93 104.25 25 665 0.51 0.250 0.20 12.65 0.15 0.001 10.46 2.31 52.21 1.98 103.29 24 655 0.51 0.270 0.21 12.65 0.16 0.002 10.51 2.34 51.32 2.07 106.05 25 662 0.51 0.262 0.20 12.65 0.15 0.001 10.57 2.34 51.04 2.10 107.25 26 666 0.51 0.257 0.19 12.65 0.14 0.001 10.64 2.38 51.03 2.27 115.88 28 697 0.51 0.218 0.14 12.65 0.11 0.001 10.72 2.37 52.38 2.24 117.53 29 715 0.51 0.201 0.13 12.65 0.10 0.001 10.78 2.40 52.05 2.37 123.12 30 732 0.51 0.185 0.11 12.65 0.09 0.001 10.87 2.37 54.54 2.25 122.54 30 752 0.51 0.170 0.11 12.65 0.08 0.001 10.90 2.33 57.86 2.06 119.09 28 764 0.51 0.162 0.11 12.65 0.08 0.000 10.98 2.26 63.61 1.78 113.18 26 777 0.51 0.155 0.11 12.65 0.08 0.001 11.03 2.19 68.22 1.60 109.06 25 778 0.51 0.156 0.12 12.65 0.09 0.000 11.13 2.14 72.13 1.48 106.81 23 778 0.51 0.158 0.13 12.65 0.10 0.001 11.18 2.08 76.03 1.40 106.14 23 774 0.51 0.162 0.14 12.65 0.10 0.001 11.23 2.02 82.20 1.32 108.55 23 778 0.51 0.161 0.14 12.65 0.10 0.001 11.33 1.95 88.70 1.27 112.89 23 788 0.51 0.157 0.13 12.65 0.10 0.001 11.36 1.90 96.82 1.23 119.45 24 806 0.51 0.145 0.12 12.65 0.09 0.000 11.42 1.85 105.48 1.20 126.54 25 837 0.51 0.130 0.10 12.65 0.07 0.001 11.49 1.78 119.59 1.13 135.27 26 883 0.51 0.111 0.08 12.65 0.06 0.000 11.59 1.72 133.29 1.04 138.43 26 927 0.51 0.097 0.07 12.65 0.05 0.001 11.62 1.68 144.88 1.00 144.88 27 962 0.51 0.088 0.06 12.65 0.05 0.000 11.69 1.66 153.48 1.00 153.48 28 991 0.51 0.082 0.05 12.65 0.04 0.000 11.77 1.63 161.76 1.00 161.76 29 1019 0.51 0.077 0.05 12.65 0.04 0.000 11.84 1.61 168.67 1.00 168.67 31 1039 0.51 0.074 0.04 12.65 0.03 0.000 11.89 1.60 171.17 1.00 171.17 31 1046 0.51 0.073 0.04 12.65 0.03 0.000 11.96 1.60 171.58 1.00 171.58 31 1046 0.51 0.074 0.04 12.65 0.03 0.000 12.04 1.60 170.92 1.00 170.92 31 1045 0.51 0.075 0.04 12.65 0.03 0.000 12.08 1.60 169.38 1.00 169.38 31 1041 0.51 0.076 0.05 12.65 0.03 0.000 12.14 1.61 166.62 1.00 166.62 30 1038 0.51 0.077 0.05 12.65 0.03 0.000 12.21 1.62 162.98 1.00 162.98 30 1033 0.51 0.079 0.05 12.65 0.04 0.000 12.29 1.63 159.67 1.00 159.67 29 1028 0.51 0.081 0.05 12.65 0.04 0.000 12.34 1.64 156.65 1.00 156.65 29 1022 0.51 0.082 0.05 12.65 0.04 0.000 12.40 1.65 153.78 1.00 153.78 28 1015 0.51 0.085 0.06 12.65 0.04 0.000 12.50 1.66 150.74 1.00 150.74 28 1006 0.51 0.088 0.06 12.65 0.04 0.001 12.55 1.66 148.00 1.00 148.00 27 997 0.51 0.091 0.06 12.65 0.05 0.000 12.61 1.67 145.45 1.00 145.45 27 991 0.51 0.093 0.07 12.65 0.05 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 52 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,eo Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 12.70 1.68 142.86 1.00 142.86 26 986 0.51 0.095 0.07 12.65 0.05 0.001 12.74 1.68 140.90 1.00 140.90 26 981 0.51 0.097 0.07 12.65 0.05 0.000 12.80 1.69 138.78 1.00 138.78 26 977 0.51 0.099 0.07 12.65 0.05 0.000 12.91 1.70 136.47 1.00 136.47 25 975 0.51 0.101 0.08 12.65 0.05 0.001 12.95 1.71 134.83 1.00 134.83 25 970 0.51 0.103 0.08 12.65 0.06 0.000 13.01 1.71 133.75 1.00 134.13 25 967 0.51 0.105 0.08 12.65 0.06 0.000 13.10 1.71 132.74 1.00 132.84 25 962 0.51 0.108 0.08 12.65 0.06 0.001 13.17 1.71 132.26 1.00 132.37 25 961 0.51 0.109 0.08 12.65 0.06 0.000 13.21 1.71 132.50 1.00 132.50 25 964 0.51 0.109 0.08 12.65 0.06 0.000 13.28 1.71 132.92 1.00 132.92 25 970 0.51 0.108 0.08 12.65 0.06 0.001 13.35 1.71 133.21 1.00 133.37 25 975 0.51 0.107 0.08 12.65 0.06 0.001 13.40 1.71 133.67 1.00 133.70 25 980 0.51 0.106 0.08 12.65 0.06 0.000 13.47 1.66 133.72 1.00 133.72 25 928 0.51 0.126 0.10 12.65 0.07 0.001 13.52 1.63 133.68 1.00 133.68 24 895 0.51 0.143 0.11 12.65 0.08 0.001 13.61 1.60 132.63 1.00 132.63 24 862 0.51 0.164 0.13 12.65 0.09 0.001 13.67 1.64 132.02 1.00 132.02 24 899 0.51 0.143 0.11 12.65 0.08 0.001 13.72 1.66 129.86 1.00 129.86 24 910 0.51 0.139 0.11 12.65 0.08 0.000 13.82 1.68 127.67 1.00 127.67 24 917 0.51 0.137 0.11 12.65 0.08 0.001 13.87 1.69 125.34 1.00 125.34 23 920 0.51 0.137 0.11 12.65 0.08 0.000 13.92 1.70 125.09 1.00 125.09 23 926 0.51 0.135 0.11 12.65 0.08 0.001 13.99 1.71 124.70 1.02 126.99 24 943 0.51 0.128 0.10 12.65 0.07 0.001 14.08 1.74 123.81 1.06 131.53 25 965 0.51 0.121 0.09 12.65 0.07 0.001 14.12 1.76 123.32 1.10 135.88 26 991 0.51 0.113 0.08 12.65 0.06 0.000 14.18 1.79 124.04 1.14 140.89 27 1029 0.51 0.102 0.07 12.65 0.05 0.000 14.28 1.81 125.86 1.16 146.07 28 1075 0.51 0.091 0.06 12.65 0.04 0.001 14.33 1.82 128.57 1.18 151.39 30 1123 0.51 0.082 0.05 12.65 0.04 0.000 14.38 1.83 133.29 1.18 157.86 31 1176 0.51 0.073 0.04 12.65 0.03 0.000 14.48 1.84 137.45 1.19 163.49 32 1226 0.51 0.067 0.04 12.65 0.03 0.000 14.52 1.84 142.52 1.19 169.54 33 1274 0.51 0.062 0.03 12.65 0.02 0.000 14.58 1.84 145.56 1.19 173.04 34 1303 0.51 0.059 0.03 12.65 0.02 0.000 14.64 1.83 150.42 1.18 178.20 35 1342 0.51 0.056 0.03 12.65 0.02 0.000 14.73 1.82 155.12 1.18 182.74 36 1377 0.51 0.054 0.03 12.65 0.02 0.000 14.79 1.81 162.52 1.16 188.52 37 1415 0.51 0.051 0.02 12.65 0.02 0.000 14.85 1.78 170.54 1.13 193.18 37 1446 0.51 0.049 0.02 12.65 0.02 0.000 14.93 1.76 178.63 1.10 196.71 37 1478 0.51 0.047 0.02 12.65 0.02 0.000 14.99 1.74 186.52 1.07 198.97 38 1508 0.51 0.046 0.02 12.65 0.01 0.000 15.04 1.72 193.36 1.03 199.95 38 1534 0.51 0.045 0.02 12.65 0.01 0.000 15.10 1.71 200.40 1.00 200.67 38 1563 0.50 0.043 0.02 12.65 0.01 0.000 15.19 1.70 204.76 1.00 204.76 38 1587 0.50 0.042 0.02 12.65 0.01 0.000 15.24 1.70 207.37 1.00 207.37 39 1602 0.50 0.042 0.02 12.65 0.01 0.000 15.29 1.69 207.92 1.00 207.92 39 1605 0.50 0.042 0.02 12.65 0.01 0.000 15.38 1.69 207.74 1.00 207.74 39 1605 0.50 0.042 0.02 12.65 0.01 0.000 15.44 1.69 207.76 1.00 207.76 39 1602 0.50 0.043 0.02 12.65 0.01 0.000 15.50 1.69 207.80 1.00 207.80 39 1601 0.50 0.043 0.02 12.65 0.01 0.000 15.55 1.68 207.00 1.00 207.00 38 1596 0.50 0.043 0.02 12.65 0.01 0.000 