Appendix E - Geotechnical and Infiltration Evaluation — San Jacinto City Council, November 19, 2024

GEOTECHNICAL AND INFILTRATION EVALUATION

PROPOSED SINGLE-FAMILY RESIDENTIAL DEVELOPMENT
ASSESSOR’S PARCEL NUMBER 439-180-011

SOUTH HEWITT AVENUE AND EAST ESPLANADE AVENUE

SAN JACINTO, RIVERSIDE COUNTY, CALIFORNIA

PREPARED FOR
SAN JACINTO INVESTMENTS 2023, LLC
8951 RESEARCH DRIVE, SUITE 100
IRVINE, CALIFORNIA 92618

PREPARED BY
GEOTEK, INC.
1548 NORTH MAPLE STREET
CORONA, CALIFORNIA 92878
PROJECT NO. 3489-CR MAY 11, 2023
GEOTECHNICAL | ENVIRONMENTAL | MATERIALS
May 11, 2023
Project No. 3489-CR
San Jacinto Investments 2023, LLC
8951 Research Drive, Suite 100
Irvine, California 92618
Attention: Mr. Chad Brown
Subject: Geotechnical and Infiltration Evaluation
Proposed Single-Family Residential Development
Assessor’s Parcel Number 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Dear Mr. Brown:

GeoTek, Inc. (GeoTek) is pleased to provide the results of this Geotechnical and Infiltration Evaluation for a proposed single-family residential development to be constructed on Assessor’s Parcel Number (APN) 439-180-011, located southwest of the intersection of South Hewitt Avenue and East Esplanade Avenue, in San Jacinto, Riverside County, California. This report presents the results of GeoTek’s evaluation, discussion of findings, and provides geotechnical recommendations for foundation design and construction.

Based upon review and evaluation, site development appears feasible from a geotechnical viewpoint provided that the recommendations included in this report are incorporated into the design and construction phases of the project.

SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact GeoTek.

Respectfully submitted,
GeoTek, Inc.

Bruce A. Hick
GE 2284, Exp. 12/31/24
Geotechnical Engineer
Edward H. LaMont
CEG 1892, Exp. 07/31/24
Principal Geologist
Anna M. Scott
Project Geologist
Distribution: (1) Addressee via email (one PDF file)
G:\Projects\3451 to 3500\3489CR San Jacinto Investments 2023, LLC APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\3489CR Geotechnical and Infiltration Evaluation San Jacinto.doc SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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TABLE OF CONTENTS

1. PURPOSE AND SCOPE OF SERVICES ............................................................................................. 1

2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT............................................................... 1

2.1 SITE DESCRIPTION .................................................................................................................................................................. 1

2.2 PROJECT DESCRIPTION .......................................................................................................................................................... 2

3. FIELD EXPLORATION AND LABORATORY TESTING ................................................................ 2

3.1 FIELD EXPLORATION ............................................................................................................................................................... 2

3.2 LABORATORY TESTING .......................................................................................................................................................... 4

4. GEOLOGIC AND SOILS CONDITIONS ........................................................................................... 5

4.1 REGIONAL SETTING ................................................................................................................................................................ 5

4.2 GENERAL SOIL CONDITIONS ................................................................................................................................................ 5

4.2.1 Alluvium .............................................................................................................................................................................................. 6

4.3 SURFACE WATER AND GROUNDWATER ............................................................................................................................ 6

4.3.1 Surface Water ................................................................................................................................................................................. 6

4.3.2 Groundwater ..................................................................................................................................................................................... 6

4.4 FAULTING AND SEISMICITY .................................................................................................................................................... 6

4.4.1 Faulting ............................................................................................................................................................................................... 6

4.4.2 Seismic Design Parameters.......................................................................................................................................................... 7

4.5 LIQUEFACTION ........................................................................................................................................................................ 8

4.6 SEISMIC SETTLEMENTS ............................................................................................................................................................. 8

4.7 OTHER SEISMIC HAZARDS ..................................................................................................................................................... 9

5. CONCLUSIONS AND RECOMMENDATIONS ................................................................................ 9

5.1 GENERAL .................................................................................................................................................................................. 9

5.2 EARTHWORK CONSIDERATIONS ........................................................................................................................................ 10

5.2.1 General ............................................................................................................................................................................................ 10

5.2.2 Site Clearing ................................................................................................................................................................................... 10

5.2.3 Site Preparation – Building Pad ............................................................................................................................................... 10

5.2.4 Pavement Areas ............................................................................................................................................................................ 11

5.2.5 Hardscape Areas.......................................................................................................................................................................... 11

5.2.6 Preparation of Excavation Bottoms ........................................................................................................................................ 11

5.2.7 Engineered Fill ............................................................................................................................................................................... 11

5.2.8 Transition Lot Condition ............................................................................................................................................................. 12

5.2.9 Excavation Characteristics ........................................................................................................................................................ 12

5.2.10 Trench Excavations and Backfill .......................................................................................................................................... 12

5.2.11 Shrinkage and Bulking ............................................................................................................................................................ 13

5.2.12 Grading Plan Review ................................................................................................................................................................ 13

5.3 DESIGN RECOMMENDATIONS ............................................................................................................................................. 13

5.3.1 Foundation Design Criteria ....................................................................................................................................................... 13

5.3.2 Miscellaneous Foundation Recommendations .................................................................................................................... 17

5.4 RETAINING AND GARDEN WALL DESIGN AND CONSTRUCTION ................................................................................ 18

5.5 PRELIMINARY PAVEMENT DESIGN RECOMMENDATIONS ................................................................................................. 21

5.5.1 Asphalt Concrete (AC) Pavement ........................................................................................................................................... 21 SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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TABLE OF CONTENTS

5.5.2 Permeable Interlocking Concrete Pavers .............................................................................................................................. 22

5.5.3 Portland Cement Concrete (PCC) Pavement ....................................................................................................................... 23

5.5.4 Pavement Construction .............................................................................................................................................................. 23

5.6 CONCRETE CONSTRUCTION .............................................................................................................................................. 24

5.6.1 General ............................................................................................................................................................................................ 24

5.6.2 Concrete Mix Design .................................................................................................................................................................. 24

5.6.3 Concrete Flatwork ........................................................................................................................................................................ 25

5.6.4 Concrete Performance ................................................................................................................................................................ 25

5.7 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS .................................................................................................... 25

6. INTENT ............................................................................................................................................... 26

7. LIMITATIONS .................................................................................................................................... 27

8. SELECTED REFERENCES ................................................................................................................. 27

ENCLOSURES
Figure 1 – Site Location and Topography Map
Figure 2 – Exploration Location Map

Appendix A – Logs of Exploratory Borings
Appendix B – Laboratory Test Results
Appendix C – Infiltration Test Data and Porchet Calculations Appendix D – Cone Penetration Test (CPT) Sounding Logs
Appendix E – Liquefaction and Static Settlement Analysis Appendix F – General Earthwork Grading Guidelines
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1. PURPOSE AND SCOPE OF SERVICES
The purpose of this study was to evaluate the geotechnical engineering and geologic conditions at the project site, as outlined in GeoTek’s proposal P-0206323-CR, dated April 10, 2023.

Services provided for this study included the following:
 Research and review of available geologic data and general geotechnical engineering information pertinent to the site,
 Site exploration consisting of the excavation, logging, and sampling of six (6) exploratory test borings extending to depths ranging from about 16.5 to 51.5 feet below grade at the boring locations,
 Site exploration consisting of three (3) Cone Penetration Test (CPT) soundings to depths of approximately 60 feet each below grade at the sounding locations,  Excavation of two (2) additional borings to a depth of about five (5) feet each below grade and performing an infiltration test in each boring,  Laboratory testing of soil samples collected during the field investigation,  Review and evaluation of site seismicity, and
 Preparation of this geotechnical report which presents GeoTek’s findings, conclusions, and recommendations for this site.

2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT

2.1 SITE DESCRIPTION
The irregular-shaped approximate 24.48-acre project site is situated southwest of the intersection of South Hewitt Avenue and East Esplanade Avenue, in the City of San Jacinto, Riverside County, California (See Figure 1). The site is also identified as Riverside County Assessor’s Parcel Number (APN) 439-180-011. Access to the site is available from East Esplanade Avenue adjacent to the northern boundary of the site; South Hewitt Street, adjacent to the eastern boundary of the site; or East Commonwealth Avenue, located adjacent to the SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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southern boundary of the site. All of the above-named roadways are paved improved streets.

A movie theater, vacant land and a single-family residence bound the site to the west.

The site is generally undeveloped and vacant land. Overall site topography can be characterized as relatively flat to gently sloping terrain with elevations ranging from approximately 1,575 to 1,587 feet above mean sea level.

2.2 PROJECT DESCRIPTION
Based upon information review of a Conceptual Site Plan, prepared by IDEArc and dated February 20, 2023, GeoTek understands that it is proposed to construct a single-family residential development consisting of 300 two-story single-family homes, a community green area, storm water facilities, underground utilities, site hardscaping and other associated improvements.

GeoTek anticipates that the structures will be supported by conventionally reinforced shallow foundations and slab-on-grade floors. Construction of small retaining walls (less than five feet in height) is also anticipated. For this evaluation, GeoTek has assumed maximum column and wall loads on the order of 75 kips and 2.5 kips per liner foot, respectively. Sewage disposal is anticipated to be provided by a public sewer system.

Site grading will likely entail minor cuts and fills of less than five (5) feet (without including remedial removals) to reach design grades. Slopes, if required, are anticipated to be constructed at 2:1 (h:v) maximum gradients.

If site development differs from the assumptions made herein, the recommendations included in this report should be subject to further review and evaluation. Site development plans should be reviewed by GeoTek when they become available.

3. FIELD EXPLORATION AND LABORATORY TESTING

3.1 FIELD EXPLORATION
The field exploration performed for this report was conducted on April 21, 2023 and included the excavating of six (6) geotechnical exploratory borings with a hollow-stem drill rig to depths ranging from about 16.5 to 51.5 feet below existing grades. The approximate locations of the GeoTek excavations are shown on the Exploration Location Map (Figure 2). An engineer from SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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GeoTek logged the excavations and collected soil samples for use in subsequent laboratory testing. The logs of the exploratory borings are included in Appendix A.

Relatively undisturbed soil samples were recovered at various intervals in the geotechnical borings with a California sampler. The California sampler is a 3-inch outside diameter, 2.5-inch inside diameter, split barrel sampler lined with brass rings. The sampler was 18 inches long.

The sampler conformed to the requirements of ASTM D 3550. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. The relatively undisturbed samples, together with bulk samples of representative soil types, were returned to the laboratory for testing and evaluation. The California sampler test data are presented on the boring logs in Appendix A.

In Boring B-1 standard penetration tests (SPT) were performed with a 2.0-inch outside diameter, 1.5-inch inside diameter, split-barrel sampler. The sampler was 18 inches long. The inside diameter of the sampler shoe was 1.4 inches. The sampler was unlined. The sampler conformed to the requirements of ASTM D 1586. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. The sampler penetration test data are presented on the Log for Boring for Boring B-1.

Additional site exploration was performed on April 21, 2023, by advancing three (3) Cone Penetration Test (CPT) soundings to depths of approximately 60 feet below the existing ground surface under the direction of GeoTek, Inc. The CPT soundings were performed by Kehoe Testing & Engineering (KTE) utilizing a 30-ton CPT rig equipped with a 15 cm2 cone.

The approximate locations of the CPT soundings are shown on the Exploration Location Map (Figure 2). Logs of the CPT soundings are included in Appendix D.

Percolation Testing
In addition to the geotechnical exploratory borings, two (2) percolation test borings (I-1 and I-2) were excavated in the area of the proposed water quality basin in the northwestern portion of the site to depths of about five (5) feet below the existing ground surface.

Infiltration/percolation testing was conducted in these borings in general accordance with the requirements of Riverside County.

The percolation tests each consisted of drilling an eight-inch diameter test hole to the desired depth and installing approximately two (2) inches of gravel in the bottom of the hole. A threeinch diameter perforated PVC pipe, wrapped in a filter sock, was placed in the excavations and the annular space was filled with gravel to prevent caving within the drill hole. Water was then placed in the boring to presoak the holes and percolation testing was performed the following SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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the pre-soak period. The percolation tests were then performed which consisted of adding water to each test hole and measuring the water drop over a 10-minute period. The water drop was recorded for six (6) test intervals. Water was added to the test holes after each test interval. The field percolation rates were then converted to an infiltration rate using the Porchet Method. The infiltration rates calculated using the Porchet Method are presented in the following table:

SUMMARY OF INFILTRATION RATES
Boring
Depth of Test
Boring
(Feet)
Infiltration Rate (Inches
per hour)
I-1 5.0 3.55
I-2 5.0 2.72
The results of the conversions indicate fair to good infiltration rates. Copies of the percolation data sheets and the Porchet infiltration rate conversion calculations are presented in Appendix C. No factors of safety were applied to the rates provided. Over the lifetime of the infiltration areas, the infiltration rates may be affected by sediment build up and biological activities, as well as local variations in near surface soil conditions. A suitable factor of safety should be applied to the field rate in designing the infiltration system.

It should be noted that the infiltration rates provided above were performed in relatively undisturbed on-site soils. Infiltration rates will vary and are mostly dependent on the underlying consistency of the site soils and relative density. Infiltration rates may be impacted by weight of equipment travelling over the soils, placement of engineered fill and other various factors. GeoTek assumes no responsibility or liability for the ultimate design or performance of the storm water facility.

3.2 LABORATORY TESTING
Laboratory testing was performed on selected relatively undisturbed ring and bulk samples collected during the field exploration. The purpose of the laboratory testing was to confirm the field classification of the materials encountered and to evaluate their physical properties for use in the engineering design and analysis. Results of the laboratory testing program along with a brief description and relevant information regarding testing procedures are included on the exploratory borings logs included in Appendix A and in Appendix B.

Included in the laboratory testing were moisture-density determinations and/or in-situ moisture content on relatively undisturbed ring and/or small bag samples. Gradation (percent passing SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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#200 sieve) tests were performed on selected samples. The optimum moisture contentmaximum dry density relationships were established for a typical soil type so that the relative compaction of the subsoils could be determined. Collapse testing was performed on selected samples to evaluate the hydro-consolidation potential of the soils. Expansion index testing was performed on a selected sample to evaluate the expansion potential of the on-site soils. Direct shear testing was performed on selected remolded samples. Atterberg Limits were performed on selected samples. Chemical testing comprised of pH, soluble sulfate, chloride and resistivity testing was conducted on a selected sample. The moisture-density and gradation data are presented on the exploration logs. The maximum density, remolded direct shear, collapse, expansion index and chemical test data are presented in Appendix B.

4. GEOLOGIC AND SOILS CONDITIONS

4.1 REGIONAL SETTING
The subject property is situated in the Peninsular Ranges geomorphic province. The Peninsular Ranges province is one of the largest geomorphic units in western North America. It extends roughly 975 miles from the north and extends from the Transverse Ranges geomorphic province to the tip of Baja California, from north to south. This province varies in width from about 30 to 100 miles. It is bounded on the west by the Pacific Ocean, on the south by the Gulf of California and on the east by the Colorado Desert Province.

The Peninsular Ranges are essentially a series of northwest-southeast oriented fault blocks.

Several major fault zones are found in this province. The Elsinore Fault zone and the San Jacinto Fault zone trend northwest-southeast and are found in the near the middle of the province. The San Andreas Fault zone borders the northeasterly margin of the province.

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., 2003). No faults are shown in the immediate site vicinity on the maps reviewed for the area. However, the nearest known active fault is the San Jacinto Fault, located approximately one-mile southwest of the site.

4.2 GENERAL SOIL CONDITIONS
A brief description of the earth materials encountered is presented in the following section.

Based on the site reconnaissance, the exploratory excavations and review of published geologic maps, the area investigated is underlain by alluvium.

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4.2.1 Alluvium
Alluvial soils were encountered in all the exploratory borings and extended to the maximum depth explored (51.5 feet). As encountered in the borings, the alluvium consisted of interbedded layers of silty sands, silts and sands (SM, ML and SP soil types per the USCS Soil Classification System).

Based on the laboratory test results, the near surface soils generally have a “very low” expansion index (ASTM D 4829). Based on the laboratory test results, the near surface soils have a soluble sulfate content of less than 0.1 percent (ASTM D 4327). Based upon the collapse test results, it is anticipated that the upper approximate four (4) to five (5) of the site soils will demonstrate a low to moderate potential for hydro-consolidation (settlement upon wetting with or without additional loading). The test results are provided in Appendix B.

4.3 SURFACE WATER AND GROUNDWATER

4.3.1 Surface Water
If encountered during earthwork operations, surface water on this site is likely the result of precipitation, site irrigation and/or possibly some minor surface run-off from the surrounding areas. Natural drainage at the site is interpreted to be to the northeast following the natural topography in the area. Provisions for surface drainage will need to be accounted for by the project civil engineer.

4.3.2 Groundwater
Groundwater was not encountered at the time of drilling in the exploratory borings performed for this report. Based on a review of groundwater depths noted on the State Department of Water Resources Water Data Library website, it is estimated the historic high groundwater depth is greater than 100 feet below existing grades at the site.

4.4 FAULTING AND SEISMICITY

4.4.1 Faulting
The geologic structure of the entire California area is dominated mainly by northwest-trending faults associated with the San Andreas system. The site is in a seismically active region.

However, the site is not situated within a State of California designated “Alquist-Priolo” Earthquake Fault Zone.

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The nearest known fault to the site is the San Jacinto Fault, located approximately one-mile southwest of the site. The County of Riverside has designated the site as “not in a fault zone” and “not in a fault line”.

4.4.2 Seismic Design Parameters
The site is located at approximately 33.7707 degrees West Latitude and –116.9528 degrees North Longitude. Due to the relatively dense nature of the site soils a Site Class “D” is considered appropriate for this site. Site spectral accelerations (Sa and S1) 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 SM1 and SD1 reported as “null-See Section 11.4.8” (of ASCE 7-16). As noted in ASCE 7-16, Section 11.4.8, a site-specific ground motion procedure is recommended for Site Class D when the value S1 exceeds 0.2. The value S1 for the subject site exceeds 0.2.

For a site Class D, an exception to performing a site-specific ground motion analysis is allowed in ASCE 7-16 where S1 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>1.5Ts or Eq.

12.8-4 for T>TL.

The results, based on the 2015 NEHRP and the 2022 CBC, are presented in the following table assuming 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 2.223g
Mapped 1.0 sec Period Spectral Acceleration, S1 0.903g
Site Coefficient for Site Class “D”, Fa 1
Site Coefficient for Site Class “D”, Fv 1.7
Maximum Considered Earthquake Spectral Response
Acceleration for 0.2 Second, SMS

2.223g
Maximum Considered Earthquake Spectral Response
Acceleration for 1.0 Second, SM1

1.535g
5% Damped Design Spectral Response Acceleration Parameter at 0.2 Second, SDS

1.482g
5% Damped Design Spectral Response Acceleration Parameter at 1 second, SD1

1.023g
Peak Ground Acceleration (PGAM) 1.107g
Seismic Design Category E
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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.

4.5 LIQUEFACTION
Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquakeinduced ground motion, create excess pore pressures in relatively cohesionless 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.

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.

The project site is not located within an area mapped by the State of California for liquefaction potential. The County of Riverside has designated the site as having a “moderate” liquefaction potential. Based on the current mapping and the depth to groundwater, it is GeoTek’s opinion that the liquefaction potential at the site is very low.

4.6 SEISMIC SETTLEMENTS
Loose to medium dense granular soils tend to density and settle under strong ground shaking.

The potential for seismically induced (“dry sand”) settlements of the upper 50 feet of dry alluvial sandy sediments at the site was assessed using the data of the CPT soundings with the aid of the computer program Cliq Version 2.0 (Geologismiki, 2006). A mean magnitude weighted (Mw) seismic event of 7.3 obtained using the USGS deaggregation web application (based on a two percent exceedance in 50 years) and a PGAM of 1.11g obtained from the USGS website were used in the assessment.

The results of the analyses indicated the presence of various layers of loose sands and silty sands that would be prone to settlement. Based on the recommendations provided in this report, engineered fill will be incorporated within the upper five feet of pad grade; this change has been incorporated into the settlement analysis. The following table summarizes the amount of total seismically induced settlement estimated at each CPT location:

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ESTIMATED SEISMICALLY INDUCED TOTAL SETTLEMENT
CPT Sounding Total Settlement of Unsaturated Sands
(in)
1 0.56
2 0.78
3 0.36
As noted above, seismically induced settlement of approximately 0.4 to 0.8 inches are estimated. Seismically induced differential settlements over a 40-foot span are estimated to be approximately one-half of the total settlements. The results of the seismic settlement analyses are presented within Appendix E.

The estimated settlements are considered to be at levels that special foundation design and/or ground improvement is not deemed necessary. However, the structural engineer should consider the estimated settlements into their design.

Seismic settlements can generally be mitigated with a cap of engineered fill (as recommended for this project). Unsuitable surficial soils on this project will be removed and replaced with compacted fill during site grading operations.

4.7 OTHER SEISMIC HAZARDS
Due to the general flat to gently sloping terrain, the potential for seismic induced landslides or lateral spreading is considered low. The potential for secondary seismic hazards such as a seiche and tsunami is considered negligible due to site elevation and distance from an open body of water.

5. CONCLUSIONS AND RECOMMENDATIONS

5.1 GENERAL
Development of the site appears feasible from a geotechnical engineering viewpoint. The following recommendations should be incorporated into the design and construction phases of development.

The site contains alluvial soils that are anticipated to be subject to significant hydroconsolidation (settlement upon wetting with or without additional loading). These soils SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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are unsuitable for foundation support and thus need to be removed and replaced as compacted engineered fill.

GeoTek’s analyses indicate that site may be subject to densification of the upper dry sands during the design level earthquake. This could result in seismically induced settlement of up to about 0.78 inches total and 0.39 inches differential over a 40-foot span. According to ASCE 7-16, a maximum differential settlement of 3.6 inches over a 40-foot span can be tolerated by multi-story structures with Risk Category II (structures of ordinary occupancy such as residential buildings). As noted, GeoTek’s assessment indicates that this settlement threshold is not exceeded.

Static settlements for the anticipated structure loading were assessed. The analysis indicates that static settlements due to the anticipated foundation loading are estimated to be approximately 0.3 inches over a 40-foot span. Static differential settlements of approximately

0.15 inches are estimated. These settlement estimates should be incorporated into the foundation design by the structural engineer.

5.2 EARTHWORK CONSIDERATIONS

5.2.1 General
Earthwork and grading should be performed in accordance with the applicable grading ordinances of the City of San Jacinto, the 2022 California Building Code (CBC), and recommendations contained in this report. The Grading Guidelines included in Appendix F 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 F.

5.2.2 Site Clearing
In areas of planned grading and improvements, the locations of any existing utilities should be determined. Existing utilities should be relocated or abandoned. The site should be cleared of vegetation and other deleterious materials. Debris should be properly disposed of off-site.

Voids resulting from site clearing should be backfilled with engineered fill.

5.2.3 Site Preparation – Building Pad
Due to the hydro-consolidation potential of the near-surface site soils, it is recommended that the soils be removed beneath the planned building footprint of the proposed structures to a depth of at least five (5) feet below existing grade, or three (3) feet beneath the base of the proposed foundations, whichever is greater. Removal bottoms should be relatively uniform in SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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soil type which is not visibly porous and having an in-place density of at least 85 percent of the soil’s maximum dry density as determined by ASTM D1557 test procedures. A representative of this firm should observe and approve the bottom of all remedial excavations. The lateral extent of this recommended over-excavation should extend at least five (5) feet beyond the building or foundation limits.

Following site clearing operations, remedial over-excavations and lowering of site grades, where necessary, it is recommended that the exposed subgrade soils beneath all surface improvements be proof rolled with a heavy rubber-tired piece of construction equipment approved by and in the presence of the geotechnical engineering representative. All soil that ruts or excessively deflects during proof rolling should be removed as recommended by the GeoTek representative. Following proof rolling and removal of any unsuitable bearing soil, the exposed subgrade should be scarified to a depth of about 12 inches, be moisture conditioned to slightly above the soil’s optimum moisture content and then be compacted to at least 90 percent of the soil’s maximum dry density as determined by ASTM D1557 test procedures.

5.2.4 Pavement Areas
The native soils should be overexcavated to a depth of 12 inches below existing grade or 12 inches below proposed finished grade, whichever is deeper. Finished grade is defined as the top of the subgrade. The exposed soils in these areas and in cut areas should be scarified to a depth of approximately 12 inches, moistened to at least the optimum moisture content and compacted to a minimum relative compaction of at least 95 percent of maximum dry density as determined by ASTM D1557 test procedures.

5.2.5 Hardscape Areas
The exposed soils in these areas and in cut areas should be scarified to a depth of approximately 12 inches, moistened to at least the optimum moisture content and compacted to a minimum relative compaction of at least 90 percent of maximum dry density as determined by ASTM D1557 test procedures.

5.2.6 Preparation of Excavation Bottoms
A representative of GeoTek should observe the bottom of all excavations. Upon approval, the exposed soils should be scarified to a depth of approximately eight (8) inches, moistened to at least the optimum moisture content and compacted to a minimum relative compaction of at least 95 percent of maximum dry density as determined by ASTM D1557 test procedures.

5.2.7 Engineered Fill
The on-site soils are generally considered suitable for reuse as engineered fill provided they are free from vegetation, debris, oversized materials (6-inch diameter or greater) and other SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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deleterious material. All areas should be brought to final subgrade elevations with fill materials that are placed and compacted in general accordance with minimum project standards.

Engineered fill should be placed in 6- to 8-inch loose lifts, moisture conditioned to slightly above the optimum moisture content and compacted to a minimum relative compaction of 90 percent as determined by ASTM D1557 test procedures.

If wet soils are encountered during remedial grading, methods for drying soils such as stockpiling or mixing with dry soils may be required to bring the soils to the required moisture content for placement as engineered fill. Placement of engineered fill should be observed and tested on a full-time basis by a GeoTek representative during grading activities.

5.2.8 Transition Lot Condition
Building pads graded with a cut/fill transition should be undercut to reduce the potential for differential settlement. The cut portion of the cut/fill transition should be undercut to a depth of at least four (4) feet or three (3) feet below the deepest proposed footing, whichever is deeper, and be backfilled with a properly compacted engineered fill. The bottom of the undercut should be sloped at a minimum of one (1) percent toward the adjacent parking lot/pavement area.

5.2.9 Excavation Characteristics
Excavations in the on-site alluvium should be readily accomplished with heavy-duty earthmoving or excavating equipment in good operating condition. All excavations should be formed in accordance with current Cal-OSHA requirements. Groundwater should be anticipated in site excavations greater than approximately nine feet below existing site grades.

5.2.10 Trench Excavations and Backfill
Temporary trench excavations within the on-site materials should be stable at a 1.5:1 inclination for short durations during construction and where cuts do not exceed 15 feet in height. Deeper temporary excavations should be reviewed by GeoTek prior to their planned excavation to determine if supplemental recommendations or analysis are warranted. It is anticipated that temporary cuts to a maximum height of four (4) feet can be excavated vertically.

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.

Utility trench backfill should be compacted to at least 90 percent relative compaction (as determined by ASTM D1557 test procedures). Under-slab trenches should also be compacted SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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to project specifications. Where applicable, based on jurisdictional requirements, the top 12 inches of backfill below subgrade for road pavements should be compacted to at least 95 percent relative compaction. On-site materials may not be suitable for use as bedding material but should be suitable as backfill provided particles larger than six (6) inches are removed.

Compaction should be achieved with a mechanical compaction device. Ponding or jetting of trench backfill is not recommended. If backfill soils have dried out, they should be properly moisture conditioned prior to placement in trenches.

5.2.11 Shrinkage and Bulking
For planning purposes, a shrinkage loss of 15 to 20 percent may be considered for the existing site soils that are excavated and recompacted as engineered fill.

Several factors will impact earthwork balancing on the site, including shrinkage, 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, depth of fill and underlying site conditions. Site balance areas should be available in order to adjust project grades, depending on actual field conditions at the conclusion of earthwork construction.

A subsidence loss ranging up to 0.2 foot is also estimated for the site. Subsidence will occur below the processed removal bottoms at the site.

5.2.12 Grading Plan Review
Upon completion of the site grading plans, it is recommended that those plans be provided to GeoTek for review. Based on that review, some modifications to the recommendations provided in this report may be necessary.

5.3 DESIGN RECOMMENDATIONS

5.3.1 Foundation Design Criteria
The conventional foundation elements for the proposed structures should bear entirely in compacted, engineered fill soils. Foundations should be designed in accordance with current the City of San Jacinto and 2022 CBC requirements.

Foundation design criteria for a conventional foundation system, in general conformance with the 2022 CBC are presented in this report. These are typical design criteria and are not intended to supersede the design by the structural engineer. It should be noted that the SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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criteria provided are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions.

Based on the expansion index testing performed for this report, site soils possess a “very low” 0-20) expansion index (ASTM D4829). Expansion index and soluble sulfate evaluation of the soils should be performed during construction to evaluate the as-graded conditions. Final recommendations should be based upon the as-graded soils conditions. A summary of the foundation design recommendations is presented in the following table:

DESIGN PARAMETER “VERY LOW”

EXPANSION INDEX
Building Foundation Depth or Minimum Perimeter
Beam Depth (inches below lowest adjacent grade) 12
Minimum Foundation Width (Inches) 12
Minimum Slab Thickness (actual) 4 inches
Minimum Slab Reinforcing
6” x 6” – W2.9 x W2.9 welded wire fabric or
No. 3 bars at 24 inch centers
placed in middle of slab
Minimum Footing Reinforcement
Two No. 4 reinforcing bars,
one placed near the top and one near the
bottom of the footing
Presaturation of Subgrade Soil
(Percent of Optimum)
Minimum of 100 percent of the optimum
moisture content to a depth of at least 12
inches prior to placing concrete
The following criteria for design of foundations are preliminary and should be re-evaluated based on the results of additional laboratory testing of samples obtained at/near finish pad grade.

5.3.1.1 An allowable bearing capacity of 2,000 pounds per square foot (psf) may be used for design of continuous and perimeter footings 12 inches deep and 12 inches wide, and pad footings 24 inches square and 12 inches deep. This allowable soil bearing capacity may be increased by 300 psf for each additional foot of footing depth and 300 psf for each additional foot of footing width to a maximum value of 3,500 psf. An increase of one-third may be applied when considering short-term live loads (e.g., seismic and wind loads).

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5.3.1.2 Based upon review, a modulus of subgrade reaction (E1) of 175 pci may be used in the design of foundations and/or structural slabs-on-grade. It should be noted that this value is based upon standard one foot plate load tests. Depending upon the design methodology and foundation geometry this value may need to be modified by the following:

Es = E1 ((B+1)/2B)2
where: Es = design modulus
B = footing width

5.3.1.3 Structural foundations should be designed in accordance with City of San Jacinto, Riverside County and 2022 CBC requirements, and to withstand the estimated total and differential static and seismic-induced (“dry sand”) settlements presented in this report.

5.3.1.4 The passive earth pressure may be computed as an equivalent fluid having a density of 370 psf per foot of depth, to a maximum earth pressure of 3,700 psf for footings founded on engineered fill or competent native soil. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. Passive pressure and frictional resistance can be combined without reduction. The upper one foot of soil should be ignored in the passive pressure calculations unless the surface is covered with pavements.

5.3.1.5 A grade beam, a minimum of 12 inches wide and 12 inches deep, should be utilized across large entrances. The base of the grade beam should be at the same elevation as the bottom of the adjoining footings.

5.3.1.6 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 2022 California Green Building Standards Code (CALGreen) Section 4.505.2, the 2022 CBC Section 1907.1 and ACI 360R-10. The vapor retarder design and construction should also meet the requirements of ASTM E 1643. A portion of the vapor retarder design should be the implementation of a moisture vapor retardant membrane.

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 vapor retarder placed atop the SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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underlying 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. The membrane should consist of Stego wrap or the equivalent.

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.

Moisture retarders can reduce, but not eliminate, moisture vapor rise from the underlying soils up through the slab. Moisture retarder systems 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 recommends that a qualified person, such as the flooring contractor, structural engineer, architect, and/or other experts specializing in moisture control within the building be consulted to evaluate the general and specific moisture and vapor transmission paths and associated potential impact on the proposed construction. That person (or persons) should provide recommendations relative to the slab moisture and vapor retarder systems and for migration 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 GeoTek’s services in general are not intended to address mold prevention; since GeoTek, along with geotechnical consultants in general, do not practice in the area of mold prevention. If specific recommendations addressing potential mold issues are desired, then a professional mold prevention consultant should be contacted.

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5.3.1.7 It is recommended that control joints be placed in two directions spaced approximately 24 to 36 times the thickness of the slab in inches. These joints are a widely accepted means to control cracks and should be reviewed by the project structural engineer.

5.3.2 Miscellaneous Foundation Recommendations

5.3.2.1 To reduce moisture penetration beneath the slab on grade areas, utility trench excavations should be backfilled with engineered fill, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge.

5.3.2.2 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.

5.3.2.3 Under-slab utility trenches should be compacted to project specifications.

Compaction should be achieved with a mechanical compaction device. If backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches.

5.3.2.4 Utility trench excavations should be shored or laid back in accordance with applicable CAL/OSHA standards.

5.3.2.5 On-site materials may not be suitable for use as bedding material but will be suitable as backfill. Jetting of native soils will not be acceptable.

5.3.3 Foundation Setbacks
Minimum setbacks for all foundations should comply with the City of San Jacinto or 2022 CBC 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 top outside edge of all footings should be set back a minimum of H/3 (where H is the slope height) from the face of any descending slope. The setback should be at least five (5) feet and need not exceed 40 feet.

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5.3.4 Soil Corrosivity
The soil resistivity at this site was tested in the laboratory on one (1) sample collected during the field investigation. The results of the testing indicate that the on-site soils are considered “moderately corrosive” (7,370 ohm-cm) (Roberge, 2000) to buried ferrous metal in accordance with current standards used by corrosion engineers. It is recommended that a corrosion engineer be consulted to provide recommendations for the protection of buried ferrous metal at this site.

5.3.6 Soil Sulfate Content
The site soil soluble sulfate content was determined in the laboratory on one (1) sample collected during the field investigation. The results indicate that the water-soluble sulfate result is less than 0.1 percent by weight, which is considered “negligible” as per Table 4.2.1 of ACI 318. Based on the test results and Table 4.3.1 of ACI 318. Based upon the test results, no special recommendations for concrete are required for this project due to soil sulfate exposure.

5.3.7 Import Soils
Import soils (if needed) should have an Expansion Index of less than 20 (very low) and should not possess oversized or deleterious materials. GeoTek also recommends that, as a minimum, any proposed import soils be tested for soluble sulfate content. GeoTek should be notified a minimum of 72 hours of potential import sources so that appropriate sampling and laboratory testing can be performed.

5.4 RETAINING AND GARDEN WALL DESIGN AND CONSTRUCTION

5.4.1.1 General Design Criteria
Recommendations presented in this report apply to typical masonry or concrete vertical retaining walls to a maximum height of up to six (6) feet. Additional review and recommendations should be requested for higher walls. These are typical design criteria and are not intended to supersede the design by the structural engineer.

Retaining wall foundations should be embedded a minimum of 18 inches into engineered fill.

Retaining wall foundations should be designed in accordance with Section 5.3 of this report.

Structural needs may govern and should be evaluated by the project structural engineer.

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All earth retention structure plans, as applicable, should be reviewed by this office prior to finalization.

Earthwork considerations, site clearing and remedial earthwork for all earth retention structures should meet the requirements of this report, unless specifically provided otherwise, or more stringent requirements or recommendations are made by the designer. The backfill material placement for all earth retention structures should meet the requirement of Section

5.2.4 in this report.

In general, cantilever earth retention structures, which are designed to yield at least 0.001H, where H is equal to the height of the earth retention structure, 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 1:1 (horizontal: vertical) projection from the surcharge on the stem 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.

5.4.1.2 Cantilevered Walls
The recommendations presented below are for cantilevered retaining walls up to six (6) feet high. 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.

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ACTIVE EARTH PRESSURES
Surface Slope of Retained
Materials
(horizontal:vertical)
Equivalent Fluid Pressure
(pcf)
Select Backfill* and Native Soils
Level 41
2:1 62
*The design pressures assume the backfill material has an expansion index less than or equal to 20. Backfill zone includes area between back of the wall to a plane (1:1 horizontal: vertical) up from bottom of the wall foundation (on the backside of the wall) to the ground surface.

For walls with a retained height greater than six (6) feet, an incremental seismic pressure should be included into the wall design. Where needed, it is recommended that an equivalent fluid pressure of 32 pcf be included in the wall design to account for seismic loading conditions.

This pressure may be applied as an inverted triangular distribution.

5.4.1.3 Retaining Wall Backfill and Drainage
The wall backfill should also include a minimum one (1) foot wide section of ¾- to 1-inch clean crushed rock (or an approved equivalent). The rock should be placed immediately adjacent to the back of the wall and extend up from a back drain to within approximately 24 inches of the finish grade. The upper 24 inches should consist of compacted on-site materials. The rock should be separated from the earth with filter fabric. The presence of other materials might necessitate revision of the parameters provided and modification of the wall designs. The backfill materials should be placed in lifts no greater than eight (8) inches in thickness and compacted to a minimum of 90% relative compaction as determined by ASTM D1557 test procedures. Proper surface drainage needs to be provided and maintained.

As an alternative to the drain, rock and fabric, a pre-manufactured wall drainage product (example: Mira Drain 6000 or approved equivalent) may be used behind the retaining wall. The wall drainage product should extend from the base of the wall to within two (2) feet of the ground surface. The subdrain should be placed in direct contact with the wall drainage product.

Retaining walls should be provided with an adequate pipe and gravel back drain system to help prevent buildup of hydrostatic pressures. Backdrains should consist of a four (4)-inch diameter perforated collector pipe (Schedule 40, SDR 35, or approved equivalent) embedded in a minimum of one (1) cubic foot per linear foot of ¾- to 1-inch clean crushed rock or an approved equivalent, wrapped in filter fabric (Mirafi 140N or an approved equivalent). The SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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drain system should be connected to a suitable outlet. Waterproofing of site walls should be performed where moisture migration through the walls is undesirable.

5.4.1.4 Restrained Retaining Walls
Retaining walls that will be restrained at the top that support level backfill or that have reentrant or male corners, should be designed for an equivalent at-rest fluid pressure of 62 pcf, plus any applicable surcharge loading. 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.

5.4.1.5 Other Design Considerations
 Wall design should consider the additional surcharge loads from superjacent slopes and/or footings, where appropriate.
 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.  Positive separations should be provided in garden walls at horizontal distances not exceeding 20 feet.

5.5 PRELIMINARY PAVEMENT DESIGN RECOMMENDATIONS

5.5.1 Asphalt Concrete (AC) Pavement
Although planned final grades beneath the street improvements within the site are not yet known, the following preliminary pavement design recommendations are based on Traffic Indexes of 5.5 for local streets and 7.0 for collector streets as designated by the City of San Jacinto/County of Riverside. Preliminary pavement thickness design is based on the CalTrans Highway Design Manual (2018). An R-value of 40 has been assumed for the preliminary design of the project pavement sections. Once the traffic loading information becomes more defined, revision to the pavement design recommendations may be warranted. It is recommended that the final pavement design be based on R-value testing of the as-graded subgrade soils within the pavement areas.

Based on the assumptions noted above the following preliminary pavement recommendations are provided for the site:

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PRELIMINARY MINIMUM PAVEMENT SECTION
Traffic Index
Thickness of Asphalt
Concrete (inches)
Thickness of Aggregate Base
(inches)

5.5 (Access/Drive Lanes)

3.0* 6.0*

7.0 (Collector Streets)

4.0 7.0
*City of San Jacinto minimum
Traffic Indices (TIs) used in the pavement design for the indicated street types should provide a pavement life of approximately 20 years with a normal amount of flexible pavement maintenance. Irrigation adjacent to pavements, without a deep curb or other cutoff to separate landscaping from the paving may result in premature pavement failure. Traffic parameters used for design were selected based upon engineering judgment and not upon information furnished to us such as an equivalent wheel load analysis or a traffic study.

All base material and the upper 12 inches of subgrade should be compacted to at least 95 percent of the material’s maximum dry density as determined by ASTM D 1557 test procedures. All materials and methods of construction should conform to the requirements of the City of San Jacinto.

5.5.2 Permeable Interlocking Concrete Pavers
Interlocking concrete pavers can be used for this project. The pavers are assumed to be approximately 3.2 inches (80 millimeters) in thickness. Concrete pavers should be underlain by

1.0 inch to 1.5 inches of bedding sand overlying four inches of aggregate base founded on compacted subgrade soils. The aggregate base should be compacted to at least 95 percent of maximum dry density as determined by ASTM D 1557 test procedures.

Where possible, the aggregate base should extend beyond the perimeter of the pavers a minimum distance of four inches.

The bedding sand should be placed and lightly moistened and compacted. Since this compaction cannot be tested it should be observed by a representative of this firm.

Historically, paver systems have experienced failures in areas where water has degraded the support characteristics of the underlying base and/or subgrade soils. Since paver systems are permeable and allow transmission of water into the underlying materials, it may be prudent to discuss with the paver designer/manufacturer what methods may be employed to address the SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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issue of potential water introduction into the underlying materials. Underdrain systems, local subgrade reinforcement, or additional structural elements such as geotextiles can be considered, particularly in high traffic areas and/or low areas where water will tend to collect.

The recommendations of the designer/manufacturer should then be implemented in the design and construction of the paver system.

5.5.3 Portland Cement Concrete (PCC) Pavement
For the proposed vehicle parking and drive lane areas, it is recommended that a minimum of 5 inches of PCC pavement over 12 inches subgrade compacted to at least 95 percent of maximum dry density as determined by ASTM D 1557 test procedures be utilized. For truck access/truck delivery/emergency vehicle drives, it is recommended that a minimum of 6 inches of PCC pavement over 12 inches subgrade compacted to at least 95 percent of maximum dry density be utilized. This section should also be used in heavy truck traffic areas such as loading docks, fire lanes, and trash dumpster pads and approaches.

Requirements of Section 90 of Caltrans Standard Specifications, and various ACI and ASTM standards regarding producing, mixing, placing and finishing concrete should be followed. The PCC pavement should have a minimum modulus of rupture of 550 pounds per square inch, a minimum 28-day compressive strength of 4,000 psi and contain air-entrainment (5±2 percent).

Concrete should consist of a “pavement”-type concrete mix (not a “slab” mix) and incorporate at least 1-inch maximum size aggregate and should be proportioned to achieve a maximum slump of four inches. Instead of increasing the water content, a plasticizing admixture may be utilized to increase the workability of the concrete. The concrete should be properly cured after placement. Concrete should not be placed during hot and windy weather.

Crack control joints should be provided in the transverse direction spaced at horizontal intervals ranging from 24 to 36 times the thickness of the concrete.

5.5.4 Pavement Construction
All pavement installation, including preparation and compaction of subgrade, compaction of base material, placement and rolling of asphaltic concrete should be done in accordance with the City of San Jacinto specifications, and under the observation and testing of GeoTek and a City Inspector where required. Jurisdictional minimum compaction requirements in excess of the aforementioned minimums may govern.

Deleterious material, excessive wet or dry pockets, oversized rock fragments, and other unsuitable yielding materials encountered during grading should be removed. Once existing compacted fill is brought to the proposed pavement subgrade elevations, the subgrade should SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
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be proof rolled in order to check for a uniform and unyielding surface. The upper 12 inches of pavement subgrade soils should be scarified, moisture conditioned at or near optimum moisture content, and recompacted to at least 95 percent of the maximum dry density as determined by ASTM D1557 test procedures. If loose or yielding materials are encountered during construction, additional evaluation of these areas should be carried out by GeoTek. All pavement section changes should be properly transitioned.

Asphalt concrete and aggregate base should conform to current Caltrans Standard Specifications Section 39 and 26-1.02, respectively. As an alternative, asphalt concrete can conform to Section 203-6 of the current Standard Specifications for Public Work (Green Book). Crushed aggregate base or crushed miscellaneous base can conform to Section 200-2.2 and 200-2.4 of the Green Book, respectively. The pavement base should be compacted to at least 95 percent of the ASTM D1557 laboratory maximum dry density (modified proctor).

All pavement installation, including preparation and compaction of subgrade, compaction of base material, placement and rolling of asphaltic concrete, should be done in accordance with the City of San Jacinto specifications, and under the observation and testing of GeoTek and a City Inspector where required. Jurisdictional minimum compaction requirements in excess of the aforementioned minimums may govern.

5.6 CONCRETE CONSTRUCTION

5.6.1 General
Concrete construction should follow the 2022 CBC and ACI guidelines regarding design, mix placement and curing of the concrete. If desired, GeoTek could provide quality control testing of the concrete during construction.

5.6.2 Concrete Mix Design
As discussed in Section 5.3.5, no special recommendations for concrete are required for this project due to soil sulfate exposure. Additional testing should be performed during grading so that specific recommendations can be formulated based on the as-graded conditions.

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5.6.3 Concrete Flatwork
Exterior concrete flatwork is often one of the most visible aspects of site development. They are typically given the least level of quality control, being considered “non-structural” components. Cracking of these features is common due to various factors. While cracking usually does not affect the structural performance of the concrete, it is unsightly. It is recommended that the same standards of care be applied to these features as to the structure itself.

Flatwork should consist of a minimum four-inch (actual) thick concrete and the use of temperature and shrinkage control reinforcement is suggested. The project structural engineer should provide final design recommendations.

5.6.4 Concrete Performance
Concrete cracks should be expected. These cracks can vary from sizes that are hairline to more than 1/8 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 undergoes chemical processes that are dependent on 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 approximately equal to 24 to 36 times the slab thickness.

5.7 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS
It is recommended that site grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. It is also recommended that GeoTek representatives be present during site grading and foundation construction to observe and document for proper implementation of the geotechnical recommendations. The owner/developer should have GeoTek perform at least the following duties:

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 Observe site clearing and grubbing operations for proper removal of all unsuitable materials.
 Observe and test bottom of removals prior to fill placement.  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 excavation backfill. Also, test the fill for density, relative compaction and moisture content.  Observe and probe foundation excavations to confirm suitability of bearing materials with respect to density.

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. It is recommended that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained.

6. 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 GeoTek’s evaluation is limited to the area explored that is shown on the Exploration Location Map (Figure 2). This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to GeoTek by the client. Further, no evaluation of any existing site improvements is included. The scope is based on GeoTek’s understanding of the project and the client’s needs, GeoTek’s proposal P-0206323-CR dated April 10, 2023, and geotechnical engineering standards normally used on similar projects in this region.

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7. LIMITATIONS
GeoTek’s findings are based on site conditions observed and the stated sources. Thus, GeoTek’s 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 at this time and location 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 GeoTek’s recommendations are based on the site conditions observed and encountered at the stated times and laboratory testing. Thus, GeoTek’s conclusions and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to 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.

8. SELECTED REFERENCES
American Concrete Institute (ACI), 2006, Publication 302.2R-06, Guide for Concrete Slabs That Receive Moisture Sensitive Flooring Materials.
_____, 2008, Publication 330R-08, Guide For The Design and Construction of Concrete Parking Lots.
_____, 2010, Publication 360R-10, Guide to Design of Slabs-On-Ground.

Bowles, J. E., 1977, “Foundation Analysis and Design”, Second Edition.

Bryant, W.A., and Hart, E.W., 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, California Geological Survey: Special Publication 42.

California Code of Regulations, Title 24 Part 2, 2022 “California Building Code,” 2 volumes.

California Department of Transportation, 2018, “Highway Design Manual”, 6th Edition.

Charles W. Jennings and William A. Bryant, 2010, “Fault Activity Map pf California, California Geological Survey Geologic Data Map No. 6”, scale 1:750,000.

SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 28
Department of the Navy, 1982, “Foundations and Earth Structures”, Design Manual 7.2.

Dibblee, T.W. and Minch, J.A., 2003, “Geologic Map of the San Jacinto Quadrangle, Riverside County, California,” Dibblee Geological Foundation, Dibblee Foundation Map DF-116, scale 1:24,000.

GeoTek, Inc., In-house proprietary information.

Peck R. B., Hanson W. H. & Thornburn T. H., 1974, “Foundation Engineering”, Second edition.

Roberge, P. R., 2000, “Handbook of Corrosion Engineering”.

SEA/OSHPD web service, “Seismic Design Maps” (https://seismicmaps.org).

Southern California Earthquake Center (SCEC), 1999, Martin, G. R., and Lew, M., ed., “Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California,”, dated March 1999.

State of California, California Geological Survey (CGS, formerly referred to as the California Division of Mines and Geology), 2008, “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” Special Publication 117A.

Terzaghi, K. and Peck, R. B., 1967, “Soil Mechanics in Engineering Practice”, Second Edition.

San Jacinto Investments 2023, LLC
APN 439-180-011
South Hewitt Avenue and East Esplanade
Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
Figure 1
Site Location
and
Topography
Map

APPROXIMATE

SITE AREA
Modified from the San Jacinto
2021 7.5-minute Topographic
Map Sheet
Figure 2
Exploration
Location
Map
San Jacinto Investments 2023, LLC
Assessor’s Parcel Number 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
GeoTek Project No. 3489-CR
LEGEND
(Locations are Approximate)
B-6 Hollow-stem Auger
Boring Location
I-2 I-1
B-5 B-6
B-4
B-3
B-1
B-2
CPT-1
CPT-2
CPT-3
I-2 Infiltration Test
Location
CPT-3
CPT Sounding

APPENDIX A

LOGS OF EXPLORATORY BORINGS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page A-1

A - FIELD TESTING AND SAMPLING PROCEDURES
The Modified Split-Barrel Sampler (Ring)
The Ring sampler is driven into the ground at various depths in accordance with ASTM D 3550 test procedures. The sampler, with an external diameter of 3.0 inches, is lined with 1-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 log of boring. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing.

The Standard Penetration Test (SPT) Sampler
Standard penetration tests (SPT) were performed with a 2.0-inch outside diameter, 1.5-inch inside diameter, split-barrel sampler. The sampler was 18 inches long. The inside diameter of the sampler shoe was 1.4 inches. The sampler was unlined. The sampler conformed to the requirements of ASTM D 1586. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. Disturbed samples are removed from the sample barrel, sealed in a plastic bag, 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 5 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 LOG LEGEND
The following abbreviations and symbols often appear in the classification and description of soil and rock on the log of borings:

SOILS
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
(Additional denotations and symbols are provided on the boring logs) GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 8 R1 SP 3.6 105.8
12 15
10 R2 6.9 109.3
13 13
6 R3
7 8
8 R4 ML-CL 14.2 98.0
16 19
16 R5 ML
19 25
5 R6 21.6 107.8 % Passing #200 = 21.7
8 13
12 R7 2.3 124.2 % Passing #200 = 26.7
26 41
5 S1 25.6 LL=39; PL=23; PI=17
5 % Passing #200 = 76.3
4 5 S2 29.6 LL=50; PL=25; PI=25
5 % Passing #200 = 77.6
4 ---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:

Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
Alluvium:
5 SAMPLES
USCS Symbol
Boring No.: B-1

MATERIAL DESCRIPTION AND COMMENTS
25 10
15 20
30LEGEND
Sample type: ---Ring
Clayey SILT, grey, moist, stiff
Sandy SILT to clayey SILT, grey, moist, stiff
---SPT ---Large Bulk
Lab testing:

AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density Sandy SILT, grey, moist, stiff, trace clay
Sandy SILT to f SAND, grey, moist to slightly moist, hard to dense Sandy SILT, to f SAND, grey, slightly moist, very stiff F-m SAND, grey, slightly moist, medium dense
F-m SAND, grey brown, slightly moist, medium dense
Sandy SILT to Sandy CLAY, grey brown, slightly moist, very stiff GeoTek, Inc.