15.65 1.69 203.59 1.00 203.59 38 1590 0.50 0.044 0.02 12.65 0.01 0.000 15.70 1.70 199.06 1.00 199.06 37 1581 0.50 0.045 0.02 12.65 0.01 0.000 15.75 1.73 190.01 1.05 199.93 38 1564 0.50 0.046 0.02 12.65 0.01 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 53 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 15.85 1.76 180.62 1.10 198.93 38 1546 0.50 0.047 0.02 12.65 0.01 0.000 15.88 1.79 170.96 1.14 195.63 38 1524 0.50 0.049 0.02 12.65 0.02 0.000 15.95 1.81 166.51 1.16 193.41 37 1517 0.50 0.050 0.02 12.65 0.02 0.000 16.05 1.81 165.29 1.17 192.75 37 1520 0.50 0.050 0.02 12.65 0.02 0.000 16.10 1.80 168.63 1.16 194.84 38 1534 0.50 0.049 0.02 12.65 0.02 0.000 16.17 1.79 172.74 1.14 197.34 38 1553 0.50 0.048 0.02 12.65 0.02 0.000 16.21 1.78 176.60 1.13 199.37 38 1569 0.50 0.048 0.02 12.65 0.01 0.000 16.30 1.77 178.71 1.12 199.73 38 1576 0.50 0.047 0.02 12.65 0.01 0.000 16.36 1.76 180.38 1.10 199.05 38 1575 0.50 0.048 0.02 12.65 0.01 0.000 16.43 1.73 181.56 1.06 192.17 36 1535 0.50 0.050 0.02 12.65 0.02 0.000 16.50 1.69 182.28 1.00 182.28 34 1455 0.50 0.057 0.03 12.65 0.02 0.000 16.55 1.64 183.16 1.00 183.16 34 1382 0.50 0.063 0.03 12.65 0.02 0.000 16.61 1.63 182.97 1.00 182.97 33 1359 0.50 0.066 0.04 12.65 0.02 0.000 16.70 1.65 182.07 1.00 182.07 33 1390 0.50 0.063 0.03 12.65 0.02 0.000 16.77 1.66 181.11 1.00 181.11 33 1415 0.50 0.061 0.03 12.65 0.02 0.000 16.81 1.67 181.09 1.00 181.09 33 1434 0.50 0.060 0.03 12.65 0.02 0.000 16.91 1.68 181.42 1.00 181.42 34 1452 0.50 0.059 0.03 12.65 0.02 0.000 16.96 1.68 184.63 1.00 184.63 34 1479 0.50 0.057 0.03 12.65 0.02 0.000 17.03 1.68 188.27 1.00 188.27 35 1510 0.50 0.055 0.03 12.65 0.02 0.000 17.07 1.68 193.14 1.00 193.14 36 1553 0.50 0.052 0.03 12.65 0.02 0.000 17.13 1.69 195.69 1.00 195.69 36 1593 0.50 0.050 0.02 12.65 0.02 0.000 17.21 1.70 197.51 1.00 197.51 37 1628 0.50 0.048 0.02 12.65 0.02 0.000 17.26 1.70 198.33 1.00 198.33 37 1656 0.50 0.047 0.02 12.65 0.01 0.000 17.36 1.71 198.10 1.02 201.46 38 1681 0.51 0.046 0.02 12.65 0.01 0.000 17.40 1.73 197.41 1.05 206.39 39 1707 0.51 0.045 0.02 12.65 0.01 0.000 17.47 1.74 195.90 1.07 209.34 40 1725 0.51 0.044 0.02 12.65 0.01 0.000 17.53 1.75 193.94 1.09 211.07 40 1737 0.51 0.044 0.02 12.65 0.01 0.000 17.62 1.76 192.06 1.10 211.19 40 1741 0.51 0.044 0.02 12.65 0.01 0.000 17.67 1.77 189.77 1.11 210.66 40 1739 0.51 0.044 0.02 12.65 0.01 0.000 17.72 1.78 184.83 1.13 208.61 40 1726 0.51 0.045 0.02 12.65 0.01 0.000 17.83 1.80 178.64 1.15 205.10 40 1708 0.51 0.046 0.02 12.65 0.01 0.000 17.87 1.81 172.07 1.17 200.70 39 1684 0.51 0.048 0.02 12.65 0.01 0.000 17.92 1.84 162.33 1.19 193.45 38 1647 0.51 0.050 0.02 12.65 0.01 0.000 18.02 1.87 151.31 1.22 184.21 37 1606 0.51 0.053 0.03 12.65 0.02 0.000 18.06 1.91 138.55 1.25 172.57 35 1553 0.51 0.056 0.03 12.65 0.02 0.000 18.13 1.94 130.19 1.26 164.21 33 1509 0.51 0.060 0.03 12.65 0.02 0.000 18.18 1.95 120.01 1.27 152.54 31 1421 0.51 0.069 0.04 12.65 0.03 0.000 18.28 1.95 112.46 1.27 143.19 29 1341 0.51 0.079 0.05 12.65 0.03 0.000 18.33 1.96 105.16 1.27 134.00 27 1258 0.51 0.093 0.06 12.65 0.04 0.000 18.39 1.96 100.71 1.28 128.89 26 1220 0.51 0.101 0.07 12.65 0.05 0.000 18.45 1.97 95.85 1.29 123.38 25 1179 0.51 0.111 0.08 12.65 0.05 0.000 18.53 1.98 92.85 1.29 119.68 25 1149 0.51 0.120 0.09 12.65 0.06 0.001 18.61 1.98 91.46 1.29 117.88 24 1134 0.51 0.125 0.10 12.65 0.06 0.001 18.67 1.97 92.08 1.28 118.22 24 1134 0.51 0.126 0.10 12.65 0.06 0.000 18.72 1.97 93.09 1.28 119.28 25 1143 0.51 0.124 0.10 12.65 0.06 0.000 18.77 1.96 94.43 1.28 120.80 25 1157 0.51 0.120 0.09 12.65 0.06 0.000 18.87 1.96 95.81 1.28 122.37 25 1174 0.51 0.117 0.09 12.65 0.06 0.001 18.92 1.96 97.13 1.28 123.86 25 1187 0.51 0.114 0.09 12.65 0.05 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 54 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,6o Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 18.98 1.95 98.62 1.27 125.45 26 1200 0.51 0.111 0.08 12.65 0.05 0.000 19.08 1.95 99.32 1.27 126.33 26 1213 0.51 0.109 0.08 12.65 0.05 0.001 19.12 1.95 99.82 1.27 127.05 26 1222 0.51 0.107 0.08 12.65 0.05 0.000 19.16 1.96 99.26 1.28 126.90 26 1230 0.51 0.105 0.08 12.65 0.05 0.000 19.28 1.98 98.20 1.29 126.45 26 1242 0.51 0.104 0.08 12.65 0.05 0.001 19.33 1.99 97.27 1.30 126.38 26 1257 0.51 0.101 0.07 12.65 0.05 0.000 19.38 2.00 96.92 1.31 126.88 26 1275 0.51 0.098 0.07 12.65 0.04 0.000 19.43 2.01 97.10 1.32 128.01 27 1298 0.51 0.094 0.07 12.65 0.04 0.000 19.49 2.02 97.40 1.33 129.08 27 1318 0.51 0.091 0.06 12.65 0.04 0.000 19.58 2.02 97.29 1.33 129.30 27 1327 0.51 0.090 0.06 12.65 0.04 0.000 19.63 2.03 95.85 1.34 128.13 27 1323 0.52 0.091 0.06 12.65 0.04 0.000 19.72 2.04 93.69 1.35 126.43 27 1319 0.52 0.093 0.07 12.65 0.04 0.000 19.77 2.06 90.97 1.37 124.52 27 1313 0.52 0.094 0.07 12.65 0.04 0.000 19.84 2.08 88.06 1.39 122.16 26 1299 0.52 0.097 0.07 12.65 0.04 0.000 19.90 2.18 72.85 1.57 114.59 26 1240 0.52 0.110 0.08 12.65 0.05 0.000 19.96 2.21 68.66 1.64 112.66 26 1215 0.52 0.117 0.09 12.65 0.05 0.000 20.02 2.23 65.86 1.70 111.63 25 1199 0.52 0.122 0.09 12.65 0.06 0.000 20.13 2.15 75.39 1.50 113.02 25 1233 0.52 0.114 0.09 12.65 0.05 0.001 20.17 2.16 74.56 1.52 113.11 25 1237 0.52 0.113 0.09 12.65 0.05 0.000 20.22 2.18 72.92 1.56 113.47 25 1242 0.52 0.112 0.08 12.65 0.05 0.000 20.33 2.19 71.29 1.60 113.72 26 1247 0.52 0.112 0.08 12.65 0.05 0.001 20.37 2.20 70.26 1.62 114.07 26 1250 0.52 0.112 0.08 12.65 0.05 0.000 20.41 2.21 69.80 1.64 114.19 26 1251 0.52 0.112 0.08 12.65 0.05 0.000 20.48 2.21 69.46 1.64 114.09 26 1252 0.52 0.112 0.08 12.65 0.05 0.000 20.58 2.21 69.12 1.65 113.73 26 1252 0.52 0.113 0.08 12.65 0.05 0.001 20.62 2.21 69.03 1.64 113.36 26 1251 0.52 0.114 0.08 12.65 0.05 0.000 20.68 2.21 69.14 1.63 112.93 26 1249 0.52 0.115 0.09 12.65 0.05 0.000 20.78 2.20 69.30 1.62 112.46 25 1249 0.52 0.116 0.09 12.65 0.05 0.001 20.83 2.19 70.07 1.60 112.20 25 1251 0.52 0.116 0.09 12.65 0.05 0.000 20.88 2.18 71.35 1.57 112.15 25 1255 0.52 0.115 0.09 12.65 0.05 0.000 20.94 2.17 73.24 1.53 112.38 25 1261 0.52 0.114 0.09 12.65 0.05 0.000 21.03 2.15 75.01 1.50 112.74 25 1268 0.52 0.113 0.09 12.65 0.05 0.001 21.08 2.14 76.68 1.48 113.30 25 1275 0.52 0.112 0.09 12.65 0.05 0.000 21.14 2.13 77.57 1.46 113.63 25 1279 0.52 0.112 0.09 12.65 0.05 0.000 21.21 2.13 77.71 1.46 113.68 25 1283 0.52 0.111 0.09 12.65 0.05 0.000 21.29 2.13 77.28 1.47 113.47 25 1284 0.52 0.112 0.09 12.65 0.05 0.001 21.33 2.13 77.86 1.46 113.92 25 1291 0.52 0.111 0.08 12.65 0.05 0.000 21.44 2.12 79.07 1.45 114.59 25 1300 0.52 0.109 0.08 12.65 0.05 0.001 21.49 2.10 81.27 1.43 115.87 25 1312 0.52 0.107 0.08 12.65 0.05 0.000 21.54 2.09 83.53 1.40 117.12 25 1321 0.52 0.106 0.08 12.65 0.05 0.000 21.60 2.07 86.25 1.38 118.82 25 1332 0.52 0.104 0.08 12.65 0.05 0.000 21.68 2.05 88.51 1.36 120.33 26 1342 0.52 0.103 0.08 12.65 0.04 0.000 21.73 2.04 89.96 1.35 121.40 26 1349 0.52 0.102 0.08 12.65 0.04 0.000 21.80 2.05 89.24 1.35 120.86 26 1349 0.52 0.102 0.08 12.65 0.04 0.000 21.88 2.07 86.39 1.38 118.84 25 1342 0.52 0.104 0.08 12.65 0.05 0.000 21.94 2.09 82.59 1.41 116.45 25 1332 0.52 0.107 0.08 12.65 0.05 0.000 21.99 2.13 78.17 1.46 114.20 25 1320 0.52 0.110 0.08 12.65 0.05 0.000 22.05 2.16 74.29 1.52 112.81 25 1312 0.52 0.112 0.09 12.65 0.05 0.000 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 55 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement of dry sands :: (continued) Depth Ic Qtn Kc Qto,cs N1,60 Gmax CSR Shear, y evogls) Nc ev Settle. (ft) (blows) (tsf) (%) (%) (%) (in) 22.15 2.19 70.50 1.59 112.01 25 1305 0.52 0.114 0.09 12.65 0.05 0.001 22.20 2.21 68.16 1.64 111.96 25 1302 0.52 0.116 0.09 12.65 0.05 0.000 22.25 2.23 65.94 1.70 112.10 26 1298 0.52 0.117 0.09 12.65 0.05 0.000 22.31 2.25 63.82 1.75 111.93 26 1290 0.52 0.119 0.09 12.65 0.05 0.000 22.40 2.27 61.70 1.80 111.36 26 1279 0.52 0.123 0.09 12.65 0.05 0.001 22.45 2.27 60.52 1.81 109.61 25 1260 0.52 0.128 0.10 12.65 0.06 0.000 22.51 2.26 59.49 1.80 106.79 25 1232 0.52 0.137 0.11 12.65 0.06 0.000 22.61 2.26 58.51 1.78 103.90 24 1206 0.53 0.147 0.12 12.65 0.07 0.001 22.64 2.25 57.47 1.77 101.56 23 1182 0.53 0.156 0.13 12.65 0.07 0.000 22.71 2.24 56.23 1.74 97.58 22 1142 0.53 0.174 0.15 12.65 0.09 0.001 22.81 2.24 54.99 1.71 94.05 22 1107 0.53 0.194 0.18 12.65 0.10 0.001 22.86 2.23 53.96 1.69 91.30 0 0 0.53 0.000 0.00 12.65 0.00 0.000 22.91 2.24 53.20 1.73 92.03 0 0 0.53 0.000 0.00 12.65 0.00 0.000 22.97 2.26 52.10 1.79 93.16 0 0 0.53 0.000 0.00 12.65 0.00 0.000 Total estimated settlement: 0.10 Abbreviations Qt.: Equivalent clean sand normalized cone resistance Kc: Fines correction factor Qtn,cs: Post -liquefaction volumentric strain Gmax: Small strain shear modulus CSR: Soil cyclic stress ratio y: Cyclic shear strain e,.1(15): Volumetric strain after 15 cycles N,: Equivalent number of cycles ev: Volumetric strain Settle.: Calculated settlement Post -earthquake settlement due to soil liquefaction Depth Qtn,cs FS ev (%) DF Settlement Depth Qto,cs (ft) (in) (ft) 23.06 96.12 2.00 0.00 0.61 0.00 23.12 100.58 23.18 108.49 2.00 0.00 0.61 0.00 23.26 115.38 23.33 122.57 2.00 0.00 0.60 0.00 23.37 126.50 23.43 131.84 2.00 0.00 0.60 0.00 23.53 136.75 23.57 139.54 2.00 0.00 0.60 0.00 23.63 135.36 23.73 130.55 2.00 0.00 0.60 0.00 23.77 128.13 23.83 127.88 0.51 1.14 0.60 0.01 23.93 127.23 23.98 125.79 2.00 0.00 0.59 0.00 24.02 124.43 24.09 123.49 2.00 0.00 0.59 0.00 24.19 119.59 24.24 111.95 2.00 0.00 0.59 0.00 24.30 106.31 24.34 105.59 2.00 0.00 0.59 0.00 24.44 108.70 24.49 113.33 2.00 0.00 0.58 0.00 24.54 117.34 24.64 120.01 2.00 0.00 0.58 0.00 24.68 122.93 24.75 124.87 2.00 0.00 0.58 0.00 24.82 126.89 24.89 128.37 0.51 1.10 0.58 0.01 24.95 129.62 25.01 130.80 0.52 1.08 0.58 0.01 25.07 131.90 25.15 132.34 0.54 1.07 0.57 0.01 25.22 132.31 25.31 131.83 0.53 1.06 0.57 0.01 25.36 131.23 25.41 130.06 0.51 1.07 0.57 0.01 25.47 128.06 25.56 125.86 0.48 1.10 0.57 0.01 25.59 123.19 25.66 117.78 0.42 1.15 0.57 0.01 25.77 110.57 FS ev (%) DF Settlement (in) 2.00 0.00 0.61 0.00 2.00 0.00 0.61 0.00 2.00 0.00 0.60 0.00 2.00 0.00 0.60 0.00 2.00 0.00 0.60 0.00 0.51 1.14 0.60 0.00 0.51 1.14 0.59 0.01 2.00 0.00 0.59 0.00 2.00 0.00 0.59 0.00 2.00 0.00 0.59 0.00 2.00 0.00 0.59 0.00 2.00 0.00 0.58 0.00 2.00 0.00 0.58 0.00 0.49 1.11 0.58 0.01 0.52 1.09 0.58 0.01 0.53 1.07 0.58 0.01 0.54 1.06 0.57 0.01 0.53 1.07 0.57 0.01 0.50 1.08 0.57 0.01 0.46 1.12 0.57 0.00 0.37 1.21 0.56 0.02 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq 56 This software is licensed to: Edward LaMont CPT name: CPT-4 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qto,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 25.81 103.95 2.00 0.00 0.56 0.00 25.87 100.12 2.00 0.00 0.56 0.00 25.96 98.10 2.00 0.00 0.56 0.00 26.00 95.76 2.00 0.00 0.56 0.00 26.06 95.09 2.00 0.00 0.56 0.00 26.16 97.23 2.00 0.00 0.56 0.00 26.22 101.11 2.00 0.00 0.56 0.00 26.26 107.27 2.00 0.00 0.55 0.00 26.33 115.36 2.00 0.00 0.55 0.00 26.41 124.67 2.00 0.00 0.55 0.00 26.44 129.23 2.00 0.00 0.55 0.00 26.52 128.15 2.00 0.00 0.55 0.00 26.62 125.81 2.00 0.00 0.55 0.00 26.67 122.24 2.00 0.00 0.55 0.00 26.73 116.75 2.00 0.00 0.55 0.00 26.78 104.80 2.00 0.00 0.55 0.00 26.87 96.36 2.00 0.00 0.54 0.00 26.93 98.40 2.00 0.00 0.54 0.00 26.98 108.71 2.00 0.00 0.54 0.00 27.05 122.13 2.00 0.00 0.54 0.00 27.13 130.55 2.00 0.00 0.54 0.00 27.17 136.68 2.00 0.00 0.54 0.00 27.27 140.40 0.59 0.95 0.54 0.01 27.33 143.63 0.62 0.93 0.54 0.01 27.38 144.81 0.63 0.92 0.54 0.01 27.43 146.06 0.65 0.92 0.54 0.00 27.53 147.22 0.66 0.76 0.53 0.01 27.59 148.75 0.67 0.74 0.53 0.00 27.64 