LOG OF EXPLORATORY BORING
10 S3 SP 8.0 % Passing #200 = 4.8
17 21
10 S4
16 16
14 S5 2.7
19 23
15 S6
19 19
---Small Bulk ---No Recovery ---Water Table
RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density Lab testing:

AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
No groundwater encountered
Boring backfilled with soil cuttings
40 45
50 BORING TERMINATED AT 51.5 FEET
F SAND, grey, slightly moist, dense

SAMPLES
USCS Symbol
Boring No.: B-1 (continued)

MATERIAL DESCRIPTION AND COMMENTS
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
35 LOCATION: San Jacinto, CA DATE:

PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE:

Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
Track CME 75
F SAND, light grey, slightly moist, dense
F-c SAND, light grey, slightly moist, dense
F-m SAND, light grey, slightly moist, dense
Laboratory Testing
Dry Density
(pcf)
Others
Water Content
(%)
GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 2 R1 SM 10.1 95.9
2 2
5 R2 9.0 102.6 Collapse
7 11
11 R3 ML 9.6 109.1
22 25
18 R4 SM
22 26
11 R5 10.4 119.1
16 44
11 R6 ML-SM 11.6 118.4
27 50
---Small Bulk ---No Recovery ---Water Table
RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density 30LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
Lab testing:

AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis 20 Clayey SILT to silty f-m SAND, grey brown, slightly moist to moist, hard to very dense
BORING TERMINATED AT 21.5 FEET
No groundwater encountered
Boring backfilled with soil cuttings
25 10
15 Silty f SAND, grey brown, slightly moist, dense
Silty f-m SAND, tan, slightly moist, dense
5 Dry Density
(pcf)
Others

MATERIAL DESCRIPTION AND COMMENTS
Alluvium:

Silty f SAND, grey brown, moist, loose
Silty f SAND, grey brown, moist, medium dense
Clayey SILT, grey, slightly moist, hard

SAMPLES
USCS Symbol
Boring No.: B-2
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:

Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:

GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 SH, EI, MD
EI=0
5 R1 ML 10.5 103.5
7 7
6 R2 11.5 106.4
10 18
7 R3 6.5 89.9 Collapse
11 14
11 R4 SP 2.5 117.1
13 14
12 R5 SP-SM
15 17
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:

SAMPLES
USCS Symbol
Boring No.: B-3
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
10 Dry Density
(pcf)
Others

MATERIAL DESCRIPTION AND COMMENTS
Alluvium:
5 F sandy SILT, grey, moist, stiff
F sandy SILT, grey, slightly moist, very stiff
Clayey SILT to f sandy SILT, slightly moist, very stiff F SAND to f-m SAND, light grey to light brown, slightly moist, medium dense 25 15
F SAND to silty f SAND, light grey to tan, slightly moist, medium dense 20 BORING TERMINATED AT 16.5 FEET
No groundwater encountered
Boring backfilled with soil cuttings
LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
Lab testing:

AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis 30 RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 4 R1 SP 6.9 101.1
5 6
5 R2 SM 1.3 99.6 Collapse
9 10
8 R3 ML 4.7 104.5
16 23
10 R4 SP
18 23
3 R5 SM-ML 13.7 113.9
8 20
8 R6 SM 8.2 112.3
23 34
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:

SAMPLES
USCS Symbol
Boring No.: B-4
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others

MATERIAL DESCRIPTION AND COMMENTS
20 Alluvium:
5 10
F SAND, tan, slightly moist, loose
Silty f SAND, tan, slightly moist, medium dense
Sandy SILT, tan, slightly moist, very stiff
F-m SAND, tan, slightly moist, medium dense
15 Silty f-m SAND, grey, slightly moist to moist, dense BORING TERMINATED AT 21.5 FEET
Silty f SAND to clayey SILT, tan to light grey, slightly moist to moist, medium dense to very stiff
No groundwater encountered
Boring backfilled with soil cuttings
25 30LEGEND
Sample type:

Lab testing:

MD = Maximum Density
---Ring ---SPT ---Large Bulk
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 6 R1 SP-ML 12.3 100.5
7 9
9 R2 ML 7.5 112.3
15 17
9 R3 7.9 112.1 Collapse
14 16
9 R4 ML-SM 9.2 107.2
12 13
13 R5 SM-SP
19 31
---Small Bulk ---No Recovery ---Water Table
RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density ---Large Bulk
Lab testing:

AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis 30LEGEND
Sample type: ---Ring ---SPT
20 25
F SAND to clayey SILT, grey-brown, moist, stiff
5 F sandy SILT, grey brown, slightly moist, very stiff, minor pinhole porosity F sandy SILT, grey brown, slightly moist, very stiff, minor pinhole porosity 10 15
Silty f SAND to f SAND, brown to light grey, moist to slightly moist, dense BORING TERMINATED AT 16.5 FEET
No groundwater encountered
Boring backfilled with soil cuttings
Clayey SILT to silty f SAND, brown to light grey, slightly moist to moist, very stiff, medium dense
Alluvium:

SAMPLES
USCS Symbol
Boring No.: B-5

MATERIAL DESCRIPTION AND COMMENTS
Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:

Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:

GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 SR
3 R1 ML 16.9 99.6
4 8
7 R2 SM 1.5 115.0
13 14
8 R3 SM-SP 9.9 111.6
10 12
8 R4 ML
13 14
6 R5 23.8 95.7
9 9
9 R6 ML-SM 14.5 109.9
17 21
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:

Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
Alluvium:

SAMPLES
USCS Symbol
Boring No.: B-5

MATERIAL DESCRIPTION AND COMMENTS
F sandy SILT, grey, slightly moist to moist, medium stiff, trce roots 5 10
15 Clayey SILT, grey, slightly moist to moist, stiff
F sandy SILT, grey brown, slightly moist to moist, very stiff Silty f-m SAND to f SAND, tan to grey brown, slightly moist to moist, medium dense
Silty f-m SAND, tan, slightly moist, medium dense
20 Clayey SILT to silty f SAND, grey to tan, moist to slightly moist, very stiff to medium dense
No groundwater encountered
Boring backfilled with soil cuttings
25 BORING TERMINATED AT 21.5 FEET
---Large Bulk
Lab testing:

AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis 30LEGEND
Sample type: ---Ring ---SPT
RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 SM
SP
---Small Bulk ---No Recovery ---Water Table
Jerry
CLIENT: San Jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR:
4/21/2023
PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE:

Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
Alluvium:

SAMPLES
USCS Symbol
Infiltration No.: I-1

MATERIAL DESCRIPTION AND COMMENTS
5 Boring backfilled with soil cuttings
Silty f SAND, grey, slightly moist
BORING TERMINATED AT 5 FEET
No groundwater encountered
F SAND, light grey, slightly moist
10 15
20 25
30LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
Lab testing:

AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc.

Laboratory Testing
Depth (ft)
Sample Type
Blows/ 6 in
Sample Number
Water Content
(%)
Dry Density
(pcf)
Others
Alluvium:

SAMPLES
USCS Symbol
Infiltration No.: I-2

MATERIAL DESCRIPTION AND COMMENTS
10 Silty f SAND, grey, slightly moist, loose
F SAND, light grey, slightly moist, loose
5 BORING TERMINATED AT 5 FEET
No groundwater encountered
Boring backfilled with soil cuttings
15 20
25 30LEGEND
Sample type: ---Ring ---SPT ---Large Bulk
Lab testing:

AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density

APPENDIX B

LABORATORY TEST RESULTS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page B-1

SUMMARY OF LABORATORY TESTING
Classification
Soils were classified visually in general accordance with the Unified Soil Classification System (ASTM Test Method D 2487). The soil classifications are shown on the logs of borings in Appendix A.

Atterberg Limits
Atterberg limits testing was performed on select fine-grained samples collected from the site. The tests were performed in general accordance with ASTM D 4318 test procedures. The test results are presented on the boring logs included within Appendix A.

Collapse Test
Collapse tests were performed on selected samples of the site soils in general accordance with ASTM D 5333 test procedures. The results of this test are presented graphically in Appendix B.

Direct Shear
Shear testing was performed in a direct shear machine of the strain-control type in general accordance with ASTM D 3080 test procedures. The rate of deformation was approximately 0.035 inch per minute.

The sample was sheared under varying confining loads in order to determine the coulomb shear strength parameters, angle of internal friction and cohesion. The tests were performed on soil samples remolded to approximately 90 percent of maximum dry density as determined by ASTM D 1557 test procedures in addition to in-situ samples. The shear test results are presented graphically in Appendix B.

Expansion Index
Expansion Index testing was performed on a selected soil sample. Testing was performed in general accordance with ASTM Test Method D 4829. The results of the testing are provided below and in Appendix B.

Boring No. Depth (ft.) Description Expansion Index Classification B-3 0-5 Silty Sand (SM) 0 Very Low
In-Situ Moisture and Density
The natural water content of sampled soils was determined in general accordance with ASTM D 2216 test procedures on samples of the materials recovered from the subsurface exploration. In addition, inplace dry density of the sampled soils was determined in general accordance with ASTM D 2937 test procedures on relatively undisturbed samples to measure the unit weight of the subsurface soils.

Results of these tests are shown on the boring logs at the appropriate sample depths in Appendix A.

Materials Finer Than the No. 200 Sieve
A #200 sieve wash was performed on selected samples of the site soils in general accordance with ASTM D 1140 test procedures. The results of this testing are presented on the boring logs in Appendix A.

SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page B-1
Moisture-Density Relationship
Laboratory testing was performed on selected soil samples collected during the subsurface exploration.

The laboratory maximum dry density and optimum moisture content for the soil type was determined in general accordance with ASTM D 1557 test procedures. The results are presented graphically in Appendix B.

Sulfate Content, Resistivity and Chloride Content
Testing to determine the water-soluble sulfate content was performed by others in general accordance with ASTM D4327 test procedures. Resistivity testing was completed by others in general accordance with ASTM G187 test procedures. Testing to determine the chloride content was performed by others in general accordance with ASTM D4327 test procedures. The results of the testing are provided below and in Appendix B.

Boring No. Depth (ft.)
pH
ASTM D4972
Chloride
ASTM D4327
(mg/kg)
Sulfate
ASTM D4327
(% by weight)
Resistivity
ASTM G187
(ohm-cm)
B-6 0-5 8.4 14.1 0.0019 7,370
Plate B-1
Sample: B-2 @ 3 feet
Seating Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California

COLLAPSE REPORT
CHECKED BY: JB Lab: Corona APN 439-180-011
Loading Prior to Inundation
Loading After Inundation
Rebound Cycle

0.00 1.00

2.00 3.00

4.00 5.00

6.00 0.1 1.0 10.0 100.0
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)

STRESS IN KIPS PER SQUARE FOOT
Plate B-2
Sample: B-3 @ 7 feet
Seating Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California

COLLAPSE REPORT
CHECKED BY: JB Lab: Corona APN 439-180-011
Loading Prior to Inundation
Loading After Inundation
Rebound Cycle

0.00 1.00

2.00 3.00

4.00 0.1 1.0 10.0 100.0
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)

STRESS IN KIPS PER SQUARE FOOT
Plate B-3
Sample: B-4 @ 3 feet
Seating Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California

COLLAPSE REPORT
CHECKED BY: JB Lab: Corona APN 439-180-011
Loading Prior to Inundation
Loading After Inundation
Rebound Cycle

0.00 1.00

2.00 3.00

4.00 5.00

0.1 1.0 10.0 100.0
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)

STRESS IN KIPS PER SQUARE FOOT
Plate B-4
Sample: B-5 @ 7 feet
Seating Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California

COLLAPSE REPORT
CHECKED BY: JB Lab: Corona APN 439-180-011
Loading Prior to Inundation
Loading After Inundation
Rebound Cycle

0.00 1.00

2.00 0.1 1.0 10.0 100.0
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)

STRESS IN KIPS PER SQUARE FOOT
Sample Location:

Date Tested:

Shear Strength: F = 30 O
, C = 117 psf
Notes:
5/5/2023

DIRECT SHEAR TEST
2 - The above reflect direct shear strength at saturated conditions. 1 - 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.

Project Name: APN 439-180-011, San Jacinto
Project Number:
3 - The tests were run at a shear rate of 0.01 in/min.
3489-CR
B-3 @ 0-5 feet

0.0 500.0
1000.0
1500.0
2000.0
2500.0
3000.0
3500.0
4000.0

0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 4000.0 SHEAR STRESS (psf)
NORMAL STRESS (psf)
Ring #: Ring Dia. : Ring Ht.:1"
Weight of compacted sample & ring (gm)Weight of ring (gm)Net weight of sample (gm)Moisture Content, %Specific Gravity, assumedUnit Wt. of Water @ 20 °C, (pcf)% Saturation EXPANSION INDEX = 0
795.5 14.9

62.448.1 FINAL MOISTURE
Final Weight of wet
sample & tare % Moisture

2.70 4/28/2023 0.3930 Final

9.0 SATURATION DETERMINATION
Dry Density, lb / ft3 (D/1.F) 112.0Wet Density, lb / ft3 (C*0.3016) 122.0 4/27/2023 0.3930 10 min/Dry 404.6 4/27/2023 0.3950 Initial

DENSITY DETERMINATION
771.6 READINGS367.0 DATE TIME READING
Sample Description:

4.01"
Project Number: 3489-CR Date Tested: 4/27/2023
Project Location: APN 439-180-011, San Jacinto Sample Source: B-3 @ 0-5 feet

EXPANSION INDEX TEST
(ASTM D4829)
Client: San Jacinto Investments 2023, LLC Tested/ Checked By: AC Lab No Corona Sample Details
Sample ID: 23-00082-S01 Date Sampled: 4/21/2023
Sampled By: Cynthia Diaz-Ruiz
Location: B-3 @ 0-5 feet / Silty fine to coarse sand
Test Results
ASTM D 1557
Maximum Dry Unit Weight (lbf/ft³): 123.2
Optimum Water Content (%): 9.4
Method: A
Preparation Method: Moist
Retained Sieve No 4 (4.75mm) (%): 9
Passing Sieve No 4 (4.75mm) (%): 91
Tested By: Mycheal Phillips
Date Tested: 4/25/2023
ASTM D 4718
Corrected Maximum Dry Unit
Weight (lbf/ft³): 126.3
Corrected Optimum Water
Content (%): 8.7
Specific Gravity (Oversize): 2.70
Sieve Size (Oversize): No 4
Oversize Particles (%): 9
Dry Unit Weight - Water Content Relationship
Proctor Report
Report No: PTR:23-00082-S01
Client:

Project: 3489-CR
APN 439-180-011, San Jacinto
Phone: (951) 710-1160
GeoTek - Corona
Corona, CA 92880
Fax: (951) 710-1167
1548 N. Maple St.

Irvine CA 92618
8951 Research Drive

THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL
CC:

Form No: 110031, Report No: PTR:23-00082-S01 © 2000-2023 QESTLab by SpectraQEST.com Page 1 of 1 Comments
San Jacinto Investments 2023, LLC
Project X REPORT S230426D
Corrosion Engineering Page 1
Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
Results Only Soil Testing
for
APN 439-180-011,
San Jacinto
April 28, 2023
Prepared for:

Respectfully Submitted,
Eduardo Hernandez, M.Sc., P.E.

Sr. Corrosion Consultant
NACE Corrosion Technologist #16592
Professional Engineer
California No. M37102
[email protected]
Jordan Brucelas
Geotek USA
1548 North Maple Street
Corona, CA 92280
[email protected]
Project X Job#: S230426D
Client Job or PO#: 3489-CR San Jacinto
Investments 2023, LLC
Project X REPORT S230426D
Corrosion Engineering Page 2
Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
Soil Analysis Lab Results
Client: Geotek USA
Job Name: APN 439-180-011, San Jacinto
Client Job Number: 3489-CR Melia Homes
Project X Job Number: S230426D
April 28, 2023
Method ASTM
G51
ASTM
G200
SM
4500-D
ASTM
D4327
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D6919
ASTM
D4327
ASTM
D4327
Bore# /
Description
Depth pH Redox Sulfide
S
2- Nitrate
NO3
- Ammonium
NH4
+ Lithium
Li+ SodiumNa+ PotassiumK
+ Magnesium
Mg2+ CalciumCa2+ FluorideF2
-- Phosphate
PO4
3-
(ft) (mg/kg) (wt%) (mg/kg) (wt%) (Ohm-cm) (Ohm-cm) (mV) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) (mg/kg) B6 0-5 19.0 0.0019 14.1 0.0014 16,750 7,370 8.4 128 0.8 3.2 8.7 ND 34.4 23.5 42.9 331.5 5.4 1.4 ASTM
G187
ASTM
D4327
ASTM
D4327
Resistivity
As Rec'd | Minimum
Sulfates
SO4
2- Chlorides
ClCations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract PPM = mg/kg (soil) = mg/L (Liquid)
Note: Sometimes a bad sulfate hit is a contaminated spot. Typical fertilizers are Potassium chloride, ammonium sulfate or ammonium sulfate nitrate (ASN). So this is another reason why testing full corrosion series is good because we then have the data to see if those other ingredients are present meaning the soil sample is just fertilizer-contaminated soil. This can happen often when the soil samples collected are simply surface scoops which is why it's best to dig in a foot, throw away the top and test the deeper stuff. Dairy farms are also notorious for these items.

APPENDIX C

INFILTRATION TEST DATA

AND PORCHET CALCULATIONS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR

Equation - I
t =
Havg = (HO+HF)/2 =
It = 3.55 Inches per Hour
Total Test Hole Depth, DT = 60
ΔH (60r)
Δt (r+2Havg)
HO = DT - DO = 24
HF = DT - DF = 17.3
ΔH = ΔD = HO- HF = 6.7

20.65 Final Depth to Water, DF = 42.7
Test Hole Radius, r = 4
Initial Depth to Water, DO = 36
Time Interval, Δt = 10
Client: San Jacinto Investments 2023, LLC
Project: APN 439-180-011
Project No: 3489-CR
Date: 4/24/2023
Boring No. I-1
Infiltration Rate (Porchet Method)
Equation - I
t =
Havg = (HO+HF)/2 =
It = 2.72 Inches per Hour
Total Test Hole Depth, DT = 60
ΔH (60r)
Δt (r+2Havg)
HO = DT - DO = 24
HF = DT - DF = 18.7
ΔH = ΔD = HO- HF = 5.3

21.35 Final Depth to Water, DF = 41.3
Test Hole Radius, r = 4
Initial Depth to Water, DO = 36
Time Interval, Δt = 10
Client: San Jacinto Investments 2023, LLC
Project: APN 439-180-011
Project No: 3489-CR
Date: 4/24/2023
Boring No. I-2
Infiltration Rate (Porchet Method)

APPENDIX D

CONE PENETROMETER TEST (CPT) SOUNDING LOGS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR

Project: GeoTek
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.26 ft, Date: 4/21/2023 CPT-1
Location:

Cone resistance
Tip resistance (tsf)
0 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Cone resistance Sleeve friction
Friction (tsf)
0 2 4 6 8 1 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Sleeve friction Pore pressure u
Pressure (psi)
-2 0 0 2 0 4 0 6 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Pore pressure u Friction ratio
Rf (%)
0 1 2 3 4 5 6 7 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
0 2 4 6 8 1 0 1 2 1 4 1 6 1 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Clay & silty clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:24 AM 1 Project file: C:\CPT Project Data\GeoTek-SanJacinto4-23\CPT Report\CPeT.cpt Project: GeoTek
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.38 ft, Date: 4/21/2023 CPT-2
Location:

Cone resistance
Tip resistance (tsf)
0 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Cone resistance Sleeve friction
Friction (tsf)
0 2 4 6 8 1 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Sleeve friction Pore pressure u
Pressure (psi)
-2 0 0 2 0 4 0 6 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Pore pressure u Friction ratio
Rf (%)
0 1 2 3 4 5 6 7 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
0 2 4 6 8 1 0 1 2 1 4 1 6 1 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Soil Behaviour Type
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:24 AM 2 Project file: C:\CPT Project Data\GeoTek-SanJacinto4-23\CPT Report\CPeT.cpt Project: GeoTek
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.20 ft, Date: 4/21/2023 CPT-3
Location:

Cone resistance
Tip resistance (tsf)
0 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Cone resistance Sleeve friction
Friction (tsf)
0 2 4 6 8 1 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Sleeve friction Pore pressure u
Pressure (psi)
-2 0 0 2 0 4 0 6 0
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Pore pressure u Friction ratio
Rf (%)
0 1 2 3 4 5 6 7 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
0 2 4 6 8 1 0 1 2 1 4 1 6 1 8
Depth (ft)
6 0
5 8
5 6
5 4
5 2
5 0
4 8
4 6
4 4
4 2
4 0
3 8
3 6
3 4
3 2
3 0
2 8
2 6
2 4
2 2
2 0
1 8
1 6
1 4
1 2
1 0
8 6
4 2
0 Soil Behaviour Type
Clay & silty clay
Clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Sand & silty sand
Clay & silty clay
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay
Sand & silty sand
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Silty sand & sandy silt
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:25 AM 3 Project file: C:\CPT Project Data\GeoTek-SanJacinto4-23\CPT Report\CPeT.cpt

APPENDIX E

LIQUEFACTION & STATIC SETTLMENT ANALYSIS
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR

L I Q U E F A C T I O N A N A L Y S I S R E P O R T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-1

80.00 ft

80.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
0 200 400 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Cone resistance SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot CRR plot
Recompacted Soil

CRR & CSR
0 0.2 0.4 0.6
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200 Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10 Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio Recompacted Soil
Rf (%)
0 2 4 6 8 10
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: 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.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq 1 This software is licensed to: Edward LaMont CPT name: CPT-1 Norm. cone resistance
Qtn
0 50 100 150 200 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Nom. pore pressure ratio SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot Norm. Soil Behaviour Type
Recompacted Soil
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Depth (ft) 60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand
Silty sand & sandy silt Clay Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Clay
Clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt Clay & silty clay Clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 2 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11

80.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Edward LaMont CPT name: CPT-1 CRR plot
Recompacted Soil

CRR & CSR
0 0.2 0.4 0.6 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot Liquefaction potential
Recompacted Soil
LPI
0 5 10 15 20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Liquefaction potential Vertical settlements
Recompacted Soil
Settlement (in)
0 0.1 0.2 0.3 0.4 0.5 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements Lateral displacements
Recompacted Soil
Displacement (in)
0 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 3 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq Input parameters and analysis data F.S. color scheme LPI color scheme Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11

80.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
Yes
Sands only
No
N/A
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands ::

Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

0.08 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.14 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.23 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.28 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.33 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.42 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.48 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.53 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.62 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.68 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.72 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.80 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.87 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.03 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.07 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.16 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.18 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.26 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.35 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.38 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.46 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.55 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.60 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.65 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.73 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.80 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.85 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.91 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.00 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.04 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.19 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.24 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.31 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.39 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.44 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.51 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.58 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.63 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.73 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.78 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.83 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.92 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.96 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.03 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.17 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 4 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

3.22 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.31 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.37 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.42 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.52 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.56 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.65 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.69 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.76 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.90 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.96 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

4.05 2.07 45.40 1.38 62.77 13 351 0.67 12.644 20.36 13.34 4.66 0.053

4.10 1.89 72.09 1.23 88.82 18 444 0.67 2.127 2.45 13.34 2.17 0.013

4.14 1.85 79.84 1.20 95.68 19 464 0.67 1.620 1.74 13.34 1.54 0.008

4.23 1.84 82.80 1.20 98.96 19 479 0.67 1.398 1.45 13.34 1.27 0.013

4.29 1.84 85.26 1.19 101.79 20 492 0.67 1.222 1.22 13.34 1.08 0.008

4.34 1.86 84.60 1.21 102.05 20 498 0.67 1.173 1.16 13.34 1.02 0.006

4.40 1.86 85.85 1.21 103.56 20 505 0.67 1.111 1.08 13.34 0.95 0.007

4.47 1.85 88.81 1.20 106.42 21 516 0.67 1.016 0.96 13.34 0.84 0.007

4.54 1.81 95.51 1.17 111.43 22 531 0.67 0.890 0.81 13.34 0.71 0.006

4.62 1.79 100.18 1.14 114.34 22 541 0.67 0.832 0.74 13.34 0.65 0.006

4.69 1.77 103.09 1.12 115.58 22 546 0.67 0.825 0.73 13.34 0.64 0.005

4.74 1.77 104.19 1.11 115.75 22 547 0.67 0.843 0.75 13.34 0.65 0.004

4.81 1.77 103.68 1.11 115.59 22 546 0.67 0.889 0.79 13.34 0.69 0.006

4.88 1.79 101.66 1.14 115.43 22 546 0.67 0.928 0.82 13.34 0.71 0.006

4.95 1.83 96.57 1.18 114.01 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.03 1.88 89.97 1.23 110.35 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.08 1.98 78.93 1.29 102.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.13 2.11 66.04 1.44 94.86 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.23 2.28 51.93 1.86 96.38 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.28 2.43 42.16 2.53 106.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.32 2.56 34.85 3.39 118.21 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.42 2.64 30.41 4.15 126.17 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.47 2.76 25.17 5.36 134.87 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.57 2.83 22.40 6.20 138.96 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.61 2.91 19.58 7.30 143.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.67 2.91 19.40 7.36 142.88 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.71 2.91 19.25 7.43 142.98 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.81 2.88 20.35 6.94 141.16 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.86 2.83 22.34 6.17 137.92 0 0 0.67 0.000 0.00 0.00 0.00 0.000