150.29 0.69 0.73 0.53 0.00 27.71 151.56 0.70 0.72 0.53 0.01 27.79 151.89 0.70 0.72 0.53 0.01 27.84 150.22 0.69 0.73 0.53 0.00 27.89 148.37 0.66 0.74 0.53 0.00 27.96 146.63 0.65 0.90 0.53 0.01 28.04 147.10 0.65 0.91 0.52 0.01 28.09 147.44 0.65 0.74 0.52 0.00 28.17 147.07 0.65 0.91 0.52 0.01 28.22 144.02 0.62 0.90 0.52 0.01 28.30 138.87 0.57 0.93 0.52 0.01 28.36 132.35 0.51 0.96 0.52 0.01 28.43 127.13 0.47 0.99 0.52 0.01 28.49 123.66 0.44 1.02 0.52 0.01 28.55 122.35 0.43 1.02 0.52 0.01 28.61 121.90 0.43 1.02 0.52 0.01 28.70 121.88 0.43 1.02 0.51 0.01 28.76 118.99 0.40 1.04 0.51 0.01 28.81 115.80 0.38 1.06 0.51 0.01 28.91 113.43 0.37 1.07 0.51 0.01 28.96 118.73 0.40 1.03 0.51 0.01 29.01 121.35 0.42 1.01 0.51 0.01 29.11 121.94 2.00 0.00 0.51 0.00 29.14 120.80 2.00 0.00 0.51 0.00 29.21 119.94 2.00 0.00 0.50 0.00 29.29 119.04 2.00 0.00 0.50 0.00 29.33 116.18 2.00 0.00 0.50 0.00 29.43 110.80 2.00 0.00 0.50 0.00 29.50 110.18 2.00 0.00 0.50 0.00 29.54 114.68 2.00 0.00 0.50 0.00 29.60 120.38 2.00 0.00 0.50 0.00 29.68 124.56 2.00 0.00 0.50 0.00 29.75 124.70 2.00 0.00 0.50 0.00 29.79 126.75 2.00 0.00 0.50 0.00 29.89 129.70 2.00 0.00 0.49 0.00 29.93 131.15 2.00 0.00 0.49 0.00 30.01 127.29 2.00 0.00 0.49 0.00 30.10 122.54 2.00 0.00 0.49 0.00 30.14 117.84 2.00 0.00 0.49 0.00 30.21 115.50 2.00 0.00 0.49 0.00 30.26 109.83 2.00 0.00 0.49 0.00 30.36 102.77 2.00 0.00 0.49 0.00 30.41 96.10 2.00 0.00 0.48 0.00 30.45 92.31 2.00 0.00 0.48 0.00 30.52 89.48 2.00 0.00 0.48 0.00 30.58 86.97 2.00 0.00 0.48 0.00 30.67 86.52 2.00 0.00 0.48 0.00 30.71 87.50 2.00 0.00 0.48 0.00 30.78 87.81 2.00 0.00 0.48 0.00 30.86 87.13 0.24 1.25 0.48 0.01 30.92 85.98 0.23 1.26 0.48 0.01 31.02 85.44 0.23 1.26 0.47 0.02 31.07 85.03 0.23 1.26 0.47 0.01 31.12 85.20 0.23 1.26 0.47 0.01 31.18 85.56 0.23 1.25 0.47 0.01 31.28 86.75 0.23 1.23 0.47 0.01 31.33 87.93 0.24 1.22 0.47 0.01 31.37 89.47 0.24 1.20 0.47 0.01 31.48 90.73 0.25 1.18 0.47 0.02 31.51 92.54 0.25 1.16 0.47 0.00 31.58 93.88 0.26 1.14 0.46 0.01 31.63 96.01 0.27 1.12 0.46 0.01 31.73 97.67 0.27 1.10 0.46 0.01 31.77 99.53 0.28 1.08 0.46 0.00 31.83 99.89 0.28 1.08 0.46 0.01 31.92 99.88 0.28 1.07 0.46 0.01 31.98 99.29 0.28 1.08 0.46 0.01 32.04 98.29 0.28 1.08 0.46 0.01 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 57 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,« FS e (%) DF Settlement Depth Qtn,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 32.13 97.22 0.27 1.09 0.46 0.01 32.19 94.77 0.26 1.11 0.45 0.01 32.24 94.30 0.26 1.11 0.45 0.01 32.28 94.01 0.26 1.11 0.45 0.01 32.36 94.66 0.26 1.10 0.45 0.01 32.44 94.64 0.26 1.10 0.45 0.01 32.50 94.68 0.26 1.10 0.45 0.01 32.55 94.74 0.26 1.09 0.45 0.01 32.64 94.48 0.26 1.09 0.45 0.01 32.71 94.01 0.26 1.10 0.45 0.01 32.75 93.30 0.25 1.10 0.44 0.00 32.85 92.65 0.25 1.10 0.44 0.01 32.88 92.12 0.25 1.11 0.44 0.00 32.95 91.92 0.25 1.11 0.44 0.01 33.04 92.14 0.25 1.10 0.44 0.01 33.11 92.76 0.25 1.09 0.44 0.01 33.15 93.69 0.25 1.08 0.44 0.01 33.20 94.83 0.26 1.07 0.44 0.01 33.30 95.88 0.26 1.05 0.44 0.01 33.36 96.87 0.27 1.04 0.43 0.01 33.41 97.40 0.27 1.04 0.43 0.01 33.51 97.61 0.27 1.03 0.43 0.01 33.56 97.79 0.27 1.03 0.43 0.01 33.61 97.84 0.27 1.02 0.43 0.01 33.67 98.29 0.27 1.02 0.43 0.01 33.76 98.94 0.28 1.01 0.43 0.01 33.82 99.75 0.28 1.00 0.43 0.01 33.87 99.61 0.28 1.00 0.43 0.01 33.97 98.39 0.27 1.00 0.42 0.01 34.02 96.52 0.26 1.02 0.42 0.01 34.06 93.97 0.25 1.04 0.42 0.01 34.14 91.37 0.24 1.06 0.42 0.01 34.22 89.15 0.24 1.08 0.42 0.01 34.26 87.60 0.23 1.09 0.42 0.01 34.32 86.49 0.23 1.10 0.42 0.01 34.42 85.39 0.22 1.11 0.42 0.01 34.48 84.74 0.22 1.11 0.42 0.01 34.53 84.54 0.22 1.11 0.41 0.01 34.63 85.05 0.22 1.10 0.41 0.01 34.68 86.18 0.22 1.09 0.41 0.01 34.72 87.97 0.23 1.07 0.41 0.00 34.78 89.14 0.23 1.05 0.41 0.01 34.88 89.81 0.24 1.04 0.41 0.01 34.91 91.53 0.24 1.03 0.41 0.00 34.98 96.34 0.26 0.98 0.41 0.01 35.09 102.53 0.29 0.93 0.41 0.01 35.13 108.77 0.32 0.88 0.40 0.00 35.19 111.86 0.34 0.86 0.40 0.01 35.27 113.77 0.35 0.85 0.40 0.01 35.33 114.39 0.35 0.84 0.40 0.01 35.38 114.95 0.35 0.83 0.40 0.00 35.44 115.68 0.36 0.83 0.40 0.01 35.53 116.44 0.36 0.82 0.40 0.01 35.58 117.47 0.37 0.81 0.40 0.00 35.64 120.62 0.39 0.79 0.40 0.01 35.74 124.55 0.41 0.77 0.39 0.01 35.78 130.71 0.46 0.74 0.39 0.00 35.84 137.53 0.51 0.71 0.39 0.01 35.92 144.35 0.57 0.68 0.39 0.01 35.99 148.62 0.61 0.67 0.39 0.01 36.07 149.92 0.63 0.66 0.39 0.01 36.09 149.47 0.62 0.66 0.39 0.00 36.16 147.93 0.61 0.67 0.39 0.01 36.24 145.80 0.59 0.66 0.39 0.01 36.29 143.66 0.57 0.67 0.38 0.00 36.36 142.18 0.55 0.67 0.38 0.01 36.43 141.44 0.54 0.67 0.38 0.01 36.50 140.61 0.54 0.67 0.38 0.01 36.55 138.68 0.52 0.68 0.38 0.00 36.65 136.24 0.50 0.69 0.38 0.01 36.68 133.15 0.48 0.70 0.38 0.00 36.75 130.64 0.46 0.71 0.38 0.01 36.85 128.29 0.44 0.72 0.38 0.01 36.91 126.86 0.43 0.72 0.37 0.00 36.95 126.54 0.43 0.72 0.37 0.00 37.06 126.75 0.43 0.72 0.37 0.01 37.10 127.61 0.43 0.71 0.37 0.00 37.16 129.15 0.44 0.70 0.37 0.00 37.23 131.26 0.46 0.69 0.37 0.01 37.31 133.05 0.47 0.68 0.37 0.01 37.36 134.33 0.48 0.67 0.37 0.00 37.41 134.77 0.49 0.67 0.37 0.00 37.49 134.62 0.48 0.67 0.36 0.01 37.56 133.97 0.48 0.67 0.36 0.01 37.61 132.88 0.47 0.67 0.36 0.00 37.67 131.65 0.46 0.67 0.36 0.00 37.75 129.96 0.45 0.68 0.36 0.01 37.82 127.65 0.43 0.69 0.36 0.01 37.89 125.26 0.41 0.70 0.36 0.01 37.97 123.31 0.40 0.70 0.36 0.01 38.01 122.12 0.39 0.71 0.36 0.00 38.07 120.96 0.39 0.71 0.35 0.00 38.17 106.32 0.30 0.78 0.35 0.01 38.20 103.40 0.29 0.80 0.35 0.00 38.26 100.83 0.28 0.82 0.35 0.01 38.33 109.09 0.32 0.76 0.35 0.01 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 58 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 :: Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qtn,cs FS e. (%) DF Settlement (ft) (in) (ft) (in) 38.41 