5.92 2.74 25.91 5.11 132.31 0 0 0.67 0.000 0.00 0.00 0.00 0.000

6.00 2.64 30.64 4.09 125.29 0 0 0.67 0.000 0.00 0.00 0.00 0.000

6.06 2.57 34.61 3.47 120.27 0 0 0.67 0.000 0.00 0.00 0.00 0.000

6.11 2.48 39.89 2.87 114.34 0 0 0.67 0.000 0.00 0.00 0.00 0.000

6.21 2.41 45.42 2.41 109.65 0 0 0.67 0.000 0.00 0.00 0.00 0.000

6.30 2.34 50.95 2.09 106.29 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.33 2.30 54.82 1.91 104.73 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.40 2.27 57.33 1.81 103.98 0 0 0.66 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 5 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

6.45 2.24 59.89 1.73 103.74 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.51 2.23 61.95 1.68 104.27 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.59 2.22 63.70 1.65 105.33 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.64 2.21 65.41 1.64 107.40 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.74 2.21 66.56 1.64 109.31 25 613 0.66 1.180 0.91 13.34 0.77 0.009

6.79 2.21 67.36 1.65 110.93 25 622 0.66 1.107 0.84 13.34 0.71 0.004

6.84 2.22 66.80 1.67 111.46 25 623 0.66 1.118 0.84 13.34 0.71 0.004

6.89 2.23 65.43 1.71 111.73 26 621 0.66 1.166 0.87 13.34 0.73 0.005

6.99 2.24 64.87 1.73 111.98 26 621 0.66 1.221 0.90 13.34 0.76 0.009

7.04 2.24 64.62 1.74 112.13 26 621 0.66 1.251 0.92 13.34 0.77 0.005

7.13 2.24 65.41 1.71 112.06 26 622 0.66 1.277 0.95 13.34 0.79 0.008

7.18 2.23 66.11 1.69 111.74 26 623 0.66 1.301 0.97 13.34 0.81 0.005

7.24 2.22 67.26 1.66 111.33 25 623 0.66 1.324 1.00 13.34 0.83 0.006

7.32 2.21 68.06 1.63 111.05 25 624 0.66 1.367 1.04 13.34 0.86 0.009

7.35 2.21 68.11 1.63 110.89 25 623 0.66 1.392 1.06 13.34 0.88 0.003

7.43 2.21 68.01 1.63 110.64 25 622 0.66 1.456 1.11 13.34 0.92 0.008

7.51 2.20 67.94 1.62 110.22 25 620 0.66 1.540 1.18 13.34 0.98 0.010

7.57 2.20 68.14 1.61 109.71 25 618 0.66 1.613 1.25 13.34 1.03 0.008

7.62 2.19 68.94 1.59 109.62 25 618 0.66 1.633 1.27 13.34 1.05 0.006

7.71 2.18 70.44 1.56 110.15 25 623 0.66 1.615 1.26 13.34 1.04 0.011

7.77 2.16 72.25 1.52 110.00 24 623 0.66 1.647 1.30 13.34 1.07 0.008

7.82 2.11 74.41 1.43 106.49 23 602 0.66 2.115 1.78 13.34 1.46 0.009

7.88 2.07 75.56 1.38 104.23 22 590 0.66 2.469 2.17 13.34 1.78 0.014

7.96 2.05 76.53 1.36 103.84 22 590 0.66 2.563 2.28 13.34 1.87 0.017

8.01 2.10 78.80 1.42 111.82 24 640 0.66 1.525 1.21 13.34 0.99 0.006

8.11 2.15 80.08 1.51 120.66 27 692 0.66 0.994 0.70 13.34 0.58 0.007

8.16 2.23 77.35 1.70 131.75 30 733 0.66 0.730 0.45 13.34 0.36 0.002

8.22 2.29 75.78 1.87 141.91 33 767 0.66 0.580 0.32 13.34 0.26 0.002

8.30 2.33 74.12 2.04 151.55 36 794 0.66 0.500 0.25 13.34 0.20 0.002

8.35 2.33 76.54 2.05 157.15 38 822 0.66 0.427 0.20 13.34 0.16 0.001

8.40 2.34 76.34 2.11 160.72 39 832 0.66 0.409 0.19 13.34 0.15 0.001

8.49 2.34 78.21 2.07 161.55 39 844 0.66 0.393 0.18 13.34 0.14 0.002

8.54 2.30 83.07 1.91 158.77 37 865 0.66 0.356 0.17 13.34 0.14 0.001

8.61 2.24 89.83 1.72 154.08 35 884 0.66 0.327 0.17 13.34 0.13 0.001

8.69 2.18 95.28 1.58 150.25 34 893 0.66 0.321 0.17 13.34 0.14 0.001

8.73 2.12 100.02 1.45 145.30 32 880 0.66 0.347 0.20 13.34 0.16 0.001

8.89 2.08 102.11 1.39 141.43 30 866 0.66 0.392 0.24 13.34 0.19 0.003

8.93 2.03 104.70 1.34 139.83 29 850 0.66 0.433 0.27 13.34 0.22 0.001

8.98 2.01 106.76 1.32 140.65 29 852 0.66 0.435 0.27 13.34 0.22 0.001

9.03 1.98 110.30 1.29 142.82 30 859 0.66 0.426 0.27 13.34 0.21 0.001

9.09 1.95 114.27 1.27 145.49 30 865 0.66 0.418 0.26 13.34 0.21 0.001

9.13 1.92 119.16 1.25 148.78 30 869 0.66 0.412 0.25 13.34 0.20 0.001

9.22 1.89 121.89 1.23 150.22 30 872 0.66 0.418 0.26 13.34 0.21 0.002

9.26 1.87 124.86 1.22 152.09 30 876 0.66 0.413 0.25 13.34 0.20 0.001

9.32 1.87 126.12 1.22 153.38 30 886 0.66 0.398 0.24 13.34 0.19 0.001

9.42 1.87 127.36 1.22 154.79 31 899 0.66 0.382 0.23 13.34 0.18 0.002

9.47 1.87 129.12 1.21 156.63 31 911 0.66 0.363 0.21 13.34 0.17 0.001

9.52 1.86 130.88 1.21 157.97 31 918 0.66 0.355 0.21 13.34 0.17 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 6 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

9.61 1.85 131.85 1.20 158.47 31 924 0.66 0.353 0.21 13.34 0.16 0.002

9.66 1.85 132.43 1.20 158.74 31 927 0.66 0.353 0.21 13.34 0.16 0.001

9.71 1.84 132.59 1.20 158.64 31 928 0.66 0.356 0.21 13.34 0.17 0.001

9.81 1.84 132.67 1.19 158.34 31 930 0.66 0.360 0.21 13.34 0.17 0.002

9.85 1.83 135.19 1.18 159.39 31 933 0.66 0.358 0.21 13.34 0.17 0.001

9.91 1.80 140.01 1.15 161.13 31 942 0.66 0.349 0.21 13.34 0.16 0.001

9.99 1.76 147.27 1.10 162.59 31 958 0.66 0.331 0.20 13.34 0.15 0.001

10.05 1.73 154.25 1.06 163.12 31 976 0.66 0.309 0.18 13.34 0.14 0.001

10.11 1.71 160.72 1.02 163.59 31 998 0.66 0.284 0.17 13.34 0.13 0.001

10.20 1.70 165.06 1.00 165.06 31 1019 0.66 0.265 0.16 13.34 0.12 0.001

10.25 1.70 168.06 1.00 168.06 31 1037 0.66 0.250 0.15 13.34 0.11 0.001

10.35 1.71 168.07 1.00 168.59 32 1049 0.66 0.243 0.14 13.34 0.11 0.001

10.39 1.72 166.13 1.03 171.57 32 1055 0.66 0.240 0.14 13.34 0.11 0.001

10.45 1.74 163.51 1.07 174.95 33 1065 0.66 0.234 0.13 13.34 0.10 0.001

10.55 1.76 161.66 1.10 177.56 34 1079 0.66 0.227 0.12 13.34 0.09 0.001

10.59 1.77 162.32 1.11 180.42 34 1096 0.66 0.215 0.11 13.34 0.09 0.000

10.64 1.77 165.15 1.11 183.29 35 1117 0.66 0.202 0.10 13.34 0.08 0.001

10.72 1.77 168.28 1.11 186.54 36 1142 0.66 0.189 0.09 13.34 0.07 0.001

10.79 1.77 170.91 1.11 189.56 36 1164 0.66 0.178 0.09 13.34 0.07 0.001

10.84 1.76 173.71 1.11 192.11 37 1184 0.66 0.169 0.08 13.34 0.06 0.000

10.94 1.76 175.36 1.10 193.32 37 1198 0.66 0.165 0.08 13.34 0.06 0.001

10.99 1.76 177.55 1.09 194.28 37 1209 0.66 0.161 0.08 13.34 0.06 0.000

11.03 1.75 179.10 1.08 193.28 37 1209 0.66 0.163 0.08 13.34 0.06 0.000

11.18 1.74 178.49 1.06 189.79 36 1202 0.66 0.171 0.08 13.34 0.07 0.001

11.37 1.73 176.82 1.05 185.84 35 1193 0.66 0.183 0.09 13.34 0.07 0.002

11.41 1.73 175.17 1.05 184.15 35 1184 0.66 0.189 0.10 13.34 0.07 0.000

11.43 1.74 173.87 1.06 184.06 35 1182 0.66 0.191 0.10 13.34 0.08 0.000

11.48 1.74 172.11 1.07 183.62 35 1179 0.66 0.195 0.10 13.34 0.08 0.000

11.53 1.74 170.50 1.07 182.80 35 1174 0.66 0.200 0.10 13.34 0.08 0.000

11.57 1.74 169.39 1.07 181.98 34 1171 0.66 0.204 0.11 13.34 0.08 0.000

11.62 1.74 169.23 1.07 181.32 34 1171 0.66 0.206 0.11 13.34 0.08 0.001

11.71 1.74 169.50 1.07 180.85 34 1174 0.66 0.207 0.11 13.34 0.08 0.001

11.75 1.73 171.76 1.05 180.85 34 1181 0.66 0.204 0.11 13.34 0.08 0.000

11.82 1.72 176.37 1.02 179.99 34 1194 0.66 0.198 0.11 13.34 0.08 0.001

11.90 1.69 183.69 1.00 183.69 34 1211 0.66 0.191 0.10 13.34 0.08 0.001

11.96 1.66 190.97 1.00 190.97 35 1225 0.66 0.185 0.09 13.34 0.07 0.001

12.01 1.64 197.47 1.00 197.47 36 1237 0.66 0.180 0.09 13.34 0.07 0.000

12.08 1.61 202.38 1.00 202.38 37 1220 0.66 0.192 0.09 13.34 0.07 0.001

12.16 1.51 207.52 1.00 207.52 36 1106 0.66 0.287 0.14 13.34 0.11 0.001

12.21 1.40 213.39 1.00 213.39 36 994 0.66 0.468 0.23 13.34 0.17 0.001

12.30 1.31 217.93 1.00 217.93 36 912 0.66 0.729 0.36 13.34 0.27 0.003

12.34 1.34 221.78 1.00 221.78 37 968 0.66 0.545 0.26 13.34 0.20 0.001

12.41 1.38 222.40 1.00 222.40 37 1016 0.66 0.438 0.21 13.34 0.16 0.001

12.50 1.41 221.05 1.00 221.05 38 1061 0.66 0.366 0.17 13.34 0.13 0.001

12.55 1.45 218.11 1.00 218.11 37 1100 0.66 0.317 0.15 13.34 0.11 0.001

12.63 1.48 218.34 1.00 218.34 38 1141 0.66 0.276 0.13 13.34 0.10 0.001

12.71 1.49 221.53 1.00 221.53 39 1185 0.66 0.240 0.11 13.34 0.08 0.001

12.77 1.50 226.89 1.00 226.89 40 1221 0.66 0.216 0.10 13.34 0.07 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 7 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

12.81 1.50 230.47 1.00 230.47 40 1243 0.66 0.203 0.09 13.34 0.07 0.000

12.90 1.50 231.95 1.00 231.95 40 1258 0.66 0.198 0.08 13.34 0.06 0.001

12.96 1.50 232.59 1.00 232.59 41 1267 0.66 0.195 0.08 13.34 0.06 0.000

13.00 1.50 231.38 1.00 231.38 40 1271 0.66 0.194 0.08 13.34 0.06 0.000

13.08 1.52 227.61 1.00 227.61 40 1271 0.66 0.196 0.09 13.34 0.06 0.001

13.16 1.53 222.91 1.00 222.91 39 1269 0.65 0.200 0.09 13.34 0.07 0.001

13.20 1.54 216.57 1.00 216.57 38 1260 0.65 0.207 0.09 13.34 0.07 0.000

13.26 1.56 207.67 1.00 207.67 37 1244 0.65 0.219 0.10 13.34 0.08 0.001

13.35 1.59 197.09 1.00 197.09 35 1225 0.65 0.236 0.12 13.34 0.09 0.001

13.39 1.62 184.14 1.00 184.14 33 1194 0.65 0.263 0.14 13.34 0.10 0.000

13.45 1.67 169.31 1.00 169.31 31 1169 0.65 0.290 0.17 13.34 0.12 0.001

13.54 1.74 150.87 1.07 161.88 31 1136 0.65 0.332 0.20 13.34 0.15 0.002

13.60 1.82 135.14 1.17 158.33 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.65 1.90 120.16 1.24 148.44 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.74 1.98 106.80 1.29 138.05 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.79 2.08 93.28 1.39 129.56 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.89 2.15 84.29 1.51 126.87 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.94 2.19 79.94 1.59 127.42 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.99 2.22 77.08 1.68 129.25 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.21 2.25 74.56 1.75 130.13 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.25 2.27 72.08 1.82 131.18 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.28 2.28 70.12 1.86 130.10 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.33 2.31 66.15 1.96 129.67 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.37 2.35 60.80 2.15 130.62 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.40 2.44 52.72 2.57 135.41 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.47 2.53 44.49 3.22 143.08 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.53 2.64 36.90 4.10 151.20 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.57 2.73 30.60 5.05 154.67 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.67 2.82 25.37 6.12 155.34 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.72 2.92 20.59 7.55 155.42 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.78 2.98 18.19 8.43 153.24 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.87 3.04 15.76 9.48 149.40 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.90 3.06 14.72 9.89 145.59 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.97 3.06 14.58 9.92 144.62 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.06 3.06 14.70 9.80 144.12 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.10 3.00 16.35 8.76 143.28 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.17 2.94 18.44 7.74 142.70 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.25 2.88 20.79 6.89 143.28 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.29 2.87 21.37 6.83 145.92 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.36 2.90 20.48 7.19 147.32 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.45 2.94 19.10 7.73 147.69 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.49 2.97 17.74 8.22 145.90 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.55 2.99 16.47 8.64 142.23 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.63 3.01 15.44 8.95 138.22 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.70 3.00 15.51 8.73 135.38 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.79 2.97 16.12 8.32 134.04 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.84 2.93 17.43 7.64 133.21 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.90 2.86 20.10 6.67 134.11 0 0 0.65 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 8 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

15.98 2.80 23.15 5.83 134.91 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.03 2.75 25.84 5.30 137.07 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.09 2.74 26.93 5.14 138.53 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.14 2.75 26.71 5.25 140.13 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.21 2.64 31.52 4.13 130.18 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.38 2.47 38.72 2.79 107.89 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.43 2.27 48.98 1.80 88.38 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.45 2.09 61.71 1.41 86.90 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.63 2.02 72.98 1.33 96.82 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.68 2.00 82.80 1.31 108.23 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.72 2.02 83.85 1.32 110.89 23 995 0.65 1.067 0.89 13.34 0.61 0.003

16.73 2.06 84.25 1.36 114.64 24 1048 0.65 0.813 0.64 13.34 0.44 0.001

16.80 2.09 85.60 1.40 119.97 26 1112 0.65 0.613 0.45 13.34 0.31 0.003

16.90 2.10 89.36 1.42 127.05 28 1186 0.65 0.461 0.31 13.34 0.21 0.003

16.96 2.09 93.44 1.41 131.89 28 1232 0.65 0.394 0.26 13.34 0.17 0.001

17.00 2.07 98.04 1.38 135.54 29 1260 0.65 0.360 0.23 13.34 0.16 0.001

17.10 2.04 104.69 1.34 140.28 30 1289 0.65 0.333 0.21 13.34 0.14 0.002

17.16 2.00 111.82 1.30 145.90 30 1314 0.65 0.310 0.19 13.34 0.13 0.001

17.20 1.96 119.14 1.28 152.26 31 1341 0.65 0.288 0.17 13.34 0.11 0.001

17.27 1.93 125.56 1.26 158.17 32 1369 0.65 0.268 0.15 13.34 0.10 0.001

17.34 1.91 135.00 1.24 167.52 34 1424 0.65 0.234 0.13 13.34 0.08 0.001

17.44 1.87 146.65 1.22 178.58 35 1488 0.65 0.202 0.10 13.34 0.07 0.001

17.49 1.85 157.73 1.20 188.92 37 1551 0.65 0.176 0.08 13.34 0.06 0.000

17.53 1.82 167.69 1.18 197.37 38 1603 0.65 0.159 0.07 13.34 0.05 0.000

17.61 1.81 174.91 1.17 204.05 40 1655 0.65 0.145 0.06 13.34 0.04 0.000

17.68 1.81 180.84 1.16 209.65 41 1700 0.65 0.135 0.06 13.34 0.04 0.000

17.73 1.80 185.11 1.15 213.48 41 1731 0.65 0.129 0.05 13.34 0.04 0.000

17.79 1.79 188.99 1.15 216.55 42 1756 0.65 0.124 0.05 13.34 0.03 0.000

17.88 1.78 192.93 1.13 218.78 42 1776 0.65 0.121 0.05 13.34 0.03 0.000

17.92 1.77 198.69 1.11 221.27 42 1797 0.65 0.118 0.05 13.34 0.03 0.000

17.99 1.75 205.60 1.09 223.24 42 1821 0.65 0.114 0.05 13.34 0.03 0.000

18.07 1.74 211.22 1.07 225.97 43 1853 0.65 0.110 0.04 13.34 0.03 0.000

18.12 1.74 216.98 1.06 230.62 44 1897 0.65 0.104 0.04 13.34 0.03 0.000

18.21 1.74 220.36 1.07 234.75 44 1936 0.65 0.099 0.04 13.34 0.02 0.000

18.27 1.74 224.20 1.06 237.95 45 1968 0.65 0.096 0.04 13.34 0.02 0.000

18.32 1.74 224.99 1.06 239.35 45 1981 0.65 0.094 0.04 13.34 0.02 0.000

18.41 1.74 223.72 1.07 239.82 45 1987 0.65 0.094 0.04 13.34 0.02 0.000

18.47 1.75 221.91 1.08 239.48 45 1985 0.65 0.095 0.04 13.34 0.02 0.000

18.52 1.75 218.71 1.08 237.08 45 1967 0.65 0.098 0.04 13.34 0.02 0.000

18.59 1.75 212.67 1.09 232.13 44 1928 0.65 0.104 0.04 13.34 0.03 0.000

18.66 1.76 204.93 1.10 225.92 43 1879 0.66 0.112 0.04 13.34 0.03 0.000

18.71 1.79 191.23 1.14 217.84 42 1818 0.66 0.124 0.05 13.34 0.03 0.000

18.81 1.82 177.95 1.17 209.07 0 0 0.66 0.000 0.00 0.00 0.00 0.000

18.86 1.87 162.58 1.21 197.32 0 0 0.66 0.000 0.00 0.00 0.00 0.000

18.92 1.90 151.20 1.24 187.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.00 1.94 141.45 1.26 178.77 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.04 1.96 136.36 1.28 174.23 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.11 1.97 133.72 1.29 172.08 0 0 0.66 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 9 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

19.19 1.99 130.93 1.30 169.97 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.23 2.01 126.47 1.32 166.83 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.30 2.06 119.55 1.36 163.11 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.39 2.11 112.80 1.43 161.04 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.43 2.15 106.84 1.51 161.68 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.49 2.19 102.45 1.60 163.95 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.56 2.25 95.99 1.75 168.19 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.64 2.30 89.44 1.91 170.89 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.69 2.32 81.00 2.00 161.77 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.79 2.33 74.30 2.04 151.75 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.83 2.36 67.82 2.17 147.40 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.90 2.42 64.35 2.46 158.38 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.98 2.45 62.15 2.68 166.79 0 0 0.66 0.000 0.00 0.00 0.00 0.000

20.02 2.43 65.42 2.55 166.56 0 0 0.66 0.000 0.00 0.00 0.00 0.000

20.11 2.37 72.68 2.21 160.96 0 0 0.66 0.000 0.00 0.00 0.00 0.000

20.18 2.27 85.04 1.82 154.89 0 0 0.66 0.000 0.00 0.00 0.00 0.000

20.24 2.16 100.75 1.53 154.12 0 0 0.66 0.000 0.00 0.00 0.00 0.000

20.29 2.01 127.09 1.31 167.10 0 0 0.66 0.000 0.00 0.00 0.00 0.000

20.39 1.88 152.52 1.22 186.66 0 0 0.66 0.000 0.00 0.00 0.00 0.000

20.43 1.77 178.13 1.11 197.74 38 1732 0.66 0.170 0.08 13.34 0.05 0.000

20.49 1.70 195.09 1.00 195.09 36 1738 0.67 0.169 0.08 13.34 0.05 0.000

20.58 1.65 209.06 1.00 209.06 38 1752 0.67 0.166 0.08 13.34 0.05 0.001

20.61 1.62 218.19 1.00 218.19 40 1767 0.67 0.162 0.07 13.34 0.04 0.000

20.68 1.62 222.07 1.00 222.07 40 1786 0.67 0.158 0.07 13.34 0.04 0.000

20.77 1.62 223.87 1.00 223.87 41 1802 0.67 0.155 0.07 13.34 0.04 0.000

20.82 1.62 222.84 1.00 222.84 41 1818 0.67 0.152 0.06 13.34 0.04 0.000

20.89 1.64 218.92 1.00 218.92 40 1820 0.67 0.152 0.07 13.34 0.04 0.000

20.97 1.66 212.32 1.00 212.32 39 1819 0.67 0.153 0.07 13.34 0.04 0.000

21.01 1.69 203.89 1.00 203.89 38 1816 0.67 0.155 0.07 13.34 0.04 0.000

21.07 1.73 193.58 1.04 201.34 38 1814 0.67 0.156 0.07 13.34 0.04 0.000

21.13 1.78 180.66 1.12 202.77 39 1812 0.67 0.157 0.07 13.34 0.04 0.000

21.20 1.85 162.80 1.20 195.79 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.27 1.96 141.38 1.27 180.17 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.35 2.09 117.66 1.40 164.50 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.41 2.20 98.96 1.61 159.12 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.46 2.30 83.68 1.91 160.05 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.55 2.38 72.34 2.26 163.68 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.61 2.44 64.31 2.62 168.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.66 2.45 63.32 2.67 168.78 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.74 2.41 68.20 2.42 164.88 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.80 2.34 76.83 2.10 161.49 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.86 2.27 88.27 1.82 160.23 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.94 2.19 101.38 1.59 161.40 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.00 2.14 110.78 1.48 163.88 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.05 2.08 119.02 1.39 165.08 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.15 2.04 122.57 1.35 164.95 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.20 2.02 124.78 1.32 165.08 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.27 2.06 117.58 1.37 161.19 34 1791 0.67 0.181 0.09 13.34 0.06 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 10 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

22.37 2.11 110.46 1.44 159.02 35 1804 0.67 0.178 0.09 13.34 0.05 0.001

22.39 2.20 96.72 1.62 156.21 35 1776 0.67 0.188 0.10 13.34 0.06 0.000

22.48 2.26 86.10 1.80 154.70 36 1726 0.67 0.207 0.10 13.34 0.06 0.001

22.54 2.35 73.69 2.11 155.71 37 1654 0.67 0.241 0.11 13.34 0.07 0.000

22.58 2.34 64.01 2.08 133.19 32 1424 0.67 0.428 0.24 13.34 0.14 0.001

22.68 2.24 62.04 1.73 107.65 25 1219 0.68 0.875 0.68 13.34 0.40 0.005

22.72 2.13 58.11 1.47 85.65 19 985 0.68 2.831 3.05 13.34 1.78 0.007

22.78 2.11 63.44 1.44 91.26 20 1047 0.68 1.985 2.00 13.34 1.17 0.009

22.87 2.14 64.47 1.49 95.90 21 1109 0.68 1.458 1.37 13.34 0.79 0.008

22.93 2.13 69.30 1.47 102.16 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.97 2.19 67.26 1.58 106.23 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.04 2.25 64.25 1.75 112.24 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.12 2.31 61.36 1.95 119.66 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.19 2.33 61.03 2.06 125.48 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.23 2.37 58.76 2.24 131.41 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.30 2.42 55.80 2.48 138.54 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.37 2.49 50.61 2.94 148.95 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.46 2.57 44.75 3.53 158.15 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.50 2.65 38.42 4.24 162.78 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.58 2.73 32.47 5.02 163.05 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.64 2.81 27.33 5.94 162.33 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.73 2.88 23.59 6.95 163.91 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.76 2.90 22.70 7.24 164.36 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.83 2.86 24.19 6.69 161.72 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.92 2.81 26.27 6.02 158.21 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.97 2.78 27.85 5.65 157.32 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.02 2.78 28.46 5.56 158.23 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.12 2.76 29.52 5.34 157.58 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.22 2.74 30.40 5.09 154.79 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.26 2.74 30.02 5.11 153.29 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.32 2.77 28.07 5.49 154.13 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.36 2.80 26.00 5.91 153.63 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.51 2.83 24.43 6.25 152.66 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.57 2.83 23.98 6.29 150.73 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.61 2.84 23.71 6.40 151.74 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.75 2.84 23.91 6.34 151.67 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.75 2.85 23.62 6.44 152.09 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.81 2.87 22.11 6.83 151.03 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.90 2.91 20.11 7.42 149.20 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.94 2.98 17.16 8.48 145.51 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.00 3.03 15.62 9.25 144.50 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.09 3.08 14.10 10.17 143.38 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.14 3.11 12.75 10.82 137.99 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.24 3.13 11.77 11.16 131.31 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.29 3.13 10.96 11.30 123.84 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.34 3.15 10.35 11.55 119.45 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.43 3.16 9.76 11.82 115.41 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.49 3.17 9.26 12.11 112.14 0 0 0.68 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 11 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