107.19 0.31 0.77 0.35 0.01 38.47 104.40 0.29 0.78 0.35 0.01 38.52 101.94 0.28 0.80 0.35 0.01 38.62 100.10 0.27 0.81 0.35 0.01 38.67 99.40 0.27 0.81 0.34 0.00 38.72 100.04 0.27 0.80 0.34 0.00 38.81 101.12 0.28 0.79 0.34 0.01 38.88 102.44 0.28 0.78 0.34 0.01 38.92 103.61 0.29 0.77 0.34 0.00 38.98 104.85 0.29 0.76 0.34 0.01 39.07 106.48 0.30 0.75 0.34 0.01 39.13 108.08 0.31 0.74 0.34 0.01 39.18 109.87 0.32 0.73 0.34 0.00 39.28 111.05 0.33 0.72 0.33 0.01 39.33 111.97 0.33 0.71 0.33 0.00 39.38 111.95 0.33 0.71 0.33 0.00 39.47 111.64 0.33 0.71 0.33 0.01 39.52 111.24 0.33 0.71 0.33 0.00 39.59 110.90 0.32 0.71 0.33 0.01 39.64 110.36 0.32 0.71 0.33 0.00 39.74 109.75 0.32 0.71 0.33 0.01 39.79 109.26 0.32 0.71 0.33 0.00 39.84 109.14 0.32 0.71 0.32 0.00 39.92 108.83 0.31 0.71 0.32 0.01 39.99 109.08 0.31 0.70 0.32 0.01 40.05 108.83 0.31 0.70 0.32 0.00 40.09 109.51 0.32 0.70 0.32 0.00 40.19 110.40 0.32 0.69 0.32 0.01 40.25 112.29 0.33 0.68 0.32 0.00 40.30 113.81 0.34 0.67 0.32 0.00 40.40 114.62 0.34 0.66 0.32 0.01 40.42 115.07 0.35 0.66 0.31 0.00 40.50 115.17 0.35 0.65 0.31 0.01 40.55 115.23 0.35 0.65 0.31 0.00 40.65 115.30 0.35 0.65 0.31 0.01 40.70 115.77 0.35 0.64 0.31 0.00 40.75 116.67 0.36 0.64 0.31 0.00 40.86 116.26 0.35 0.64 0.31 0.01 40.91 114.77 0.35 0.64 0.31 0.00 40.95 112.54 0.33 0.65 0.31 0.00 41.01 111.57 0.33 0.65 0.30 0.01 41.11 109.10 0.31 0.66 0.30 0.01 41.16 105.49 0.30 0.68 0.30 0.00 41.21 93.24 0.24 0.75 0.30 0.00 41.27 90.15 0.23 0.76 0.30 0.01 41.37 88.44 0.23 0.77 0.30 0.01 41.42 91.17 0.24 0.75 0.30 0.01 41.51 90.50 0.23 0.75 0.30 0.01 41.57 90.03 0.23 0.75 0.30 0.01 41.62 89.64 0.23 0.75 0.29 0.00 41.67 89.14 0.23 0.75 0.29 0.00 41.74 88.69 0.23 0.75 0.29 0.01 41.82 88.34 0.23 0.75 0.29 0.01 41.88 88.16 0.22 0.75 0.29 0.01 41.97 88.10 0.22 0.75 0.29 0.01 42.02 88.13 0.22 0.75 0.29 0.00 42.07 88.25 0.23 0.74 0.29 0.00 42.13 88.15 0.22 0.74 0.29 0.00 42.23 87.93 0.22 0.74 0.28 0.01 42.28 87.74 2.00 0.00 0.28 0.00 42.33 88.67 2.00 0.00 0.28 0.00 42.43 90.71 2.00 0.00 0.28 0.00 42.47 94.60 2.00 0.00 0.28 0.00 42.53 100.85 2.00 0.00 0.28 0.00 42.62 108.05 2.00 0.00 0.28 0.00 42.67 117.17 2.00 0.00 0.28 0.00 42.74 123.47 2.00 0.00 0.28 0.00 42.78 129.85 2.00 0.00 0.27 0.00 42.89 131.87 2.00 0.00 0.27 0.00 42.93 133.61 2.00 0.00 0.27 0.00 42.98 130.61 2.00 0.00 0.27 0.00 43.09 126.11 2.00 0.00 0.27 0.00 43.12 120.31 2.00 0.00 0.27 0.00 43.19 118.32 2.00 0.00 0.27 0.00 43.25 118.35 2.00 0.00 0.27 0.00 43.34 120.38 2.00 0.00 0.27 0.00 43.40 121.84 2.00 0.00 0.26 0.00 43.44 120.96 2.00 0.00 0.26 0.00 43.50 117.87 2.00 0.00 0.26 0.00 43.60 114.17 2.00 0.00 0.26 0.00 43.65 111.26 2.00 0.00 0.26 0.00 43.75 109.45 2.00 0.00 0.26 0.00 43.79 108.95 2.00 0.00 0.26 0.00 43.85 107.75 2.00 0.00 0.26 0.00 43.90 97.08 2.00 0.00 0.26 0.00 44.01 89.01 2.00 0.00 0.25 0.00 44.06 84.01 2.00 0.00 0.25 0.00 44.11 89.39 2.00 0.00 0.25 0.00 44.21 95.06 2.00 0.00 0.25 0.00 44.25 103.64 2.00 0.00 0.25 0.00 44.31 111.45 2.00 0.00 0.25 0.00 44.38 114.87 2.00 0.00 0.25 0.00 44.43 113.25 2.00 0.00 0.25 0.00 44.49 110.27 2.00 0.00 0.25 0.00 44.59 107.40 2.00 0.00 0.24 0.00 44.62 103.63 2.00 0.00 0.24 0.00 CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 59 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq This software is licensed to: Edward LaMont CPT name: CPT-4 Post -earthquake settlement due to soil liquefaction :: (continued) Depth Qtn,cs FS ev (%) DF Settlement Depth Qto,cs FS ev (%) DF Settlement (ft) (in) (ft) (in) 44.73 98.71 2.00 0.00 0.24 0.00 44.78 91.84 2.00 0.00 0.24 0.00 44.84 85.69 2.00 0.00 0.24 0.00 44.89 80.49 2.00 0.00 0.24 0.00 44.99 77.21 2.00 0.00 0.24 0.00 45.03 74.78 2.00 0.00 0.24 0.00 45.09 73.05 2.00 0.00 0.24 0.00 45.18 71.58 2.00 0.00 0.23 0.00 45.24 70.90 2.00 0.00 0.23 0.00 45.29 70.90 2.00 0.00 0.23 0.00 45.39 71.74 2.00 0.00 0.23 0.00 45.44 72.74 2.00 0.00 0.23 0.00 45.47 75.24 2.00 0.00 0.23 0.00 45.55 78.15 2.00 0.00 0.23 0.00 45.61 83.01 2.00 0.00 0.23 0.00 45.69 89.20 2.00 0.00 0.23 0.00 45.74 98.96 2.00 0.00 0.22 0.00 45.85 107.13 2.00 0.00 0.22 0.00 45.90 112.91 2.00 0.00 0.22 0.00 45.95 114.37 2.00 0.00 0.22 0.00 46.00 111.29 2.00 0.00 0.22 0.00 46.08 104.93 2.00 0.00 0.22 0.00 46.15 95.99 2.00 0.00 0.22 0.00 46.22 90.28 2.00 0.00 0.22 0.00 46.26 88.42 2.00 0.00 0.22 0.00 46.33 92.00 2.00 0.00 0.21 0.00 46.41 99.42 2.00 0.00 0.21 0.00 46.50 108.60 2.00 0.00 0.21 0.00 46.56 114.44 2.00 0.00 0.21 0.00 46.61 115.83 2.00 0.00 0.21 0.00 46.67 113.65 2.00 0.00 0.21 0.00 46.76 111.36 2.00 0.00 0.21 0.00 46.80 108.79 2.00 0.00 0.21 0.00 46.87 107.53 2.00 0.00 0.21 0.00 46.92 105.12 2.00 0.00 0.20 0.00 47.01 103.81 2.00 0.00 0.20 0.00 47.06 103.98 2.00 0.00 0.20 0.00 47.12 105.14 2.00 0.00 0.20 0.00 47.22 104.80 2.00 0.00 0.20 0.00 47.27 103.16 2.00 0.00 0.20 0.00 47.32 100.70 2.00 0.00 0.20 0.00 47.38 98.67 2.00 0.00 0.20 0.00 47.44 96.54 2.00 0.00 0.20 0.00 47.54 94.99 2.00 0.00 0.19 0.00 47.58 92.68 2.00 0.00 0.19 0.00 47.69 90.72 2.00 0.00 0.19 0.00 47.74 89.11 2.00 0.00 0.19 0.00 47.79 87.77 2.00 0.00 0.19 0.00 47.84 84.40 2.00 0.00 0.19 0.00 47.94 80.94 2.00 0.00 0.19 0.00 47.98 78.71 2.00 0.00 0.19 0.00 48.05 79.08 2.00 0.00 0.19 0.00 48.15 79.56 2.00 0.00 0.18 0.00 48.17 79.37 2.00 0.00 0.18 0.00 48.25 78.45 2.00 0.00 0.18 0.00 48.30 76.57 2.00 0.00 0.18 0.00 48.39 74.88 2.00 0.00 0.18 0.00 48.43 74.02 2.00 0.00 0.18 0.00 48.50 74.17 2.00 0.00 0.18 0.00 48.58 74.83 2.00 0.00 0.18 0.00 48.65 75.27 2.00 0.00 0.18 0.00 48.71 75.50 2.00 0.00 0.17 0.00 48.81 74.95 2.00 0.00 0.17 0.00 48.84 73.45 2.00 0.00 0.17 0.00 48.91 71.66 2.00 0.00 0.17 0.00 48.96 69.74 2.00 0.00 0.17 0.00 49.02 68.73 2.00 0.00 0.17 0.00 49.11 68.27 2.00 0.00 0.17 0.00 49.15 68.47 2.00 0.00 0.17 0.00 49.25 68.76 2.00 0.00 0.17 0.00 49.31 69.49 2.00 0.00 0.16 0.00 49.36 