25.54 3.19 8.85 12.43 109.92 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.59 3.18 8.64 12.38 106.98 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.67 3.13 8.54 11.19 95.49 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.73 3.07 8.57 10.12 86.81 0 0 0.68 0.000 0.00 0.00 0.00 0.000

25.87 3.03 8.53 9.30 79.34 0 0 0.69 0.000 0.00 0.00 0.00 0.000

25.89 3.06 8.54 9.83 83.96 0 0 0.69 0.000 0.00 0.00 0.00 0.000

25.93 3.07 8.63 10.13 87.37 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.02 3.12 8.42 10.94 92.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.07 3.12 8.73 11.04 96.44 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.13 3.12 9.09 10.92 99.25 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.19 3.09 9.81 10.37 101.73 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.26 3.09 10.14 10.41 105.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.32 3.09 10.78 10.35 111.58 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.42 3.07 11.63 10.08 117.19 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.45 3.05 12.79 9.60 122.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.51 3.00 14.31 8.81 126.11 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.61 2.98 15.22 8.46 128.78 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.64 3.00 14.77 8.80 129.99 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.76 3.07 12.94 10.07 130.27 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.81 3.14 11.23 11.50 129.18 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.86 3.18 10.22 12.39 126.58 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.92 3.20 9.62 12.67 121.95 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.00 3.20 9.18 12.74 116.94 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.04 3.19 8.86 12.55 111.21 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.20 3.19 8.60 12.47 107.26 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.24 3.19 8.34 12.51 104.36 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.29 3.20 8.19 12.70 104.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.33 3.21 7.99 13.05 104.32 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.39 3.22 7.92 13.24 104.84 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.44 3.23 8.03 13.37 107.41 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.51 3.21 8.67 12.85 111.40 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.59 3.17 9.59 12.10 116.03 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.64 3.10 11.14 10.71 119.23 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.70 3.04 12.71 9.51 120.89 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.78 3.00 13.83 8.81 121.88 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.83 3.01 13.99 8.89 124.29 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.93 3.03 13.66 9.31 127.09 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.03 3.05 13.44 9.64 129.62 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.07 3.04 13.90 9.40 130.68 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.13 3.00 14.82 8.84 130.97 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.18 2.96 16.12 8.10 130.66 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.23 2.92 17.75 7.45 132.30 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.32 2.92 17.46 7.53 131.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.37 2.97 15.44 8.37 129.17 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.41 3.05 13.66 9.60 131.13 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.52 3.12 12.04 11.05 133.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.57 3.19 10.79 12.50 134.85 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.61 3.12 11.48 11.06 127.03 0 0 0.69 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 12 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

28.71 3.03 12.48 9.27 115.65 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.75 2.92 14.15 7.45 105.39 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.82 2.98 12.59 8.42 106.03 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.91 3.06 11.43 9.87 112.80 0 0 0.69 0.000 0.00 0.00 0.00 0.000

28.95 3.16 10.13 11.86 120.15 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.01 3.21 9.67 13.05 126.15 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.08 3.15 11.42 11.59 132.35 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.16 3.01 14.97 8.99 134.66 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.20 2.81 22.31 5.94 132.51 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.27 2.66 29.10 4.25 123.81 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.36 2.53 36.08 3.23 116.50 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.40 2.35 51.05 2.11 107.93 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.50 2.19 67.81 1.60 108.54 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.55 2.05 89.22 1.35 120.42 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.60 1.96 102.49 1.28 130.96 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.70 1.90 112.05 1.24 138.86 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.74 1.88 115.33 1.23 141.39 0 0 0.69 0.000 0.00 0.00 0.00 0.000

29.80 1.89 114.42 1.23 140.83 28 1630 0.69 0.428 0.28 13.34 0.13 0.001

29.89 1.90 112.63 1.24 139.50 28 1634 0.69 0.426 0.28 13.34 0.13 0.001

29.93 1.91 110.78 1.25 137.95 28 1632 0.69 0.430 0.29 13.34 0.14 0.001

29.99 1.91 111.30 1.25 138.64 28 1642 0.69 0.420 0.28 13.34 0.13 0.001

30.07 1.91 113.45 1.24 140.88 28 1663 0.69 0.402 0.27 13.34 0.12 0.001

30.13 1.88 120.89 1.22 147.80 29 1704 0.69 0.368 0.23 13.34 0.11 0.001

30.23 1.85 128.83 1.20 154.56 30 1742 0.69 0.341 0.21 13.34 0.10 0.001

30.25 1.81 139.05 1.17 162.35 32 1789 0.69 0.311 0.18 13.34 0.08 0.000

30.33 1.79 146.64 1.14 167.23 32 1825 0.69 0.291 0.16 13.34 0.08 0.001

30.39 1.77 153.82 1.11 171.08 33 1858 0.69 0.274 0.15 13.34 0.07 0.001

30.47 1.75 157.84 1.09 172.39 33 1874 0.69 0.268 0.15 13.34 0.07 0.001

30.53 1.75 159.58 1.08 172.00 33 1873 0.69 0.269 0.15 13.34 0.07 0.001

30.60 1.74 160.24 1.06 170.28 32 1860 0.69 0.277 0.16 13.34 0.07 0.001

30.67 1.73 161.23 1.04 167.71 32 1842 0.69 0.287 0.17 13.34 0.08 0.001

30.73 1.71 163.77 1.00 164.16 31 1825 0.69 0.297 0.18 13.34 0.08 0.001

30.82 1.69 166.05 1.00 166.05 31 1814 0.69 0.306 0.18 13.34 0.08 0.001

30.85 1.68 168.05 1.00 168.05 31 1797 0.69 0.316 0.19 13.34 0.08 0.000

30.92 1.67 167.39 1.00 167.39 31 1780 0.69 0.328 0.19 13.34 0.09 0.001

30.98 1.67 164.63 1.00 164.63 30 1756 0.69 0.347 0.21 13.34 0.09 0.001

31.06 1.69 159.13 1.00 159.13 30 1739 0.69 0.361 0.23 13.34 0.10 0.001

31.11 1.72 150.06 1.03 155.00 29 1719 0.69 0.378 0.24 13.34 0.11 0.001

31.21 1.76 141.42 1.09 154.65 29 1704 0.69 0.392 0.25 13.34 0.11 0.001

31.24 1.79 132.39 1.14 151.09 29 1677 0.69 0.418 0.27 13.34 0.12 0.000

31.31 1.82 126.27 1.17 147.63 29 1661 0.69 0.436 0.28 13.34 0.13 0.001

31.39 1.84 120.86 1.19 144.22 28 1653 0.69 0.446 0.29 13.34 0.13 0.001

31.45 1.86 118.68 1.21 143.09 28 1661 0.69 0.439 0.29 13.34 0.13 0.001

31.50 1.85 121.47 1.20 145.88 29 1687 0.69 0.414 0.27 13.34 0.12 0.001

31.60 1.83 126.21 1.19 149.92 29 1718 0.69 0.389 0.25 13.34 0.11 0.001

31.65 1.81 133.88 1.16 155.39 30 1751 0.69 0.363 0.22 13.34 0.10 0.001

31.70 1.74 141.84 1.07 151.47 29 1686 0.69 0.420 0.27 13.34 0.12 0.001

31.80 1.65 149.28 1.00 149.28 27 1570 0.69 0.563 0.39 13.34 0.17 0.002 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 13 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

31.84 1.58 152.55 1.00 152.55 27 1464 0.69 0.763 0.52 13.34 0.23 0.001

31.90 1.59 152.13 1.00 152.13 27 1480 0.69 0.730 0.50 13.34 0.22 0.001

31.99 1.64 150.45 1.00 150.45 27 1546 0.69 0.607 0.41 13.34 0.18 0.002

32.05 1.68 147.35 1.00 147.35 27 1611 0.69 0.512 0.35 13.34 0.15 0.001

32.11 1.72 144.93 1.02 148.41 28 1678 0.69 0.437 0.29 13.34 0.13 0.001

32.18 1.75 143.41 1.09 156.28 30 1751 0.69 0.373 0.23 13.34 0.10 0.001

32.23 1.79 142.21 1.14 162.23 31 1833 0.69 0.317 0.19 13.34 0.08 0.000

32.31 1.82 142.44 1.17 166.78 32 1912 0.69 0.275 0.15 13.34 0.07 0.001

32.37 1.84 143.54 1.19 171.27 34 1998 0.69 0.239 0.13 13.34 0.05 0.000

32.43 1.85 147.25 1.20 176.98 35 2084 0.69 0.210 0.11 13.34 0.05 0.000

32.52 1.86 150.15 1.21 181.28 36 2150 0.69 0.192 0.10 13.34 0.04 0.000

32.55 1.87 152.45 1.22 185.23 37 2217 0.69 0.176 0.08 13.34 0.04 0.000

32.63 1.89 151.52 1.23 186.55 37 2281 0.69 0.163 0.08 13.34 0.03 0.000

32.71 1.92 149.00 1.25 186.33 38 2344 0.69 0.152 0.07 13.34 0.03 0.000

32.77 1.95 146.00 1.27 184.97 38 2384 0.69 0.145 0.07 13.34 0.03 0.000

32.82 1.97 141.60 1.29 182.18 38 2412 0.69 0.141 0.07 13.34 0.03 0.000

32.91 2.02 133.03 1.32 176.08 37 2425 0.69 0.140 0.07 13.34 0.03 0.000

33.00 2.06 124.62 1.37 170.95 36 2433 0.69 0.139 0.07 13.34 0.03 0.000

33.03 2.10 118.33 1.42 167.76 36 2432 0.69 0.140 0.07 13.34 0.03 0.000

33.11 2.11 117.23 1.43 167.46 36 2439 0.69 0.139 0.07 13.34 0.03 0.000

33.16 2.11 117.40 1.43 167.69 36 2444 0.69 0.139 0.07 13.34 0.03 0.000

33.21 2.10 119.03 1.42 168.59 36 2452 0.69 0.138 0.07 13.34 0.03 0.000

33.27 2.08 122.10 1.40 170.39 37 2464 0.69 0.136 0.07 13.34 0.03 0.000

33.35 2.07 125.06 1.38 172.12 37 2473 0.69 0.136 0.07 13.34 0.03 0.000

33.41 2.06 126.66 1.36 172.41 37 2462 0.69 0.138 0.07 13.34 0.03 0.000

33.50 2.05 126.15 1.35 170.63 36 2428 0.69 0.143 0.07 13.34 0.03 0.000

33.55 2.04 124.18 1.34 166.87 35 2364 0.69 0.154 0.08 13.34 0.03 0.000

33.64 2.03 122.24 1.34 163.37 34 2306 0.69 0.165 0.09 13.34 0.04 0.000

33.67 2.02 121.20 1.32 160.29 34 2239 0.69 0.180 0.10 13.34 0.04 0.000

33.74 2.00 122.03 1.31 159.30 33 2193 0.69 0.191 0.10 13.34 0.04 0.000

33.84 1.97 123.97 1.29 159.48 33 2154 0.69 0.203 0.11 13.34 0.05 0.001

33.89 1.95 126.36 1.27 160.89 33 2138 0.69 0.208 0.11 13.34 0.05 0.000

33.93 1.93 130.00 1.26 163.65 33 2133 0.69 0.209 0.11 13.34 0.05 0.000

34.04 1.91 133.58 1.25 166.32 33 2129 0.69 0.212 0.11 13.34 0.05 0.001

34.09 1.89 137.53 1.23 169.19 34 2123 0.69 0.214 0.11 13.34 0.05 0.000

34.14 1.88 140.01 1.22 170.79 34 2117 0.69 0.216 0.11 13.34 0.05 0.000

34.22 1.86 142.12 1.21 171.92 34 2109 0.69 0.219 0.12 13.34 0.05 0.000

34.28 1.85 143.81 1.20 172.66 34 2100 0.69 0.223 0.12 13.34 0.05 0.000

34.32 1.84 145.95 1.19 173.52 34 2090 0.69 0.227 0.12 13.34 0.05 0.000

34.42 1.82 147.79 1.18 174.01 34 2081 0.69 0.230 0.12 13.34 0.05 0.001

34.48 1.81 149.66 1.17 174.56 34 2075 0.69 0.233 0.12 13.34 0.05 0.000

34.52 1.81 151.00 1.16 175.30 34 2079 0.69 0.232 0.12 13.34 0.05 0.000

34.62 1.80 151.87 1.15 175.17 34 2074 0.69 0.235 0.12 13.34 0.05 0.001

34.67 1.77 153.31 1.12 171.57 33 2012 0.69 0.259 0.14 13.34 0.06 0.000

34.72 1.76 154.06 1.09 168.41 32 1972 0.69 0.278 0.16 13.34 0.06 0.000

34.82 1.75 154.07 1.08 166.27 32 1950 0.69 0.289 0.17 13.34 0.07 0.001

34.87 1.76 153.15 1.11 169.47 32 1990 0.69 0.271 0.15 13.34 0.06 0.000

34.92 1.77 152.05 1.12 170.28 33 2005 0.69 0.265 0.15 13.34 0.06 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 14 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

35.01 1.80 145.98 1.15 168.31 33 2005 0.69 0.266 0.15 13.34 0.06 0.001

35.07 1.81 142.92 1.17 166.83 32 2004 0.69 0.267 0.15 13.34 0.06 0.000

35.11 1.82 141.15 1.17 165.80 32 2003 0.69 0.268 0.15 13.34 0.06 0.000

35.17 1.81 144.67 1.16 168.29 33 2021 0.69 0.261 0.14 13.34 0.06 0.000

35.26 1.81 145.80 1.16 169.50 33 2037 0.69 0.255 0.14 13.34 0.05 0.001

35.31 1.81 146.59 1.16 170.67 33 2055 0.69 0.248 0.14 13.34 0.05 0.000

35.39 1.81 147.45 1.16 171.50 33 2066 0.69 0.245 0.13 13.34 0.05 0.000

35.46 1.81 147.95 1.16 171.89 33 2072 0.69 0.243 0.13 13.34 0.05 0.000

35.52 1.81 148.14 1.16 171.70 33 2069 0.69 0.245 0.13 13.34 0.05 0.000

35.61 1.80 147.71 1.16 171.02 33 2062 0.69 0.248 0.14 13.34 0.05 0.001

35.64 1.80 147.43 1.16 170.29 33 2052 0.69 0.253 0.14 13.34 0.05 0.000

35.70 1.80 146.73 1.15 169.24 33 2040 0.69 0.258 0.14 13.34 0.05 0.000

35.77 1.80 146.52 1.15 168.38 33 2028 0.69 0.264 0.15 13.34 0.05 0.000

35.85 1.79 147.54 1.14 168.55 32 2027 0.69 0.265 0.15 13.34 0.06 0.001

35.91 1.78 150.66 1.13 170.44 33 2045 0.69 0.258 0.14 13.34 0.05 0.000

35.99 1.77 154.24 1.12 172.82 33 2071 0.69 0.248 0.14 13.34 0.05 0.001

36.03 1.77 157.54 1.11 175.36 34 2100 0.69 0.238 0.13 13.34 0.05 0.000

36.09 1.77 158.31 1.12 177.24 34 2127 0.69 0.229 0.12 13.34 0.04 0.000

36.19 1.79 156.71 1.14 178.08 34 2149 0.69 0.223 0.12 13.34 0.04 0.000

36.24 1.80 153.60 1.16 177.56 34 2161 0.69 0.220 0.11 13.34 0.04 0.000

36.29 1.82 148.71 1.18 174.88 34 2155 0.69 0.222 0.12 13.34 0.04 0.000

36.39 1.84 144.52 1.19 171.92 34 2145 0.69 0.226 0.12 13.34 0.04 0.001

36.43 1.85 140.85 1.20 168.92 33 2128 0.69 0.232 0.13 13.34 0.05 0.000

36.50 1.85 139.49 1.20 167.38 33 2112 0.69 0.238 0.13 13.34 0.05 0.000

36.58 1.85 138.82 1.20 166.26 33 2096 0.69 0.244 0.14 13.34 0.05 0.001

36.63 1.84 139.02 1.19 165.77 33 2081 0.69 0.250 0.14 13.34 0.05 0.000

36.69 1.83 139.94 1.19 165.87 32 2072 0.69 0.254 0.14 13.34 0.05 0.000

36.77 1.82 140.99 1.18 166.01 32 2064 0.69 0.258 0.14 13.34 0.05 0.001

36.82 1.82 141.35 1.17 165.53 32 2051 0.69 0.264 0.15 13.34 0.05 0.000

36.92 1.82 140.29 1.17 164.09 32 2034 0.69 0.271 0.16 13.34 0.06 0.001

36.97 1.82 137.76 1.17 161.82 32 2015 0.69 0.281 0.16 13.34 0.06 0.000

37.02 1.83 135.15 1.18 159.81 31 2002 0.69 0.287 0.17 13.34 0.06 0.000

37.11 1.84 132.91 1.19 158.14 31 1996 0.69 0.291 0.17 13.34 0.06 0.001

37.15 1.84 131.87 1.19 157.36 31 1994 0.69 0.292 0.17 13.34 0.06 0.000

37.22 1.84 130.76 1.20 156.37 31 1988 0.69 0.295 0.18 13.34 0.06 0.001

37.30 1.85 129.02 1.20 154.72 30 1976 0.69 0.302 0.18 13.34 0.06 0.001

37.37 1.85 127.07 1.20 152.78 30 1960 0.69 0.312 0.19 13.34 0.07 0.001

37.41 1.86 123.50 1.21 149.49 30 1936 0.69 0.325 0.20 13.34 0.07 0.000

37.51 1.87 120.00 1.22 146.20 29 1915 0.69 0.339 0.22 13.34 0.07 0.001

37.56 1.88 117.15 1.22 143.34 29 1891 0.69 0.355 0.23 13.34 0.08 0.000

37.63 1.85 117.27 1.20 140.82 28 1811 0.69 0.416 0.28 13.34 0.10 0.001

37.71 1.80 118.59 1.15 136.55 26 1697 0.69 0.535 0.38 13.34 0.13 0.001

37.76 1.74 120.83 1.07 129.76 25 1593 0.69 0.695 0.54 13.34 0.19 0.001

37.81 1.74 121.72 1.06 129.06 24 1588 0.69 0.706 0.56 13.34 0.19 0.001

37.90 1.75 121.73 1.09 132.45 25 1629 0.69 0.636 0.48 13.34 0.16 0.002

37.94 1.78 119.28 1.13 134.40 26 1662 0.69 0.586 0.43 13.34 0.15 0.001

38.00 1.82 114.27 1.17 133.66 26 1685 0.69 0.555 0.41 13.34 0.14 0.001

38.09 1.85 109.64 1.20 131.81 26 1710 0.69 0.525 0.38 13.34 0.13 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 15 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

38.14 1.89 105.06 1.23 129.55 26 1748 0.69 0.483 0.35 13.34 0.12 0.001

38.20 1.96 98.05 1.28 125.24 26 1803 0.69 0.429 0.32 13.34 0.11 0.001

38.28 2.06 86.62 1.37 118.25 25 1851 0.68 0.391 0.30 13.34 0.10 0.001

38.34 2.16 75.06 1.53 114.58 25 1873 0.68 0.375 0.28 13.34 0.09 0.001

38.39 2.27 63.38 1.82 115.39 27 1868 0.68 0.380 0.27 13.34 0.09 0.001

38.48 2.36 54.97 2.17 119.49 29 1855 0.68 0.390 0.25 13.34 0.08 0.001

38.52 2.43 49.16 2.54 124.78 31 1847 0.68 0.397 0.23 13.34 0.08 0.000

38.59 2.43 49.32 2.53 124.97 31 1853 0.68 0.393 0.23 13.34 0.08 0.001

38.68 2.40 52.43 2.35 123.33 30 1876 0.68 0.377 0.23 13.34 0.07 0.001

38.78 2.36 56.34 2.15 121.38 29 1900 0.68 0.361 0.23 13.34 0.07 0.001

38.79 2.29 61.00 1.90 115.81 27 1873 0.68 0.380 0.26 13.34 0.09 0.000

38.97 2.24 63.39 1.73 109.61 25 1808 0.68 0.435 0.33 13.34 0.11 0.002

39.02 2.20 64.58 1.60 103.60 23 1719 0.68 0.528 0.44 13.34 0.14 0.001

39.04 2.19 63.35 1.59 100.53 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.07 2.19 61.59 1.60 98.31 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.12 2.22 58.52 1.66 96.86 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.22 2.26 54.48 1.78 96.95 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.27 2.31 50.30 1.98 99.42 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.31 2.38 45.86 2.29 104.99 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.39 2.47 40.72 2.77 112.79 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.46 2.56 35.36 3.44 121.80 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.51 2.66 29.98 4.32 129.48 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.58 2.75 25.82 5.20 134.35 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.66 2.82 22.63 6.09 137.72 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.70 2.86 21.20 6.57 139.36 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.77 2.85 21.49 6.50 139.71 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.85 2.82 22.93 6.08 139.35 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.90 2.71 27.92 4.83 134.83 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.00 2.62 33.30 3.89 129.51 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.05 2.53 38.99 3.23 125.83 33 1769 0.68 0.484 0.27 13.34 0.08 0.000

40.20 2.52 40.73 3.09 125.81 33 1801 0.68 0.454 0.25 13.34 0.08 0.001

40.24 2.52 40.85 3.11 127.13 33 1816 0.68 0.440 0.24 13.34 0.07 0.000

40.29 2.52 40.47 3.13 126.57 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.34 2.51 40.61 3.08 125.12 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.39 2.42 47.41 2.50 118.35 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.44 2.30 58.64 1.92 112.64 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.49 2.12 80.77 1.45 116.89 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.58 1.94 105.81 1.27 133.98 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.63 1.78 132.85 1.13 150.17 29 1931 0.68 0.356 0.23 13.34 0.07 0.000

40.73 1.67 151.12 1.00 151.12 28 1856 0.68 0.411 0.28 13.34 0.08 0.001

40.76 1.63 160.83 1.00 160.83 29 1860 0.68 0.408 0.26 13.34 0.08 0.000

40.83 1.64 163.98 1.00 163.98 30 1918 0.68 0.366 0.23 13.34 0.07 0.001

40.88 1.66 163.80 1.00 163.80 30 1998 0.68 0.318 0.19 13.34 0.06 0.000

40.95 1.71 159.33 1.01 160.95 30 2089 0.68 0.276 0.17 13.34 0.05 0.000

41.02 1.77 152.48 1.12 170.08 33 2191 0.68 0.238 0.13 13.34 0.04 0.000

41.11 1.82 146.65 1.18 172.32 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.17 1.85 143.85 1.20 173.14 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.22 1.87 143.72 1.21 174.39 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 16 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

41.28 1.91 136.40 1.25 169.87 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.51 1.97 126.14 1.28 162.05 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.54 2.04 114.12 1.34 153.41 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.57 2.09 106.01 1.40 148.80 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.61 2.15 96.88 1.51 146.28 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.66 2.23 86.63 1.70 146.92 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.70 2.31 76.04 1.98 150.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.74 2.42 62.61 2.50 156.73 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.81 2.54 50.36 3.24 163.37 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.89 2.63 41.98 3.98 166.92 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.93 2.64 39.82 4.13 164.56 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.00 2.57 44.58 3.54 157.87 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.09 2.43 57.31 2.56 146.97 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.15 2.29 74.34 1.89 140.84 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.20 2.15 94.80 1.50 142.07 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.28 2.03 111.71 1.34 149.57 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.34 1.94 126.46 1.26 159.80 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.39 1.88 135.69 1.22 166.16 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.47 1.85 141.58 1.20 170.41 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.53 1.83 147.41 1.18 174.37 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.60 1.82 151.16 1.18 177.76 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.68 1.82 152.97 1.17 179.68 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.73 1.83 152.25 1.19 180.61 35 2468 0.67 0.176 0.09 13.34 0.02 0.000

42.80 1.85 149.54 1.20 179.71 35 2495 0.67 0.171 0.09 13.34 0.02 0.000

42.88 1.88 145.40 1.22 177.34 35 2519 0.67 0.167 0.08 13.34 0.02 0.000

42.93 1.90 141.40 1.24 174.76 35 2542 0.67 0.163 0.08 13.34 0.02 0.000

42.98 1.92 137.84 1.25 172.34 35 2565 0.67 0.160 0.08 13.34 0.02 0.000

43.07 1.94 135.41 1.26 170.78 35 2588 0.67 0.156 0.08 13.34 0.02 0.000

43.12 1.96 133.17 1.27 169.68 35 2624 0.67 0.151 0.08 13.34 0.02 0.000

43.20 1.97 132.06 1.28 169.57 35 2662 0.67 0.146 0.07 13.34 0.02 0.000

43.27 1.98 132.32 1.29 170.68 35 2703 0.67 0.141 0.07 13.34 0.02 0.000

43.32 1.97 136.09 1.28 174.57 36 2741 0.67 0.136 0.07 13.34 0.02 0.000

43.42 1.96 140.34 1.27 178.74 37 2774 0.67 0.133 0.06 13.34 0.02 0.000

43.46 1.94 144.91 1.26 183.06 37 2799 0.67 0.130 0.06 13.34 0.02 0.000

43.53 1.93 147.30 1.26 185.17 38 2807 0.66 0.129 0.06 13.34 0.02 0.000

43.61 1.91 149.85 1.24 186.09 37 2758 0.66 0.135 0.06 13.34 0.02 0.000

43.64 1.86 153.00 1.21 185.26 37 2630 0.66 0.151 0.07 13.34 0.02 0.000

43.72 1.84 154.80 1.19 184.56 36 2570 0.66 0.160 0.08 13.34 0.02 0.000

43.81 1.84 154.82 1.19 184.49 36 2571 0.66 0.161 0.08 13.34 0.02 0.000

43.86 1.87 152.83 1.21 185.55 37 2653 0.66 0.149 0.07 13.34 0.02 0.000

43.91 1.88 151.23 1.22 184.59 37 2664 0.66 0.147 0.07 13.34 0.02 0.000

43.97 1.89 148.76 1.23 182.56 36 2661 0.66 0.148 0.07 13.34 0.02 0.000

44.05 1.88 148.00 1.23 181.55 36 2647 0.66 0.150 0.07 13.34 0.02 0.000

44.10 1.88 147.79 1.22 180.50 36 2614 0.66 0.155 0.08 13.34 0.02 0.000

44.16 1.86 149.52 1.21 180.62 36 2574 0.66 0.161 0.08 13.34 0.02 0.000

44.23 1.85 150.40 1.20 180.08 35 2539 0.66 0.167 0.08 13.34 0.02 0.000

44.31 1.84 151.23 1.19 180.24 35 2530 0.66 0.169 0.09 13.34 0.02 0.000

44.39 1.84 152.15 1.19 181.29 36 2547 0.66 0.166 0.08 13.34 0.02 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 17 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

44.45 1.84 153.03 1.19 182.51 36 2569 0.66 0.162 0.08 13.34 0.02 0.000

44.49 1.83 155.51 1.19 184.73 36 2590 0.66 0.159 0.08 13.34 0.02 0.000

44.58 1.83 157.79 1.18 186.60 36 2607 0.66 0.157 0.08 13.34 0.02 0.000

44.65 1.83 160.03 1.18 188.83 37 2635 0.66 0.153 0.07 13.34 0.02 0.000

44.69 1.83 161.15 1.18 190.50 37 2664 0.66 0.149 0.07 13.34 0.02 0.000

44.78 1.83 162.45 1.18 192.21 38 2694 0.66 0.145 0.07 13.34 0.02 0.000

44.84 1.83 164.43 1.18 193.91 38 2711 0.66 0.143 0.07 13.34 0.02 0.000

44.90 1.82 165.57 1.17 194.37 38 2708 0.66 0.143 0.07 13.34 0.02 0.000

45.02 1.82 165.06 1.17 193.62 38 2701 0.66 0.144 0.07 13.34 0.02 0.000

45.04 1.82 163.38 1.18 192.28 37 2690 0.66 0.146 0.07 13.34 0.02 0.000

45.09 1.83 161.37 1.18 190.99 37 2689 0.66 0.146 0.07 13.34 0.02 0.000

45.16 1.83 160.03 1.19 190.04 37 2687 0.66 0.147 0.07 13.34 0.02 0.000

45.23 1.83 160.80 1.18 190.42 37 2687 0.66 0.147 0.07 13.34 0.02 0.000

45.38 1.82 162.51 1.18 191.31 37 2690 0.66 0.147 0.07 13.34 0.02 0.000

45.43 1.82 164.64 1.17 192.52 37 2693 0.66 0.146 0.07 13.34 0.02 0.000

45.47 1.81 165.53 1.17 193.09 37 2697 0.66 0.146 0.07 13.34 0.01 0.000

45.53 1.81 166.61 1.16 193.77 38 2702 0.66 0.145 0.07 13.34 0.01 0.000

45.58 1.81 167.57 1.16 194.37 38 2707 0.65 0.145 0.07 13.34 0.01 0.000

45.62 1.80 168.59 1.16 194.90 38 2710 0.65 0.144 0.07 13.34 0.01 0.000

45.69 1.80 169.45 1.15 195.32 38 2714 0.65 0.144 0.07 13.34 0.01 0.000

45.76 1.80 170.21 1.15 195.71 38 2718 0.65 0.144 0.07 13.34 0.01 0.000

45.83 1.80 170.19 1.15 195.77 38 2721 0.65 0.143 0.07 13.34 0.01 0.000

45.87 1.80 169.50 1.15 195.41 38 2722 0.65 0.143 0.07 13.34 0.01 0.000

45.93 1.80 170.17 1.15 196.29 38 2737 0.65 0.141 0.07 13.34 0.01 0.000

46.05 1.80 171.66 1.15 197.59 38 2756 0.65 0.139 0.06 13.34 0.01 0.000

46.07 1.79 174.35 1.15 199.76 39 2780 0.65 0.137 0.06 13.34 0.01 0.000

46.16 1.79 175.54 1.14 200.61 39 2791 0.65 0.135 0.06 13.34 0.01 0.000

46.21 1.79 176.25 1.14 201.00 39 2795 0.65 0.135 0.06 13.34 0.01 0.000

46.30 1.79 175.89 1.14 200.53 39 2792 0.65 0.136 0.06 13.34 0.01 0.000

46.34 1.79 175.08 1.14 199.55 38 2779 0.65 0.137 0.06 13.34 0.01 0.000

46.41 1.79 174.21 1.14 198.47 38 2766 0.65 0.139 0.06 13.34 0.01 0.000

46.46 1.79 172.62 1.14 196.14 38 2732 0.65 0.143 0.07 13.34 0.01 0.000

46.59 1.79 170.38 1.14 193.66 37 2702 0.65 0.147 0.07 13.34 0.01 0.000

46.60 1.79 167.58 1.14 191.28 37 2675 0.65 0.151 0.07 13.34 0.01 0.000

46.66 1.79 164.95 1.14 188.25 36 2634 0.65 0.156 0.08 13.34 0.02 0.000

46.74 1.78 162.86 1.12 182.84 35 2545 0.65 0.171 0.09 13.34 0.02 0.000

46.79 1.76 160.28 1.10 176.72 34 2451 0.65 0.188 0.10 13.34 0.02 0.000

46.89 1.76 156.60 1.10 172.22 33 2391 0.65 0.202 0.11 13.34 0.02 0.000

46.94 1.77 152.06 1.12 170.48 33 2378 0.65 0.205 0.11 13.34 0.02 0.000

46.98 1.81 141.25 1.17 164.87 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.05 1.85 131.08 1.20 157.48 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.15 1.89 120.79 1.23 148.89 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.19 1.93 112.73 1.26 141.88 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.28 2.02 98.02 1.32 129.51 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.34 2.10 81.51 1.42 116.14 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.38 2.17 63.95 1.54 98.79 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.47 2.23 48.02 1.71 81.94 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.53 2.33 33.89 2.06 69.84 0 0 0.64 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 18 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

47.58 2.53 23.14 3.19 73.87 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.67 2.67 17.25 4.42 76.16 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.72 2.85 12.09 6.52 78.84 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.77 3.00 8.86 8.73 77.38 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.87 3.06 7.89 9.90 78.14 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.92 3.06 7.86 9.83 77.29 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.97 3.05 7.84 9.64 75.56 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.06 3.04 7.84 9.46 74.17 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.12 3.03 7.85 9.37 73.58 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.17 3.03 8.02 9.27 74.34 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.23 3.02 8.18 9.21 75.26 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.31 3.02 8.34 9.07 75.59 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.41 3.01 8.46 8.93 75.50 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.45 2.97 9.03 8.28 74.74 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.51 2.87 11.25 6.82 76.70 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.56 2.81 12.63 6.02 75.98 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.63 2.80 13.33 5.89 78.49 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.70 2.81 13.65 5.99 81.81 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.78 2.86 14.27 6.60 94.12 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.99 2.87 15.65 6.74 105.49 0 0 0.64 0.000 0.00 0.00 0.00 0.000

49.05 2.84 18.15 6.33 114.82 0 0 0.64 0.000 0.00 0.00 0.00 0.000

49.06 2.78 21.18 5.57 117.87 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.10 2.71 24.65 4.81 118.49 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.15 2.65 28.08 4.25 119.22 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.18 2.60 31.90 3.73 118.90 32 1884 0.63 0.424 0.24 13.34 0.04 0.000

49.25 2.56 35.00 3.40 118.87 31 1941 0.63 0.383 0.22 13.34 0.03 0.000

49.29 2.54 36.88 3.25 120.02 32 1987 0.63 0.354 0.20 13.34 0.03 0.000

49.38 2.57 35.30 3.50 123.40 33 2001 0.63 0.346 0.19 13.34 0.03 0.000

49.44 2.62 32.25 3.96 127.68 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.48 2.70 28.03 4.68 131.22 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.55 2.77 24.20 5.45 131.80 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.63 2.84 20.47 6.37 130.45 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.68 2.98 14.24 8.39 119.39 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.78 3.06 11.40 9.84 112.22 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.83 3.15 9.08 11.69 106.17 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.87 3.11 9.66 10.87 104.98 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.98 3.02 11.55 9.09 104.94 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.02 2.71 21.98 4.77 104.92 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.17 2.51 32.59 3.05 99.44 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.21 2.47 32.76 2.77 90.72 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.27 2.42 36.58 2.49 91.02 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.34 2.41 38.94 2.41 93.89 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.42 2.40 40.82 2.38 97.12 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.47 2.39 43.10 2.31 99.54 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.55 2.36 46.16 2.18 100.41 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.61 2.33 49.45 2.04 100.99 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.66 2.30 53.33 1.91 101.83 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.76 2.26 57.05 1.80 102.75 0 0 0.62 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 19 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

50.80 2.24 60.74 1.71 103.82 0 0 0.62 0.000 0.00 0.00 0.00 0.000

50.86 2.21 63.81 1.64 104.36 0 0 0.62 0.000 0.00 0.00 0.00 0.000

50.93 2.18 66.77 1.57 104.93 0 0 0.62 0.000 0.00 0.00 0.00 0.000

50.99 2.16 69.69 1.52 105.68 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.06 2.14 71.97 1.49 107.02 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.14 2.13 74.21 1.47 108.89 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.20 2.12 76.42 1.46 111.41 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.26 2.12 79.45 1.44 114.65 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.34 2.11 82.47 1.43 117.85 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.39 2.10 85.44 1.41 120.81 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.46 2.09 87.73 1.40 123.05 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.54 2.08 89.32 1.40 124.75 0 0 0.62 0.000 0.00 0.00 0.00 0.000

51.58 2.09 89.99 1.40 125.83 27 3662 0.62 0.080 0.06 13.34 0.01 0.000

51.65 2.09 89.77 1.41 126.29 27 3688 0.62 0.079 0.05 13.34 0.01 0.000

51.73 2.10 89.37 1.42 126.59 27 3709 0.62 0.078 0.05 13.34 0.01 0.000

51.78 2.10 89.47 1.42 127.15 28 3732 0.62 0.077 0.05 13.34 0.01 0.000

51.85 2.10 90.24 1.42 127.85 28 3756 0.62 0.077 0.05 13.34 0.01 0.000

51.90 2.09 91.63 1.41 129.07 28 3790 0.62 0.075 0.05 13.34 0.01 0.000

51.97 2.08 94.46 1.39 131.65 28 3860 0.62 0.073 0.05 13.34 0.01 0.000

52.06 2.07 98.01 1.38 135.20 29 3956 0.62 0.070 0.05 13.34 0.01 0.000

52.12 2.05 102.73 1.36 139.59 30 4061 0.62 0.067 0.04 13.34 0.00 0.000

52.18 2.04 107.24 1.34 144.05 30 4167 0.62 0.064 0.04 13.34 0.00 0.000

52.26 2.03 111.44 1.33 148.30 31 4270 0.62 0.062 0.04 13.34 0.00 0.000

52.31 2.02 114.90 1.32 152.23 32 4372 0.62 0.060 0.03 13.34 0.00 0.000

52.37 2.02 118.63 1.32 156.63 33 4491 0.62 0.057 0.03 13.34 0.00 0.000

52.47 2.01 121.64 1.32 160.43 34 4605 0.61 0.055 0.03 13.34 0.00 0.000

52.52 2.01 124.51 1.32 164.19 34 4717 0.61 0.053 0.03 13.34 0.00 0.000

52.57 2.02 125.91 1.32 166.44 35 4797 0.61 0.052 0.03 13.34 0.00 0.000

52.63 2.02 126.77 1.32 167.92 35 4854 0.61 0.051 0.03 13.34 0.00 0.000

52.71 2.02 126.96 1.33 168.49 35 4886 0.61 0.050 0.03 13.34 0.00 0.000

52.76 2.03 126.29 1.33 168.00 35 4886 0.61 0.050 0.03 13.34 0.00 0.000

52.86 2.03 124.38 1.34 166.32 35 4865 0.61 0.051 0.03 13.34 0.00 0.000

52.96 2.04 122.12 1.35 164.40 35 4841 0.61 0.051 0.03 13.34 0.00 0.000

52.97 2.05 120.44 1.35 162.86 35 4809 0.61 0.052 0.03 13.34 0.00 0.000

53.04 2.05 119.84 1.35 162.26 34 4802 0.61 0.052 0.03 13.34 0.00 0.000

53.09 2.05 119.39 1.36 161.80 34 4796 0.61 0.052 0.03 13.34 0.00 0.000

53.18 2.05 119.73 1.35 162.12 34 4812 0.61 0.052 0.03 13.34 0.00 0.000

53.23 2.04 121.41 1.35 163.66 35 4850 0.61 0.051 0.03 13.34 0.00 0.000

53.28 2.03 124.72 1.34 166.82 35 4924 0.61 0.050 0.03 13.34 0.00 0.000

53.37 2.03 127.58 1.33 169.76 36 5001 0.61 0.049 0.02 13.34 0.00 0.000

53.43 2.02 130.09 1.33 172.43 36 5070 0.61 0.048 0.02 13.34 0.00 0.000

53.49 2.00 131.27 1.31 171.49 36 4983 0.61 0.049 0.02 13.34 0.00 0.000

53.55 1.93 133.18 1.26 167.57 34 4651 0.61 0.054 0.03 13.34 0.00 0.000

53.62 1.86 133.67 1.21 161.85 32 4282 0.61 0.062 0.04 13.34 0.00 0.000

53.68 1.81 135.70 1.17 158.45 31 4089 0.61 0.067 0.04 13.34 0.00 0.000

53.76 1.82 137.08 1.18 161.42 31 4190 0.61 0.064 0.04 13.34 0.00 0.000

53.81 1.83 140.22 1.18 165.80 32 4319 0.61 0.061 0.03 13.34 0.00 0.000

53.87 1.84 141.57 1.19 168.90 33 4433 0.61 0.059 0.03 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 20 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

53.94 1.85 144.53 1.20 173.80 34 4598 0.61 0.056 0.03 13.34 0.00 0.000

54.02 1.88 147.36 1.22 179.88 36 4840 0.61 0.051 0.03 13.34 0.00 0.000

54.09 1.90 151.42 1.24 187.28 38 5132 0.61 0.047 0.02 13.34 0.00 0.000

54.16 1.92 154.09 1.25 192.92 39 5384 0.61 0.044 0.02 13.34 0.00 0.000

54.21 1.93 156.80 1.26 197.44 40 5560 0.60 0.042 0.02 13.34 0.00 0.000

54.28 1.94 158.75 1.26 200.62 41 5687 0.60 0.041 0.02 13.34 0.00 0.000

54.35 1.95 160.08 1.27 202.94 41 5786 0.60 0.040 0.02 13.34 0.00 0.000

54.40 1.96 159.95 1.28 204.08 42 5875 0.60 0.039 0.02 13.34 0.00 0.000

54.49 1.97 158.62 1.29 203.90 42 5937 0.60 0.039 0.02 13.34 0.00 0.000

54.54 1.99 156.31 1.30 202.68 42 5968 0.60 0.038 0.02 13.34 0.00 0.000

54.60 2.00 152.74 1.31 199.38 41 5920 0.60 0.039 0.02 13.34 0.00 0.000

54.68 2.01 148.70 1.31 195.21 41 5838 0.60 0.039 0.02 13.34 0.00 0.000

54.73 2.02 144.53 1.32 190.95 40 5749 0.60 0.040 0.02 13.34 0.00 0.000

54.79 2.04 138.46 1.34 186.00 39 5676 0.60 0.041 0.02 13.34 0.00 0.000

54.87 2.06 132.53 1.37 181.81 39 5621 0.60 0.042 0.02 13.34 0.00 0.000

54.94 2.09 126.40 1.41 178.25 38 5572 0.60 0.042 0.02 13.34 0.00 0.000

54.99 2.12 122.43 1.44 176.86 39 5560 0.60 0.042 0.02 13.34 0.00 0.000

55.09 2.14 118.85 1.48 176.28 39 5563 0.60 0.042 0.02 13.34 0.00 0.000

55.14 2.16 115.53 1.53 176.50 39 5572 0.60 0.042 0.02 13.34 0.00 0.000

55.21 2.18 112.86 1.56 176.45 39 5567 0.60 0.042 0.02 13.34 0.00 0.000

55.26 2.20 109.80 1.60 175.91 40 5536 0.60 0.043 0.02 13.34 0.00 0.000

55.33 2.20 107.29 1.63 174.52 39 5485 0.60 0.043 0.02 13.34 0.00 0.000

55.40 2.21 104.93 1.65 172.63 39 5421 0.60 0.044 0.02 13.34 0.00 0.000

55.48 2.22 103.01 1.66 170.82 39 5363 0.60 0.045 0.02 13.34 0.00 0.000

55.53 2.22 101.91 1.66 169.54 39 5325 0.60 0.045 0.02 13.34 0.00 0.000

55.58 2.22 101.02 1.67 168.48 38 5294 0.60 0.046 0.02 13.34 0.00 0.000

55.67 2.22 100.09 1.67 167.49 38 5268 0.60 0.046 0.02 13.34 0.00 0.000

55.72 2.23 98.74 1.69 166.58 38 5234 0.60 0.046 0.02 13.34 0.00 0.000

55.78 2.23 97.19 1.70 165.48 38 5194 0.60 0.047 0.02 13.34 0.00 0.000

55.87 2.24 95.60 1.72 164.45 38 5158 0.60 0.047 0.02 13.34 0.00 0.000

55.91 2.24 94.11 1.74 163.40 38 5116 0.60 0.048 0.02 13.34 0.00 0.000

56.01 2.25 92.91 1.75 162.51 37 5088 0.59 0.048 0.02 13.34 0.00 0.000

56.06 2.25 91.93 1.76 161.47 37 5054 0.59 0.049 0.02 13.34 0.00 0.000

56.11 2.25 91.47 1.75 160.12 37 5021 0.59 0.049 0.02 13.34 0.00 0.000

56.19 2.25 91.15 1.74 158.49 36 4987 0.59 0.050 0.02 13.34 0.00 0.000

56.24 2.24 90.80 1.73 156.62 36 4943 0.59 0.051 0.03 13.34 0.00 0.000

56.31 2.24 90.11 1.72 154.90 36 4900 0.59 0.051 0.03 13.34 0.00 0.000

56.41 2.24 88.99 1.71 152.58 35 4839 0.59 0.052 0.03 13.34 0.00 0.000

56.45 2.23 87.77 1.70 149.51 34 4754 0.59 0.054 0.03 13.34 0.00 0.000

56.51 2.23 86.48 1.70 147.13 34 4685 0.59 0.055 0.03 13.34 0.00 0.000

56.58 2.23 85.37 1.71 145.71 33 4642 0.59 0.056 0.03 13.34 0.00 0.000

56.65 2.24 84.55 1.72 145.48 33 4631 0.59 0.056 0.03 13.34 0.00 0.000

56.70 2.23 85.05 1.70 144.86 33 4628 0.59 0.056 0.03 13.34 0.00 0.000

56.78 2.23 84.82 1.70 144.44 33 4622 0.59 0.056 0.03 13.34 0.00 0.000

56.85 2.23 84.83 1.70 144.43 33 4628 0.59 0.056 0.03 13.34 0.00 0.000

56.89 2.23 84.98 1.70 144.54 33 4636 0.59 0.056 0.03 13.34 0.00 0.000

56.97 2.22 86.09 1.68 144.35 33 4653 0.59 0.056 0.03 13.34 0.00 0.000

57.03 2.21 87.47 1.65 144.05 33 4668 0.59 0.055 0.03 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 21 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

57.09 2.20 88.57 1.63 143.97 33 4683 0.59 0.055 0.03 13.34 0.00 0.000

57.20 2.20 89.73 1.61 144.10 32 4706 0.59 0.055 0.03 13.34 0.00 0.000

57.23 2.19 91.03 1.59 144.72 32 4737 0.59 0.054 0.03 13.34 0.00 0.000

57.29 2.19 92.02 1.58 145.32 33 4767 0.59 0.054 0.03 13.34 0.00 0.000

57.38 2.18 92.85 1.57 145.77 33 4794 0.59 0.053 0.03 13.34 0.00 0.000

57.42 2.18 93.63 1.56 145.91 33 4806 0.59 0.053 0.03 13.34 0.00 0.000

57.48 2.17 94.38 1.55 146.23 33 4825 0.59 0.053 0.03 13.34 0.00 0.000

57.59 2.17 95.04 1.54 146.63 33 4850 0.59 0.052 0.03 13.34 0.00 0.000

57.63 2.16 96.06 1.53 147.22 33 4876 0.59 0.052 0.03 13.34 0.00 0.000

57.68 2.15 97.43 1.51 147.19 33 4883 0.59 0.052 0.03 13.34 0.00 0.000

57.75 2.14 98.80 1.49 146.73 32 4875 0.59 0.052 0.03 13.34 0.00 0.000

57.83 2.13 99.64 1.47 146.11 32 4859 0.58 0.052 0.03 13.34 0.00 0.000

57.88 2.13 99.63 1.46 145.62 32 4846 0.58 0.053 0.03 13.34 0.00 0.000

57.96 2.13 99.19 1.46 145.22 32 4840 0.58 0.053 0.03 13.34 0.00 0.000

58.02 2.13 98.62 1.47 144.66 32 4828 0.58 0.053 0.03 13.34 0.00 0.000

58.08 2.13 98.40 1.46 144.00 32 4810 0.58 0.053 0.03 13.34 0.00 0.000

58.16 2.13 97.90 1.46 143.24 31 4792 0.58 0.053 0.03 13.34 0.00 0.000

58.22 2.12 98.03 1.46 142.85 31 4783 0.58 0.054 0.03 13.34 0.00 0.000

58.27 2.12 98.06 1.45 142.51 31 4775 0.58 0.054 0.03 13.34 0.00 0.000

58.36 2.12 98.42 1.44 142.05 31 4763 0.58 0.054 0.03 13.34 0.00 0.000

58.42 2.11 98.43 1.44 141.28 31 4739 0.58 0.054 0.03 13.34 0.00 0.000

58.47 2.11 98.30 1.43 140.37 30 4709 0.58 0.055 0.03 13.34 0.00 0.000

58.56 2.10 98.41 1.42 139.82 30 4693 0.58 0.055 0.03 13.34 0.00 0.000

58.60 2.09 99.97 1.40 140.39 30 4702 0.58 0.055 0.03 13.34 0.00 0.000

58.71 2.08 102.19 1.39 141.58 30 4731 0.58 0.055 0.03 13.34 0.00 0.000

58.76 2.06 104.83 1.37 143.22 31 4762 0.58 0.054 0.03 13.34 0.00 0.000

58.80 2.05 106.62 1.36 144.67 31 4796 0.58 0.054 0.03 13.34 0.00 0.000

58.89 2.05 107.62 1.36 145.87 31 4841 0.58 0.053 0.03 13.34 0.00 0.000

58.96 2.05 108.41 1.36 147.19 31 4896 0.58 0.052 0.03 13.34 0.00 0.000

59.00 2.06 108.27 1.37 148.09 32 4949 0.58 0.051 0.03 13.34 0.00 0.000

59.06 2.07 107.83 1.38 149.25 32 5018 0.58 0.050 0.03 13.34 0.00 0.000

59.16 2.09 107.34 1.40 150.53 32 5092 0.58 0.049 0.03 13.34 0.00 0.000

59.19 2.10 107.54 1.42 152.45 33 5175 0.58 0.048 0.03 13.34 0.00 0.000

59.25 2.12 107.26 1.44 154.69 34 5273 0.58 0.047 0.03 13.34 0.00 0.000

59.35 2.13 106.25 1.47 156.70 34 5362 0.58 0.046 0.02 13.34 0.00 0.000

59.40 2.15 105.17 1.51 158.42 35 5426 0.58 0.045 0.02 13.34 0.00 0.000

59.45 2.16 104.34 1.52 158.69 35 5439 0.58 0.045 0.02 13.34 0.00 0.000

59.54 2.16 103.27 1.53 158.19 35 5428 0.58 0.045 0.02 13.34 0.00 0.000

59.59 2.17 101.62 1.55 157.06 35 5391 0.58 0.045 0.02 13.34 0.00 0.000

59.65 2.18 98.87 1.57 155.60 35 5336 0.58 0.046 0.02 13.34 0.00 0.000

59.73 2.20 95.69 1.61 154.52 35 5285 0.57 0.047 0.02 13.34 0.00 0.000

59.80 2.22 92.10 1.68 154.49 35 5249 0.57 0.047 0.02 13.34 0.00 0.000

59.85 2.24 89.96 1.72 155.02 36 5236 0.57 0.047 0.02 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 22 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
Total estimated settlement: 0.56
Abbreviations
Qtn:

Kc:

Qtn,cs:

Gmax:

CSR:
γ:
evol(15):

Nc:
ev:

Settle.:

Equivalent clean sand normalized cone resistance
Fines correction factor
Post-liquefaction volumentric strain
Small strain shear modulus
Soil cyclic stress ratio
Cyclic shear strain
Volumetric strain after 15 cycles
Equivalent number of cycles
Volumetric strain
Calculated settlement
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:09 AM 23 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq

L I Q U E F A C T I O N A N A L Y S I S R E P O R T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-2

80.00 ft

80.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

CRR & CSR
0 0.2 0.4 0.6
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200 Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10 Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio Recompacted Soil
Rf (%)
0 2 4 6 8 10
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: 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.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq 24 This software is licensed to: Edward LaMont CPT name: CPT-2 Norm. cone resistance
Qtn
0 50 100 150 200 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Nom. pore pressure ratio SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot Norm. Soil Behaviour Type
Recompacted Soil
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Depth (ft) 60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Clay
Sand & silty sand Silty sand & sandy silt
Sand & silty sand Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 25 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11

80.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Edward LaMont CPT name: CPT-2 CRR plot
Recompacted Soil

CRR & CSR
0 0.2 0.4 0.6 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot Liquefaction potential
Recompacted Soil
LPI
0 5 10 15 20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Liquefaction potential Vertical settlements
Recompacted Soil
Settlement (in)
0 0.2 0.4 0.6 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements Lateral displacements
Recompacted Soil
Displacement (in)
0 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 26 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq Input parameters and analysis data F.S. color scheme LPI color scheme Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11

80.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

0.08 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.18 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.22 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.28 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.37 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.41 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.47 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.54 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.62 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.67 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.73 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.80 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.87 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.93 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.01 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.06 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.21 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.26 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.33 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.39 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.45 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.55 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.58 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.65 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.71 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.79 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.84 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.93 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.00 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.04 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.10 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.18 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.25 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.30 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.38 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.43 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.52 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.57 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.63 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.70 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.77 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.84 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.94 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.97 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.03 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.11 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.16 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 27 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

3.24 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.31 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.36 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.43 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.48 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.55 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.63 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.69 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.74 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.84 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.89 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.95 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

4.02 2.19 36.61 1.59 58.26 13 329 0.67 22.233 36.99 13.34 4.66 0.040

4.09 2.00 57.83 1.31 75.57 16 408 0.67 3.927 5.24 13.34 4.63 0.041

4.14 1.92 64.23 1.25 80.49 16 412 0.67 3.778 4.84 13.34 4.27 0.024

4.23 1.90 69.01 1.23 85.20 17 427 0.67 3.097 3.75 13.34 3.30 0.036

4.27 1.90 70.36 1.24 86.96 17 436 0.67 2.733 3.23 13.34 2.84 0.015

4.34 1.90 71.06 1.24 87.86 18 441 0.67 2.661 3.10 13.34 2.73 0.023

4.40 1.89 72.37 1.23 89.19 18 446 0.67 2.568 2.95 13.34 2.59 0.018

4.47 1.86 77.21 1.21 93.48 18 458 0.67 2.235 2.46 13.34 2.15 0.017

4.53 1.83 83.66 1.18 99.04 19 476 0.67 1.786 1.86 13.34 1.63 0.013

4.59 1.80 91.16 1.16 105.44 20 501 0.67 1.323 1.29 13.34 1.13 0.008

4.67 1.75 102.90 1.09 112.08 21 531 0.67 0.969 0.90 13.34 0.78 0.008

4.74 1.69 118.87 1.00 118.87 22 566 0.67 0.686 0.61 13.34 0.53 0.004

4.83 1.63 134.64 1.00 134.64 25 596 0.67 0.537 0.42 13.34 0.37 0.004

4.87 1.60 146.84 1.00 146.84 26 624 0.67 0.429 0.31 13.34 0.27 0.001

4.93 1.60 153.54 1.00 153.54 28 653 0.67 0.350 0.24 13.34 0.21 0.001

5.02 1.61 158.42 1.00 158.42 29 678 0.67 0.303 0.20 13.34 0.17 0.002

5.07 1.61 162.70 1.00 162.70 29 701 0.67 0.265 0.17 13.34 0.14 0.001

5.13 1.61 166.38 1.00 166.38 30 715 0.67 0.249 0.15 13.34 0.13 0.001

5.21 1.61 169.59 1.00 169.59 31 727 0.67 0.239 0.14 13.34 0.12 0.001

5.27 1.61 169.84 1.00 169.84 31 735 0.67 0.234 0.14 13.34 0.12 0.001

5.33 1.63 167.67 1.00 167.67 31 737 0.67 0.237 0.14 13.34 0.12 0.001

5.39 1.64 164.34 1.00 164.34 30 734 0.67 0.248 0.15 13.34 0.13 0.001

5.46 1.65 160.85 1.00 160.85 29 726 0.67 0.270 0.17 13.34 0.15 0.001

5.52 1.66 155.65 1.00 155.65 29 710 0.67 0.308 0.20 13.34 0.17 0.001

5.62 1.67 149.54 1.00 149.54 28 694 0.67 0.360 0.24 13.34 0.21 0.002

5.66 1.69 143.34 1.00 143.34 27 680 0.67 0.410 0.29 13.34 0.25 0.001

5.71 1.70 138.80 1.00 138.80 26 670 0.67 0.454 0.33 13.34 0.29 0.002

5.79 1.71 134.15 1.02 136.67 26 659 0.67 0.511 0.38 13.34 0.32 0.003

5.86 1.73 130.81 1.04 136.21 26 652 0.67 0.562 0.42 13.34 0.36 0.003

5.91 1.74 128.80 1.06 136.42 26 650 0.67 0.586 0.43 13.34 0.37 0.002

5.98 1.74 128.44 1.07 137.15 26 652 0.67 0.595 0.44 13.34 0.37 0.003

6.05 1.75 126.46 1.09 137.73 26 652 0.67 0.612 0.44 13.34 0.38 0.003

6.11 1.77 122.47 1.12 136.88 26 647 0.67 0.660 0.48 13.34 0.41 0.003

6.20 1.79 117.83 1.14 134.72 26 638 0.67 0.740 0.54 13.34 0.46 0.005

6.24 1.81 112.64 1.17 131.61 26 628 0.67 0.827 0.62 13.34 0.52 0.002

6.30 1.84 108.05 1.19 128.61 25 620 0.66 0.917 0.69 13.34 0.59 0.005 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 28 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

6.40 1.86 103.76 1.21 125.50 25 614 0.66 1.020 0.79 13.34 0.67 0.008

6.44 1.87 102.04 1.22 124.13 25 611 0.66 1.071 0.83 13.34 0.71 0.003

6.50 1.87 101.48 1.22 123.59 25 609 0.66 1.123 0.88 13.34 0.74 0.006

6.59 1.87 101.57 1.22 123.58 25 608 0.66 1.176 0.92 13.34 0.78 0.008

6.64 1.87 101.71 1.22 123.60 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.72 1.87 100.90 1.22 122.82 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.78 1.88 98.17 1.23 120.39 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.83 1.91 92.32 1.25 115.02 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.90 1.95 84.95 1.27 108.13 0 0 0.66 0.000 0.00 0.00 0.00 0.000

6.96 2.01 76.43 1.32 100.53 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.04 2.08 68.67 1.39 95.11 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.09 2.14 62.61 1.49 93.53 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.17 2.20 58.62 1.61 94.64 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.22 2.25 56.40 1.76 99.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.32 2.31 54.23 1.96 106.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.37 2.37 52.41 2.24 117.51 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.42 2.42 50.97 2.51 127.72 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.49 2.45 50.05 2.66 133.16 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.57 2.46 49.64 2.70 134.22 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.61 2.48 48.26 2.87 138.73 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.71 2.52 47.04 3.11 146.46 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.76 2.55 46.33 3.34 154.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.81 2.58 44.86 3.56 159.92 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.88 2.57 46.08 3.47 159.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000

7.95 2.55 47.40 3.35 158.56 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.04 2.51 50.83 3.03 154.21 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.08 2.49 52.28 2.93 153.28 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.14 2.47 54.39 2.80 152.06 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.23 2.45 56.89 2.65 150.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.28 2.43 59.76 2.52 150.81 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.38 2.41 62.07 2.45 152.17 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.42 2.41 63.78 2.42 154.65 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.47 2.41 65.08 2.41 156.75 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.54 2.40 66.33 2.40 158.90 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.63 2.40 67.81 2.36 160.28 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.67 2.39 69.42 2.31 160.46 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.75 2.38 70.64 2.27 160.63 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.82 2.38 71.71 2.25 161.48 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.86 2.39 71.47 2.30 164.30 0 0 0.66 0.000 0.00 0.00 0.00 0.000

8.93 2.40 70.53 2.40 168.97 0 0 0.66 0.000 0.00 0.00 0.00 0.000

9.01 2.42 69.36 2.51 173.82 0 0 0.66 0.000 0.00 0.00 0.00 0.000

9.06 2.44 68.98 2.60 179.54 0 0 0.66 0.000 0.00 0.00 0.00 0.000

9.13 2.46 68.90 2.70 185.79 0 0 0.66 0.000 0.00 0.00 0.00 0.000

9.21 2.46 69.54 2.74 190.35 0 0 0.66 0.000 0.00 0.00 0.00 0.000

9.26 2.46 70.95 2.73 193.88 49 937 0.66 0.304 0.10 13.34 0.08 0.001

9.35 2.46 72.19 2.70 194.87 49 955 0.66 0.286 0.10 13.34 0.08 0.001

9.40 2.45 73.31 2.68 196.48 50 971 0.66 0.270 0.09 13.34 0.07 0.000

9.46 2.45 73.57 2.68 197.06 50 979 0.66 0.265 0.09 13.34 0.07 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 29 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

9.56 2.45 73.49 2.66 195.32 49 982 0.66 0.268 0.09 13.34 0.07 0.001

9.61 2.45 73.10 2.64 192.74 48 977 0.66 0.278 0.10 13.34 0.08 0.000

9.65 2.44 71.98 2.61 188.10 47 962 0.66 0.302 0.11 13.34 0.09 0.000

9.75 2.44 70.36 2.61 183.46 46 946 0.66 0.332 0.12 13.34 0.10 0.001

9.80 2.45 68.77 2.63 180.57 0 0 0.66 0.000 0.00 0.00 0.00 0.000

9.85 2.44 68.24 2.61 178.45 0 0 0.66 0.000 0.00 0.00 0.00 0.000

9.92 2.43 68.69 2.56 175.61 0 0 0.66 0.000 0.00 0.00 0.00 0.000

9.99 2.42 69.88 2.46 172.06 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.04 2.41 71.19 2.40 170.93 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.15 2.40 71.53 2.40 171.43 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.19 2.39 73.19 2.34 171.56 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.24 2.35 78.43 2.12 166.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.33 2.30 84.45 1.91 161.13 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.38 2.24 90.65 1.72 156.19 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.44 2.20 94.54 1.60 151.50 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.53 2.15 97.80 1.50 146.73 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.58 2.14 93.39 1.49 138.75 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.63 2.05 94.09 1.36 127.68 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.72 1.96 93.69 1.27 119.43 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.77 1.82 100.02 1.17 117.07 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.86 1.80 100.53 1.15 115.69 22 714 0.66 2.075 1.82 13.34 1.41 0.016

10.92 1.78 101.75 1.13 115.14 22 712 0.66 2.147 1.90 13.34 1.47 0.010

10.97 1.78 102.29 1.13 115.73 22 718 0.66 2.075 1.83 13.34 1.41 0.009

11.04 1.78 104.01 1.13 117.21 22 729 0.66 1.910 1.66 13.34 1.28 0.010

11.10 1.77 108.07 1.12 120.91 23 755 0.66 1.571 1.32 13.34 1.02 0.007

11.19 1.76 114.02 1.09 124.77 24 785 0.66 1.274 1.04 13.34 0.80 0.009

11.24 1.74 119.74 1.07 127.83 24 811 0.66 1.066 0.85 13.34 0.65 0.004

11.29 1.72 124.13 1.03 128.36 24 826 0.66 0.974 0.78 13.34 0.60 0.004

11.36 1.71 127.30 1.01 127.95 24 837 0.66 0.922 0.74 13.34 0.57 0.004

11.43 1.70 129.33 1.00 129.33 24 845 0.66 0.893 0.71 13.34 0.54 0.005

11.50 1.70 129.22 1.00 129.22 24 846 0.66 0.902 0.72 13.34 0.55 0.004

11.55 1.70 127.33 1.00 127.33 24 841 0.66 0.943 0.77 13.34 0.58 0.004

11.64 1.72 124.46 1.02 127.38 24 837 0.66 0.989 0.80 13.34 0.61 0.007

11.69 1.74 121.11 1.07 129.39 24 838 0.66 0.992 0.78 13.34 0.59 0.003

11.76 1.77 117.70 1.11 131.08 25 844 0.66 0.969 0.74 13.34 0.56 0.005

11.81 1.80 114.57 1.15 131.89 25 852 0.66 0.933 0.70 13.34 0.53 0.003

11.88 1.83 112.54 1.18 132.73 26 866 0.66 0.866 0.64 13.34 0.48 0.004

11.96 1.85 111.75 1.20 134.26 26 889 0.66 0.769 0.55 13.34 0.42 0.004

12.03 1.87 111.80 1.22 136.24 27 915 0.66 0.670 0.47 13.34 0.35 0.003

12.08 1.89 112.61 1.23 138.60 28 943 0.66 0.583 0.39 13.34 0.30 0.002

12.15 1.91 113.43 1.24 140.71 28 969 0.66 0.517 0.34 13.34 0.26 0.002

12.22 1.92 113.92 1.25 142.35 29 993 0.66 0.469 0.30 13.34 0.23 0.002

12.27 1.93 114.14 1.26 143.59 29 1012 0.66 0.432 0.28 13.34 0.21 0.001

12.35 1.94 114.40 1.27 144.75 29 1031 0.66 0.403 0.25 13.34 0.19 0.002

12.42 1.94 116.28 1.27 147.23 30 1053 0.66 0.372 0.23 13.34 0.17 0.001

12.48 1.93 119.62 1.26 150.69 31 1074 0.66 0.344 0.21 13.34 0.15 0.001

12.55 1.92 124.20 1.25 154.89 31 1095 0.66 0.322 0.19 13.34 0.14 0.001

12.62 1.89 130.25 1.23 160.05 32 1116 0.66 0.301 0.17 13.34 0.13 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 30 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

12.71 1.86 135.72 1.21 164.23 32 1133 0.66 0.287 0.16 13.34 0.12 0.001

12.74 1.83 141.84 1.19 168.42 33 1148 0.66 0.274 0.15 13.34 0.11 0.000

12.80 1.81 146.95 1.17 171.21 33 1160 0.66 0.264 0.14 13.34 0.11 0.001

12.87 1.78 153.50 1.13 173.16 33 1171 0.66 0.257 0.14 13.34 0.10 0.001

12.96 1.75 159.97 1.08 172.72 33 1180 0.66 0.254 0.14 13.34 0.10 0.001

13.00 1.71 167.05 1.02 169.68 32 1187 0.66 0.251 0.14 13.34 0.11 0.001

13.07 1.68 174.17 1.00 174.17 32 1198 0.66 0.244 0.14 13.34 0.10 0.001

13.15 1.66 180.12 1.00 180.12 33 1211 0.65 0.237 0.13 13.34 0.10 0.001

13.20 1.64 185.52 1.00 185.52 34 1222 0.65 0.231 0.12 13.34 0.09 0.000

13.26 1.62 191.87 1.00 191.87 35 1233 0.65 0.225 0.12 13.34 0.09 0.001

13.35 1.60 197.88 1.00 197.88 36 1245 0.65 0.221 0.11 13.34 0.08 0.001

13.39 1.58 204.17 1.00 204.17 37 1257 0.65 0.215 0.10 13.34 0.08 0.000

13.47 1.58 206.28 1.00 206.28 37 1267 0.65 0.211 0.10 13.34 0.07 0.001

13.54 1.58 206.06 1.00 206.06 37 1276 0.65 0.208 0.10 13.34 0.07 0.001

13.59 1.60 201.22 1.00 201.22 36 1275 0.65 0.210 0.10 13.34 0.07 0.000

13.66 1.60 193.54 1.00 193.54 35 1229 0.65 0.244 0.13 13.34 0.09 0.001

13.74 1.55 186.17 1.00 186.17 33 1113 0.65 0.375 0.21 13.34 0.15 0.002

13.79 1.49 179.38 1.00 179.38 31 1003 0.65 0.613 0.36 13.34 0.26 0.001

13.89 1.47 173.24 1.00 173.24 30 940 0.65 0.871 0.54 13.34 0.39 0.005

13.92 1.52 166.21 1.00 166.21 29 967 0.65 0.756 0.48 13.34 0.35 0.001

13.99 1.59 154.43 1.00 154.43 28 980 0.65 0.714 0.48 13.34 0.35 0.003

14.08 1.70 135.52 1.00 135.52 25 984 0.65 0.713 0.54 13.34 0.39 0.004

14.13 1.82 115.84 1.18 136.43 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.18 1.97 97.60 1.28 124.99 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.25 2.09 83.12 1.41 117.27 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.33 2.23 69.08 1.68 116.12 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.37 2.34 57.48 2.10 120.51 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.47 2.44 49.42 2.57 126.96 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.53 2.54 42.04 3.26 137.10 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.57 2.65 35.61 4.21 150.08 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.67 2.76 30.42 5.33 162.06 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.72 2.82 27.39 6.12 167.65 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.77 2.82 26.62 6.17 164.15 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.83 2.82 25.80 6.12 157.78 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.91 2.82 25.02 6.10 152.56 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.96 2.83 23.80 6.28 149.55 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.06 2.86 22.30 6.66 148.42 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.10 2.89 20.78 7.06 146.77 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.17 2.91 19.83 7.31 144.86 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.26 2.91 19.49 7.31 142.53 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.30 2.89 20.06 7.01 140.68 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.36 2.85 21.53 6.44 138.64 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.43 2.80 23.23 5.88 136.58 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.49 2.77 24.71 5.49 135.67 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.55 2.76 25.33 5.41 136.98 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.63 2.77 25.49 5.47 139.36 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.69 2.78 25.38 5.62 142.65 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.75 2.79 25.30 5.72 144.76 0 0 0.65 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 31 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

15.83 2.79 25.23 5.77 145.68 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.88 2.79 25.45 5.68 144.56 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.96 2.77 26.06 5.46 142.38 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.03 2.73 27.48 5.07 139.43 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.09 2.69 29.38 4.65 136.65 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.15 2.65 31.92 4.19 133.63 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.23 2.62 33.88 3.89 131.79 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.28 2.60 35.29 3.73 131.69 36 846 0.65 2.520 1.26 13.34 0.87 0.005

16.34 2.60 35.39 3.79 134.24 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.41 2.63 34.80 3.98 138.61 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.47 2.66 33.26 4.34 144.29 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.54 2.67 30.96 4.41 136.54 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.63 2.64 28.88 4.16 120.04 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.67 2.59 28.28 3.68 104.10 28 686 0.65 11.747 7.83 13.34 3.59 0.015

16.74 2.57 29.68 3.48 103.29 28 700 0.65 10.142 6.92 13.34 3.58 0.032

16.82 2.56 31.90 3.43 109.54 29 750 0.65 6.243 3.98 13.34 2.70 0.027

16.87 2.58 32.49 3.61 117.46 32 787 0.65 4.506 2.61 13.34 1.77 0.009

16.94 2.60 33.56 3.74 125.56 34 831 0.65 3.189 1.69 13.34 1.14 0.009

17.01 2.61 34.70 3.84 133.33 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.07 2.51 41.84 3.08 128.90 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.16 2.39 52.20 2.31 120.37 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.20 2.23 68.28 1.69 115.13 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.26 2.09 85.55 1.41 120.54 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.35 1.99 102.95 1.30 133.41 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.41 1.92 116.89 1.25 145.93 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.46 1.86 131.15 1.21 158.89 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.54 1.82 144.04 1.18 169.64 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.61 1.79 157.41 1.14 179.40 35 1443 0.65 0.229 0.12 13.34 0.08 0.001

17.68 1.77 167.18 1.11 185.47 35 1492 0.65 0.205 0.10 13.34 0.07 0.001

17.73 1.75 175.71 1.09 190.73 36 1541 0.65 0.185 0.09 13.34 0.06 0.000

17.79 1.74 183.99 1.06 195.37 37 1589 0.65 0.168 0.08 13.34 0.05 0.000

17.87 1.73 191.39 1.04 199.70 38 1636 0.65 0.154 0.07 13.34 0.05 0.000

17.95 1.72 198.37 1.02 202.78 38 1677 0.65 0.144 0.07 13.34 0.04 0.000

17.99 1.70 206.19 1.00 206.19 39 1719 0.65 0.134 0.06 13.34 0.04 0.000

18.09 1.69 212.88 1.00 212.88 40 1755 0.65 0.128 0.06 13.34 0.04 0.000

18.12 1.68 221.00 1.00 221.00 41 1795 0.65 0.120 0.05 13.34 0.03 0.000

18.19 1.67 227.17 1.00 227.17 42 1831 0.65 0.114 0.05 13.34 0.03 0.000

18.25 1.67 232.47 1.00 232.47 43 1870 0.65 0.109 0.04 13.34 0.03 0.000

18.32 1.67 234.31 1.00 234.31 43 1898 0.65 0.105 0.04 13.34 0.03 0.000

18.39 1.68 233.33 1.00 233.33 43 1905 0.65 0.105 0.04 13.34 0.03 0.000

18.45 1.68 231.42 1.00 231.42 43 1902 0.65 0.106 0.04 13.34 0.03 0.000

18.53 1.68 229.57 1.00 229.57 43 1893 0.65 0.108 0.04 13.34 0.03 0.000

18.58 1.69 228.52 1.00 228.52 42 1902 0.65 0.107 0.04 13.34 0.03 0.000

18.64 1.70 226.75 1.00 226.75 42 1921 0.65 0.105 0.04 13.34 0.03 0.000

18.73 1.72 223.66 1.03 229.94 43 1945 0.66 0.103 0.04 13.34 0.03 0.000

18.78 1.74 220.92 1.06 234.07 44 1965 0.66 0.100 0.04 13.34 0.03 0.000

18.84 1.75 218.78 1.09 237.59 45 1988 0.66 0.098 0.04 13.34 0.02 0.000

18.92 1.77 217.42 1.11 241.10 46 2018 0.66 0.095 0.03 13.34 0.02 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 32 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

18.97 1.78 215.58 1.13 244.66 47 2055 0.66 0.091 0.03 13.34 0.02 0.000

19.05 1.80 213.63 1.15 246.71 48 2086 0.66 0.088 0.03 13.34 0.02 0.000

19.11 1.82 211.55 1.17 247.65 48 2111 0.66 0.086 0.03 13.34 0.02 0.000

19.17 1.83 208.49 1.18 247.05 48 2125 0.66 0.085 0.03 13.34 0.02 0.000

19.24 1.85 204.33 1.20 245.43 48 2139 0.66 0.085 0.03 13.34 0.02 0.000

19.32 1.87 199.48 1.22 242.91 48 2153 0.66 0.084 0.03 13.34 0.02 0.000

19.36 1.90 193.81 1.23 239.32 48 2162 0.66 0.083 0.03 13.34 0.02 0.000

19.42 1.92 187.61 1.25 234.74 47 2166 0.66 0.083 0.03 13.34 0.02 0.000

19.50 1.94 181.73 1.27 230.10 47 2166 0.66 0.084 0.03 13.34 0.02 0.000

19.56 1.94 178.58 1.27 226.05 46 2132 0.66 0.088 0.03 13.34 0.02 0.000

19.62 1.90 178.67 1.24 220.79 44 2014 0.66 0.102 0.04 13.34 0.02 0.000

19.70 1.85 180.60 1.20 216.65 43 1913 0.66 0.118 0.05 13.34 0.03 0.000

19.76 1.82 182.91 1.17 214.46 42 1866 0.66 0.127 0.05 13.34 0.03 0.000

19.82 1.84 183.92 1.19 219.54 43 1938 0.66 0.115 0.05 13.34 0.03 0.000

19.90 1.86 183.85 1.21 222.37 44 1992 0.66 0.107 0.04 13.34 0.03 0.000

19.95 1.89 179.93 1.23 221.04 44 2021 0.66 0.104 0.04 13.34 0.03 0.000

20.04 1.90 176.79 1.24 218.99 44 2031 0.66 0.103 0.04 13.34 0.03 0.000

20.10 1.92 173.50 1.25 216.75 44 2039 0.66 0.103 0.04 13.34 0.03 0.000

20.18 1.92 173.71 1.25 217.36 44 2055 0.66 0.102 0.04 13.34 0.02 0.000

20.22 1.93 172.31 1.26 216.41 44 2060 0.66 0.101 0.04 13.34 0.02 0.000

20.28 1.93 170.63 1.26 214.68 44 2053 0.66 0.103 0.04 13.34 0.03 0.000

20.34 1.93 168.91 1.26 212.80 43 2044 0.66 0.105 0.04 13.34 0.03 0.000

20.43 1.94 167.46 1.26 211.24 43 2038 0.66 0.106 0.04 13.34 0.03 0.000

20.48 1.94 166.42 1.26 210.22 43 2035 0.67 0.107 0.04 13.34 0.03 0.000

20.54 1.94 165.63 1.26 209.50 43 2037 0.67 0.107 0.04 13.34 0.03 0.000

20.60 1.94 165.40 1.27 209.44 43 2043 0.67 0.107 0.04 13.34 0.03 0.000

20.67 1.95 165.81 1.27 210.13 43 2057 0.67 0.106 0.04 13.34 0.03 0.000

20.74 1.95 166.58 1.27 211.33 43 2076 0.67 0.104 0.04 13.34 0.03 0.000

20.81 1.95 167.97 1.27 212.97 43 2095 0.67 0.102 0.04 13.34 0.02 0.000

20.87 1.94 170.13 1.27 215.24 44 2114 0.67 0.100 0.04 13.34 0.02 0.000

20.94 1.94 172.29 1.26 217.41 44 2132 0.67 0.099 0.04 13.34 0.02 0.000

21.00 1.94 174.06 1.26 219.36 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.06 1.94 174.79 1.26 220.45 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.16 1.94 174.73 1.26 220.74 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.21 1.94 174.22 1.27 220.43 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.26 1.94 172.73 1.27 218.78 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.36 1.95 170.71 1.27 216.46 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.40 1.95 168.23 1.27 213.70 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.46 1.96 163.44 1.28 208.71 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.55 1.98 156.41 1.29 201.64 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.60 2.01 145.60 1.31 190.99 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.67 2.04 133.86 1.34 179.94 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.74 2.08 121.38 1.39 169.17 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.80 2.14 106.66 1.49 159.37 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.88 2.22 92.36 1.66 153.10 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.94 2.30 78.29 1.93 150.82 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.99 2.37 68.30 2.21 150.98 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.07 2.43 60.47 2.53 152.76 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 33 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