70.64 2.00 0.00 0.16 0.00 49.41 72.62 2.00 0.00 0.16 0.00 49.52 74.88 2.00 0.00 0.16 0.00 49.57 76.95 2.00 0.00 0.16 0.00 49.62 78.17 2.00 0.00 0.16 0.00 49.68 78.37 2.00 0.00 0.16 0.00 49.75 77.92 2.00 0.00 0.16 0.00 49.82 76.84 2.00 0.00 0.16 0.00 49.87 75.97 2.00 0.00 0.15 0.00 Total estimated settlement: 1.55 Abbreviations Qtn,cs: Equivalent clean sand normalized cone resistance FS: Factor of safety against liquefaction ev (%): Post -liquefaction volumentric strain DF: ev depth weighting factor Settlement: Calculated settlement CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 8/13/2021, 10:46:04 AM 60 Project file: G:\Projects\2801 to 2850\2830CR DR Horton LA Holding Capistrano Project Tract 31910 La Quinta\Cliq\allcpts@30_23 ft.clq APPENDIX G GENERAL GRADING GUIDELINES Updated Geotechnical and Infiltration Evaluation Capistrano Project, La Quinta, California Project No. 2830-CR GEOTEK GENERAL GRADING GUIDELINES APPENDIX G D.R. Horton Los Angeles Holding Company Page I Capistrano Project, La Quinta, California Project No. 2830-CR GENERAL GRADING GUIDELINES Guidelines presented herein are intended to address general construction procedures for earthwork construction. Specific situations and conditions often arise which cannot reasonably be discussed in general guidelines, when anticipated these are discussed in the text of the report. Often unanticipated conditions are encountered which may necessitate modification or changes to these guidelines. It is our hope that these will assist the contractor to more efficiently complete the project by providing a reasonable understanding of the procedures that would be expected during earthwork and the testing and observation used to evaluate those procedures. General Grading should be performed to at least the minimum requirements of governing agencies, Chapters 18 and 33 of the California Building Code, CBC (2019) and the guidelines presented below. Preconstruction Meeting A preconstruction meeting should be held prior to site earthwork. Any questions the contractor has regarding our recommendations, general site conditions, apparent discrepancies between reported and actual conditions and/or differences in procedures the contractor intends to use should be brought up at that meeting. The contractor (including the main onsite representative) should review our report and these guidelines in advance of the meeting. Any comments the contractor may have regarding these guidelines should be brought up at that meeting. Grading Observation and Testing I. Observation of the fill placement should be provided by our representative during grading. Verbal communication during the course of each day will be used to inform the contractor of test results. The contractor should receive a copy of the "Daily Field Report" indicating results of field density tests that day. If our representative does not provide the contractor with these reports, our office should be notified. 2. Testing and observation procedures are, by their nature, specific to the work or area observed and location of the tests taken, variability may occur in other locations. The contractor is responsible for the uniformity of the grading operations; our observations and test results are intended to evaluate the contractor's overall level of efforts during grading. The contractor's personnel are the only individuals participating in all aspect of site work. Compaction testing and observation should not be considered as relieving the contractor's responsibility to properly compact the fill. 3. Cleanouts, processed ground to receive fill, key excavations, and subdrains should be observed by our representative prior to placing any fill. It will be the contractor's responsibility to notify our representative or office when such areas are ready for observation. 4. Density tests may be made on the surface material to receive fill, as considered warranted by this firm. 5. In general, density tests would be made at maximum intervals of two feet of fill height or every 1,000 cubic yards of fill placed. Criteria will vary depending on soil conditions and size of the fill. More frequent testing may be performed. In any case, an adequate number of field density tests should be made to evaluate the required compaction and moisture content is generally being obtained. 'r� GEOTEK GENERAL GRADING GUIDELINES APPENDIX G D.R. Horton Los Angeles Holding Company Page 2 Capistrano Project, La Quinta, California Project No. 2830-CR 6. Laboratory testing to support field test procedures will be performed, as considered warranted, based on conditions encountered (e.g. change of material sources, types, etc.) Every effort will be made to process samples in the laboratory as quickly as possible and in progress construction projects are our first priority. However, laboratory workloads may cause in delays and some soils may require a minimum of 48 to 72 hours to complete test procedures. Whenever possible, our representative(s) should be informed in advance of operational changes that might result in different source areas for materials. 7. Procedures for testing of fill slopes are as follows: a) Density tests should be taken periodically during grading on the flat surface of the fill, three to five feet horizontally from the face of the slope. b) If a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. 8. Finish grade testing of slopes and pad surfaces should be performed after construction is complete. Site Clearing I. All vegetation, and other deleterious materials, should be removed from the site. If material is not immediately removed from the site it should be stockpiled in a designated area(s) well outside of all current work areas and delineated with flagging or other means. Site clearing should be performed in advance of any grading in a specific area. 2. Efforts should be made by the contractor to remove all organic or other deleterious material from the fill, as even the most diligent efforts may result in the incorporation of some materials. This is especially important when grading is occurring near the natural grade. All equipment operators should be aware of these efforts. Laborers may be required as root pickers. 3. Nonorganic debris or concrete may be placed in deeper fill areas provided the procedures used are observed and found acceptable by our representative. Treatment of Existing Ground I. Following site clearing, all surficial deposits of alluvium and colluvium as well as weathered or creep effected bedrock, should be removed unless otherwise specifically indicated in the text of this report. 2. In some cases, removal may be recommended to a specified depth (e.g. flat sites where partial alluvial removals may be sufficient). The contractor should not exceed these depths unless directed otherwise by our representative. 3. Groundwater existing in alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. 4. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. 5. Exploratory back hoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Fill Placement Unless otherwise indicated, all site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see text of report). "C� GEOTEK GENERAL GRADING GUIDELINES APPENDIX G D.R. Horton Los Angeles Holding Company Page 3 Capistrano Project, La Quinta, California Project No. 2830-CR 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts six (6) to eight (8) inches in compacted thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a nearly horizontal plane, unless otherwise found acceptable by our representative. 3. If the moisture content or relative density varies from that recommended by this firm, the contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre -watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. The ability of the contractor to obtain the proper moisture content will control production rates. b) Each six-inch layer should be compacted to at least 90 percent of the maximum dry density in compliance with the testing method specified by the controlling governmental agency. In most cases, the testing method is ASTM Test Designation D 1557. 4. Rock fragments less than eight inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine-grained material to surround the rocks; c) The distribution of the rocks is observed by, and acceptable to, our representative. 5. Rocks exceeding eight (8) inches in diameter should be taken off site, broken into smaller fragments, or placed in accordance with recommendations of this firm in areas designated suitable for rock disposal. On projects where significant large quantities of oversized materials are anticipated, alternate guidelines for placement may be included. If significant oversize materials are encountered during construction, these guidelines should be requested. 6. In clay soil, dry or large chunks or blocks are common. If in excess of eight (8) inches minimum dimension, then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break up blocks. When dry, they should be moisture conditioned to provide a uniform condition with the surrounding fill. Slope Construction I. The contractor should obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. 2. Slopes trimmed to the compacted core should be overbuilt by at least three (3) feet with compaction efforts out to the edge of the false slope. Failure to properly compact the outer edge results in trimming not exposing the compacted core and additional compaction after trimming may be necessary. 3. If fill slopes are built "at grade" using direct compaction methods, then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled or otherwise compacted at approximately every 4 feet vertically as the slope is built. 4. Corners and bends in slopes should have special attention during construction as these are the most difficult areas to obtain proper compaction. 5. Cut slopes should be cut to the finished surface. Excessive undercutting and smoothing of the face with fill may necessitate stabilization. ,r� GEOTEK GENERAL GRADING GUIDELINES APPENDIX G D.R. Horton Los Angeles Holding Company Page 4 Capistrano Project, La Quinta, California Project No. 2830-CR UTILITY TRENCH CONSTRUCTION AND BACKFILL Utility trench excavation and backfill is the contractors responsibility. The geotechnical consultant typically provides periodic observation and testing of these operations. While efforts are made to make sufficient observations and tests to verify that the contractors' methods and procedures are adequate to achieve proper compaction, it is typically impractical to observe all backfill procedures. As such, it is critical that the contractor use consistent backfill procedures. Compaction methods vary for trench compaction and experience indicates many methods can be successful. However, procedures that "worked" on previous projects may or may not prove effective on a given site. The contractor(s) should outline the procedures proposed, so that we may discuss them prior to construction. We will offer comments based on our knowledge of site conditions and experience. I. Utility trench backfill in slopes, structural areas, in streets and beneath flat work or hardscape should be brought to at least optimum moisture and compacted to at least 90 percent of the laboratory standard. Soil should be moisture conditioned prior to placing in the trench. 2. Flooding and jetting are not typically recommended or acceptable for native soils. Flooding or jetting may be used with select sand having a Sand Equivalent (SE) of 30 or higher. This is typically limited to the following uses: a) shallow (12 + inches) under slab interior trenches and, b) as bedding in pipe zone. The water should be allowed to dissipate prior to pouring slabs or completing trench compaction. 3. Care should be taken not to place soils at high moisture content within the upper three feet of the trench backfill in street areas, as overly wet soils may impact subgrade preparation. Moisture may be reduced to 2% below optimum moisture in areas to be paved within the upper three feet below sub grade. 4. Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending below a I:I projection from the outside bottom edge of a footing, unless it is similar to the surrounding soil. 5. Trench compaction testing is generally at the discretion of the geotechnical consultant. Testing frequency will be based on trench depth and the contractors procedures. A probing rod would be used to assess the consistency of compaction between tested areas and untested areas. If zones are found that are considered less compact than other areas, this would be brought to the contractors attention. JOB SAFETY General Personnel safety is a primary concern on all job sites. The following summaries are safety considerations for use by all our employees on multi -employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job site safety is the contractor's responsibility. However, it is, imperative that all personnel be safety conscious to avoid accidents and potential injury. "C� GEOTEK GENERAL GRADING GUIDELINES APPENDIX G D.R. Horton Los Angeles Holding Company Page 5 Capistrano Project, La Quinta, California Project No. 2830-CR In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of our field personnel on grading and construction projects. Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings. 2. Safety Vests: Safety vests are provided for and are to be worn by our personnel while on the job site. 3. Safety Flags: Safety flags are provided to our field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance The technician is responsible for selecting test pit locations. The primary concern is the technician's safety. However, it is necessary to take sufficient tests at various locations to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative should direct excavation of the pit and safety during the test period. Again, safety is the paramount concern. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates that the fill be maintained in a drivable condition. Alternatively, the contractor may opt to park a piece of equipment in front of test pits, particularly in small fill areas or those with limited access. A zone of non -encroachment should be established for all test pits (see diagram below). No grading equipment should enter this zone during the test procedure. The zone should extend outward to the sides approximately 50 feet from the center of the test pit and 100 feet in the direction of traffic flow. This zone is established both for safety and to avoid excessive ground vibration, which typically decreases test results. "C� GEOTEK GENERAL GRADING GUIDELINES APPENDIX G D.R. Horton Los Angeles Holding Company Page 6 Capistrano Project, La Quinta, California Project No. 2830-CR TEST PIT SAFETY PLAN SIDE VIEW Test Pit Spoil pile 50 ft Zone of Traffic Direction Non -Encroachment Vehicle parked here Test Pit Spoil pile 10 0 ft Zone of Non -Encroachment 50 ft Zone of Non -Encroachment PLAN VIEW Slope Tests When taking slope tests, the technician should park their vehicle directly above or below the test location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location. Trench Safety It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Trenches for all utilities should be excavated in accordance with CAL -OSHA and any other applicable safety standards. Safe conditions will be required to enable compaction testing of the trench backfill. All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid back. Trench access should be provided in accordance with OSHA standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. Our personnel are directed not to enter any excavation which; I. is 5 feet or deeper unless shored or laid back, 2. exit points or ladders are not provided, 3. displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or 4. displays any other evidence of any unsafe conditions regardless of depth. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraws and notifies their supervisor. The contractors representative will then be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons is subject to reprocessing and/or removal. 'r� GEOTEK GENERAL GRADING GUIDELINES APPENDIX G D.R. Horton Los Angeles Holding Company Page 7 Capistrano Project, La Quinta, California Project No. 2830-CR Procedures In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is directed to inform both the developer's and contractor's representatives. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notify their supervisor. The contractor's representative will then be contacted in an effort to effect a solution. No further testing will be performed until the situation is rectified. Any fill placed in the interim can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to technicians attention and notify our project manager or office. Effective communication and coordination between the contractors' representative and the field technician(s) is strongly encouraged in order to implement the above safety program and safety in general. The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the zone of non -encroachment. The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the zone of non -encroachment. "C� GEOTEK