22.12 2.48 54.55 2.86 155.81 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.19 2.54 48.99 3.27 160.23 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.27 2.62 42.65 3.89 165.71 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.34 2.70 36.17 4.70 170.07 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.38 2.78 30.19 5.67 171.10 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.48 2.85 25.87 6.52 168.81 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.52 2.89 23.38 7.01 163.92 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.58 2.82 23.95 6.15 147.21 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.67 2.73 24.97 4.98 124.33 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.72 2.63 25.57 4.05 103.52 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.77 2.67 23.03 4.42 101.85 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.88 2.78 19.55 5.63 110.13 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.90 2.93 15.80 7.61 120.16 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.98 2.98 14.85 8.39 124.51 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.06 2.93 16.85 7.64 128.67 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.10 2.80 22.06 5.89 129.89 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.18 2.67 29.57 4.42 130.81 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.24 2.56 37.97 3.43 130.13 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.30 2.47 44.82 2.81 125.92 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.36 2.44 47.12 2.60 122.65 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.45 2.45 45.91 2.66 122.26 31 1222 0.68 0.936 0.56 13.34 0.32 0.003

23.49 2.48 43.55 2.86 124.64 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.58 2.43 47.32 2.55 120.55 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.64 2.31 58.09 1.96 113.71 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.69 2.17 73.33 1.55 113.44 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.76 2.08 86.31 1.39 119.59 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.82 2.01 95.83 1.32 126.05 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.89 1.95 104.53 1.27 132.88 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.97 1.90 112.34 1.24 139.20 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.02 1.87 119.15 1.21 144.46 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.08 1.84 124.31 1.19 148.20 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.18 1.82 127.99 1.18 150.42 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.22 1.81 131.07 1.16 152.47 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.28 1.80 133.27 1.16 153.93 0 0 0.68 0.000 0.00 0.00 0.00 0.000

24.38 1.79 135.71 1.15 155.60 30 1514 0.68 0.394 0.24 13.34 0.13 0.002

24.43 1.79 139.23 1.14 158.09 30 1535 0.68 0.374 0.23 13.34 0.13 0.001

24.48 1.77 145.34 1.12 162.55 31 1576 0.68 0.339 0.20 13.34 0.11 0.001

24.57 1.76 151.87 1.10 167.68 32 1628 0.68 0.303 0.17 13.34 0.10 0.001

24.63 1.75 158.88 1.09 173.21 33 1685 0.68 0.269 0.15 13.34 0.08 0.001

24.68 1.75 163.16 1.09 177.23 34 1726 0.68 0.248 0.13 13.34 0.07 0.000

24.75 1.75 166.23 1.09 180.38 34 1760 0.68 0.233 0.12 13.34 0.07 0.001

24.81 1.75 167.58 1.09 182.73 35 1785 0.68 0.224 0.12 13.34 0.06 0.001

24.87 1.76 167.96 1.09 183.70 35 1797 0.68 0.220 0.11 13.34 0.06 0.000

24.95 1.75 167.91 1.09 183.39 35 1797 0.68 0.221 0.11 13.34 0.06 0.001

25.01 1.75 167.36 1.08 180.13 34 1770 0.68 0.234 0.12 13.34 0.07 0.000

25.10 1.73 165.97 1.06 175.31 33 1731 0.68 0.254 0.14 13.34 0.08 0.001

25.17 1.72 164.34 1.03 170.02 32 1690 0.68 0.277 0.16 13.34 0.09 0.001

25.21 1.72 162.10 1.04 168.12 32 1672 0.68 0.290 0.17 13.34 0.09 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 34 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

25.30 1.73 159.12 1.06 168.24 32 1668 0.68 0.294 0.17 13.34 0.09 0.001

25.36 1.75 155.72 1.09 169.02 32 1672 0.68 0.293 0.17 13.34 0.09 0.001

25.41 1.76 152.70 1.11 169.05 32 1673 0.68 0.293 0.17 13.34 0.09 0.001

25.46 1.77 151.23 1.12 168.70 32 1672 0.68 0.295 0.17 13.34 0.09 0.001

25.55 1.77 151.15 1.12 168.61 32 1675 0.68 0.296 0.17 13.34 0.09 0.001

25.60 1.77 152.73 1.11 169.32 32 1683 0.69 0.292 0.16 13.34 0.09 0.001

25.67 1.76 154.21 1.10 170.10 32 1693 0.69 0.287 0.16 13.34 0.09 0.001

25.75 1.76 154.76 1.10 170.39 32 1699 0.69 0.285 0.16 13.34 0.09 0.001

25.79 1.76 153.12 1.11 169.29 32 1689 0.69 0.292 0.16 13.34 0.09 0.000

25.88 1.77 148.99 1.12 167.13 32 1673 0.69 0.304 0.17 13.34 0.09 0.001

25.94 1.80 142.67 1.15 163.78 32 1652 0.69 0.321 0.19 13.34 0.10 0.001

25.99 1.83 134.12 1.18 158.75 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.06 1.88 123.63 1.22 151.18 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.13 1.95 111.35 1.27 141.16 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.19 2.04 97.46 1.34 130.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.25 2.14 83.54 1.49 124.48 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.32 2.26 69.38 1.78 123.48 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.39 2.37 57.25 2.22 126.94 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.45 2.47 47.60 2.78 132.29 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.52 2.53 42.67 3.21 136.89 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.64 2.55 41.50 3.36 139.25 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.68 2.55 42.26 3.32 140.46 37 1422 0.69 0.625 0.30 13.34 0.16 0.001

26.71 2.56 42.70 3.44 146.94 39 1469 0.69 0.544 0.24 13.34 0.13 0.001

26.78 2.59 41.22 3.63 149.83 40 1469 0.69 0.547 0.24 13.34 0.12 0.001

26.86 2.61 37.96 3.86 146.57 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.93 2.65 33.18 4.20 139.22 0 0 0.69 0.000 0.00 0.00 0.00 0.000

26.98 2.68 29.47 4.51 132.82 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.06 2.73 26.38 5.04 132.85 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.12 2.73 25.88 5.00 129.36 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.17 2.52 36.50 3.15 114.87 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.25 2.30 54.31 1.91 103.86 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.31 2.11 76.55 1.43 109.31 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.37 2.01 91.47 1.32 120.67 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.44 1.94 105.84 1.27 133.98 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.50 1.90 119.46 1.24 147.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.59 1.87 130.94 1.22 159.20 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.63 1.87 138.37 1.22 168.16 0 0 0.69 0.000 0.00 0.00 0.00 0.000

27.71 1.88 141.78 1.22 173.61 35 1923 0.69 0.215 0.11 13.34 0.06 0.001

27.78 1.90 143.13 1.24 177.09 36 1996 0.69 0.192 0.10 13.34 0.05 0.000

27.83 1.93 140.97 1.25 176.78 36 2040 0.69 0.180 0.09 13.34 0.04 0.000

27.91 1.95 136.91 1.27 174.22 36 2064 0.69 0.175 0.09 13.34 0.04 0.000

27.97 1.98 132.02 1.29 170.34 35 2064 0.69 0.175 0.09 13.34 0.04 0.000

28.02 1.99 126.79 1.30 165.20 34 2031 0.69 0.185 0.10 13.34 0.05 0.000

28.13 2.00 122.02 1.31 159.77 33 1981 0.69 0.201 0.11 13.34 0.05 0.001

28.17 2.00 119.87 1.30 156.39 33 1933 0.69 0.217 0.12 13.34 0.06 0.000

28.22 1.99 119.52 1.30 155.12 32 1906 0.69 0.228 0.13 13.34 0.06 0.000

28.32 1.98 120.34 1.29 155.29 32 1897 0.69 0.233 0.13 13.34 0.07 0.001

28.35 1.97 122.19 1.28 156.87 32 1903 0.69 0.231 0.13 13.34 0.06 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 35 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

28.42 1.95 126.31 1.27 160.75 33 1927 0.69 0.223 0.12 13.34 0.06 0.001

28.51 1.94 130.49 1.26 164.72 33 1952 0.69 0.215 0.12 13.34 0.06 0.001

28.54 1.92 134.97 1.25 168.94 34 1975 0.69 0.208 0.11 13.34 0.05 0.000

28.61 1.91 138.76 1.24 172.33 35 1990 0.69 0.204 0.11 13.34 0.05 0.000

28.68 1.89 143.57 1.23 176.42 35 2006 0.69 0.200 0.10 13.34 0.05 0.000

28.76 1.87 146.86 1.22 179.03 36 2015 0.69 0.198 0.10 13.34 0.05 0.000

28.81 1.86 150.05 1.21 181.49 36 2024 0.69 0.196 0.10 13.34 0.05 0.000

28.90 1.85 152.21 1.20 182.98 36 2030 0.69 0.195 0.10 13.34 0.05 0.001

28.96 1.84 154.44 1.19 184.39 36 2033 0.69 0.195 0.10 13.34 0.05 0.000

29.01 1.84 155.89 1.19 185.24 36 2035 0.69 0.195 0.10 13.34 0.05 0.000

29.10 1.83 156.92 1.18 185.84 36 2039 0.69 0.195 0.10 13.34 0.05 0.000

29.15 1.83 157.69 1.18 186.38 36 2044 0.69 0.194 0.09 13.34 0.05 0.000

29.20 1.83 157.65 1.18 186.33 36 2045 0.69 0.194 0.09 13.34 0.05 0.000

29.27 1.83 156.06 1.19 185.19 36 2043 0.69 0.195 0.10 13.34 0.05 0.000

29.34 1.86 149.62 1.21 180.75 36 2035 0.69 0.199 0.10 13.34 0.05 0.000

29.44 1.90 141.69 1.23 174.97 35 2037 0.69 0.199 0.10 13.34 0.05 0.001

29.50 1.94 133.09 1.27 168.55 34 2051 0.69 0.195 0.10 13.34 0.05 0.000

29.54 2.00 123.43 1.31 161.53 34 2066 0.69 0.192 0.10 13.34 0.05 0.000

29.60 2.07 111.85 1.38 154.02 33 2064 0.69 0.193 0.11 13.34 0.05 0.000

29.67 2.15 98.89 1.50 148.76 33 2053 0.69 0.197 0.11 13.34 0.05 0.000

29.74 2.22 90.10 1.65 148.99 34 2057 0.69 0.197 0.10 13.34 0.05 0.000

29.80 2.25 86.17 1.76 151.76 35 2078 0.69 0.191 0.10 13.34 0.05 0.000

29.86 2.25 87.52 1.76 153.82 35 2110 0.69 0.183 0.09 13.34 0.04 0.000

29.92 2.21 95.16 1.64 155.76 35 2162 0.69 0.171 0.09 13.34 0.04 0.000

30.00 2.15 106.07 1.51 159.96 35 2226 0.69 0.159 0.08 13.34 0.04 0.000

30.07 2.09 118.58 1.41 167.23 36 2293 0.69 0.147 0.07 13.34 0.03 0.000

30.12 2.04 129.76 1.35 174.64 37 2329 0.69 0.141 0.07 13.34 0.03 0.000

30.18 1.99 137.43 1.30 179.05 37 2309 0.69 0.145 0.07 13.34 0.03 0.000

30.27 1.96 141.79 1.27 180.57 37 2255 0.69 0.155 0.07 13.34 0.03 0.000

30.32 1.92 143.47 1.25 179.64 36 2181 0.69 0.171 0.08 13.34 0.04 0.000

30.42 1.90 143.91 1.24 178.37 36 2132 0.69 0.183 0.09 13.34 0.04 0.001

30.47 1.89 144.53 1.23 177.47 35 2092 0.69 0.195 0.10 13.34 0.04 0.000

30.53 1.88 144.69 1.22 176.89 35 2073 0.69 0.200 0.10 13.34 0.05 0.000

30.58 1.88 144.78 1.22 176.74 35 2069 0.69 0.202 0.10 13.34 0.05 0.000

30.65 1.88 144.56 1.22 176.71 35 2076 0.69 0.201 0.10 13.34 0.05 0.000

30.71 1.88 143.81 1.23 176.23 35 2080 0.69 0.200 0.10 13.34 0.05 0.000

30.82 1.89 142.28 1.23 174.83 35 2077 0.69 0.202 0.10 13.34 0.05 0.001

30.85 1.89 140.19 1.23 172.86 35 2066 0.69 0.206 0.11 13.34 0.05 0.000

30.91 1.90 137.53 1.24 170.35 34 2054 0.69 0.210 0.11 13.34 0.05 0.000

31.01 1.91 135.42 1.24 168.25 34 2044 0.69 0.215 0.11 13.34 0.05 0.001

31.05 1.91 133.96 1.24 166.65 34 2030 0.69 0.220 0.12 13.34 0.05 0.000

31.11 1.91 133.02 1.24 165.49 33 2019 0.69 0.224 0.12 13.34 0.05 0.000

31.19 1.89 132.20 1.23 162.89 33 1958 0.69 0.249 0.14 13.34 0.06 0.001

31.25 1.86 131.17 1.21 158.97 31 1867 0.69 0.293 0.17 13.34 0.08 0.001

31.30 1.84 130.10 1.19 155.07 30 1787 0.69 0.342 0.21 13.34 0.09 0.001

31.40 1.84 128.85 1.19 153.59 30 1774 0.69 0.354 0.22 13.34 0.10 0.001

31.45 1.85 128.77 1.20 154.88 31 1808 0.69 0.331 0.20 13.34 0.09 0.000

31.50 1.87 128.53 1.21 155.82 31 1839 0.69 0.312 0.19 13.34 0.08 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 36 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

31.56 1.88 128.09 1.22 156.80 31 1879 0.69 0.291 0.17 13.34 0.08 0.001

31.64 1.90 129.02 1.24 159.35 32 1939 0.69 0.262 0.15 13.34 0.07 0.001

31.73 1.91 131.14 1.24 162.97 33 2008 0.69 0.235 0.13 13.34 0.06 0.001

31.79 1.92 133.79 1.25 166.99 34 2075 0.69 0.213 0.11 13.34 0.05 0.000

31.84 1.93 134.70 1.26 169.18 34 2129 0.69 0.198 0.10 13.34 0.05 0.000

31.91 1.94 135.29 1.26 171.13 35 2183 0.69 0.184 0.09 13.34 0.04 0.000

31.98 1.95 135.82 1.27 172.95 35 2235 0.69 0.173 0.09 13.34 0.04 0.000

32.02 1.96 137.13 1.28 175.26 36 2281 0.69 0.163 0.08 13.34 0.04 0.000

32.12 1.96 138.55 1.28 177.29 36 2316 0.69 0.157 0.08 13.34 0.03 0.000

32.18 1.96 140.02 1.28 179.09 37 2341 0.69 0.153 0.07 13.34 0.03 0.000

32.22 1.96 140.87 1.28 179.94 37 2349 0.69 0.152 0.07 13.34 0.03 0.000

32.33 1.96 140.43 1.28 179.33 37 2345 0.70 0.154 0.07 13.34 0.03 0.000

32.38 1.96 139.57 1.28 178.13 37 2329 0.70 0.157 0.08 13.34 0.03 0.000

32.42 1.96 135.74 1.28 173.21 35 2266 0.70 0.169 0.09 13.34 0.04 0.000

32.57 1.96 131.46 1.28 167.84 34 2204 0.70 0.185 0.10 13.34 0.04 0.001

32.59 1.96 127.32 1.28 162.51 33 2134 0.69 0.203 0.11 13.34 0.05 0.000

32.62 1.96 124.69 1.28 159.24 33 2094 0.69 0.215 0.12 13.34 0.05 0.000

32.69 1.96 121.55 1.28 155.06 32 2038 0.69 0.235 0.13 13.34 0.06 0.000

32.77 1.96 117.21 1.28 149.70 31 1974 0.69 0.262 0.16 13.34 0.07 0.001

32.82 1.97 111.99 1.29 143.91 30 1919 0.69 0.288 0.18 13.34 0.08 0.000

32.88 2.00 105.46 1.31 137.68 29 1881 0.69 0.310 0.20 13.34 0.08 0.001

32.97 2.04 97.74 1.34 130.95 28 1845 0.69 0.333 0.23 13.34 0.09 0.001

33.01 2.10 89.04 1.42 126.78 27 1858 0.69 0.325 0.22 13.34 0.09 0.000

33.09 2.18 81.05 1.57 127.20 28 1899 0.69 0.303 0.20 13.34 0.08 0.001

33.16 2.25 76.05 1.75 132.71 31 1966 0.69 0.270 0.16 13.34 0.07 0.001

33.21 2.28 73.82 1.86 137.10 32 2008 0.69 0.252 0.14 13.34 0.06 0.000

33.29 2.31 71.96 1.95 140.09 33 2032 0.69 0.244 0.13 13.34 0.06 0.001

33.35 2.34 68.18 2.10 143.10 34 2036 0.69 0.243 0.13 13.34 0.05 0.000

33.40 2.36 66.03 2.18 144.03 35 2028 0.69 0.247 0.13 13.34 0.05 0.000

33.48 2.32 70.32 2.00 140.33 33 2032 0.69 0.246 0.13 13.34 0.05 0.001

33.55 2.21 83.29 1.63 136.02 31 2048 0.69 0.241 0.14 13.34 0.06 0.000

33.60 2.08 99.88 1.39 139.08 30 2041 0.69 0.244 0.15 13.34 0.06 0.000

33.70 1.97 114.83 1.29 147.72 30 2006 0.69 0.259 0.16 13.34 0.06 0.001

33.74 1.89 125.73 1.23 154.57 31 1941 0.69 0.289 0.17 13.34 0.07 0.000

33.80 1.83 133.40 1.18 157.79 31 1889 0.69 0.318 0.19 13.34 0.08 0.001

33.89 1.79 137.69 1.15 157.87 30 1855 0.69 0.341 0.21 13.34 0.08 0.001

33.94 1.78 139.49 1.13 157.83 30 1847 0.69 0.347 0.21 13.34 0.08 0.001

34.00 1.78 139.60 1.13 158.38 30 1857 0.69 0.341 0.21 13.34 0.08 0.001

34.08 1.79 139.60 1.14 159.37 31 1875 0.69 0.331 0.20 13.34 0.08 0.001

34.13 1.80 140.47 1.15 161.19 31 1902 0.69 0.315 0.19 13.34 0.07 0.000

34.20 1.79 142.80 1.14 163.49 32 1930 0.69 0.301 0.17 13.34 0.07 0.001

34.28 1.79 145.87 1.14 165.73 32 1953 0.69 0.290 0.17 13.34 0.07 0.001

34.33 1.78 149.49 1.12 167.88 32 1973 0.69 0.280 0.16 13.34 0.06 0.000

34.38 1.77 152.43 1.11 169.95 32 1997 0.69 0.270 0.15 13.34 0.06 0.000

34.48 1.77 154.25 1.11 171.64 33 2019 0.69 0.262 0.14 13.34 0.06 0.001

34.53 1.77 154.99 1.12 172.90 33 2036 0.69 0.255 0.14 13.34 0.05 0.000

34.59 1.78 154.91 1.12 173.96 33 2053 0.69 0.249 0.13 13.34 0.05 0.000

34.66 1.78 154.48 1.13 174.36 33 2063 0.69 0.246 0.13 13.34 0.05 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 37 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

34.72 1.78 153.58 1.12 172.53 33 2041 0.69 0.255 0.14 13.34 0.05 0.000

34.78 1.77 151.68 1.12 169.69 32 2008 0.69 0.270 0.15 13.34 0.06 0.000

34.85 1.77 148.63 1.12 166.50 32 1973 0.69 0.287 0.16 13.34 0.06 0.001

34.92 1.79 144.29 1.14 164.37 32 1959 0.69 0.294 0.17 13.34 0.07 0.001

35.01 1.83 132.82 1.19 157.44 31 1927 0.69 0.312 0.19 13.34 0.07 0.001

35.04 1.85 128.01 1.20 153.58 30 1905 0.69 0.325 0.20 13.34 0.08 0.000

35.12 1.86 125.14 1.21 151.04 30 1890 0.69 0.335 0.21 13.34 0.08 0.001

35.18 1.83 130.32 1.19 154.46 30 1896 0.69 0.333 0.20 13.34 0.08 0.001

35.25 1.83 130.44 1.18 154.57 30 1899 0.69 0.332 0.20 13.34 0.08 0.001

35.31 1.83 131.03 1.19 155.31 30 1911 0.69 0.325 0.20 13.34 0.08 0.001

35.38 1.83 132.72 1.18 156.94 31 1929 0.69 0.316 0.19 13.34 0.07 0.001

35.45 1.82 135.26 1.18 159.13 31 1949 0.69 0.305 0.18 13.34 0.07 0.001

35.51 1.82 137.84 1.17 161.24 31 1968 0.69 0.296 0.17 13.34 0.07 0.000

35.57 1.81 139.82 1.16 162.89 32 1984 0.69 0.289 0.17 13.34 0.06 0.000

35.65 1.81 140.84 1.16 163.97 32 1999 0.69 0.282 0.16 13.34 0.06 0.001

35.70 1.81 141.05 1.17 164.57 32 2012 0.69 0.277 0.16 13.34 0.06 0.000

35.76 1.82 140.44 1.17 164.40 32 2016 0.69 0.276 0.16 13.34 0.06 0.000

35.84 1.82 139.46 1.17 163.81 32 2017 0.69 0.277 0.16 13.34 0.06 0.001

35.89 1.83 138.52 1.18 163.39 32 2020 0.69 0.275 0.16 13.34 0.06 0.000

35.99 1.83 137.49 1.19 163.11 32 2030 0.69 0.272 0.16 13.34 0.06 0.001

36.05 1.84 136.69 1.19 163.22 32 2048 0.69 0.265 0.15 13.34 0.06 0.000

36.10 1.85 136.00 1.20 163.42 32 2067 0.69 0.258 0.15 13.34 0.05 0.000

36.18 1.86 135.63 1.21 163.76 32 2087 0.69 0.251 0.14 13.34 0.05 0.000

36.24 1.86 135.68 1.21 164.27 32 2103 0.69 0.245 0.14 13.34 0.05 0.000

36.30 1.87 135.82 1.21 164.79 33 2118 0.69 0.240 0.13 13.34 0.05 0.000

36.38 1.87 135.90 1.22 165.30 33 2135 0.69 0.235 0.13 13.34 0.05 0.000

36.43 1.87 135.85 1.22 165.69 33 2151 0.69 0.230 0.13 13.34 0.05 0.000

36.48 1.88 136.07 1.22 166.20 33 2164 0.69 0.226 0.12 13.34 0.04 0.000

36.59 1.88 136.44 1.22 166.68 33 2175 0.69 0.224 0.12 13.34 0.04 0.001

36.62 1.87 138.07 1.22 168.19 33 2186 0.69 0.220 0.12 13.34 0.04 0.000

36.72 1.87 139.93 1.21 169.76 34 2197 0.69 0.218 0.12 13.34 0.04 0.000

36.78 1.86 141.84 1.21 171.32 34 2206 0.69 0.216 0.11 13.34 0.04 0.000

36.82 1.85 143.61 1.20 172.68 34 2212 0.69 0.214 0.11 13.34 0.04 0.000

36.93 1.85 144.81 1.20 173.52 34 2217 0.69 0.213 0.11 13.34 0.04 0.001

36.94 1.82 146.97 1.18 172.89 34 2169 0.69 0.228 0.12 13.34 0.04 0.000

37.02 1.72 150.47 1.04 156.19 29 1919 0.69 0.341 0.21 13.34 0.08 0.001

37.12 1.60 153.31 1.00 153.31 28 1641 0.69 0.620 0.42 13.34 0.15 0.002

37.15 1.48 153.04 1.00 153.04 27 1414 0.69 1.208 0.86 13.34 0.30 0.001

37.21 1.51 153.29 1.00 153.29 27 1468 0.69 1.016 0.71 13.34 0.25 0.002

37.32 1.54 152.61 1.00 152.61 27 1526 0.69 0.854 0.59 13.34 0.21 0.003

37.36 1.58 152.75 1.00 152.75 27 1594 0.69 0.706 0.49 13.34 0.17 0.001

37.41 1.62 152.13 1.00 152.13 28 1672 0.69 0.580 0.39 13.34 0.14 0.001

37.47 1.67 151.58 1.00 151.58 28 1785 0.69 0.449 0.30 13.34 0.10 0.001

37.55 1.71 149.93 1.01 151.60 28 1889 0.69 0.366 0.24 13.34 0.08 0.001

37.60 1.74 149.18 1.07 159.28 30 1964 0.69 0.320 0.20 13.34 0.07 0.000

37.69 1.75 148.22 1.09 161.73 31 1995 0.69 0.304 0.18 13.34 0.06 0.001

37.73 1.76 146.97 1.11 162.45 31 2008 0.69 0.298 0.18 13.34 0.06 0.000

37.80 1.77 145.19 1.11 161.80 31 2004 0.69 0.301 0.18 13.34 0.06 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 38 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

37.89 1.77 143.41 1.12 160.81 31 1997 0.69 0.305 0.18 13.34 0.06 0.001

37.94 1.78 141.59 1.13 159.78 31 1989 0.69 0.309 0.19 13.34 0.06 0.000

38.00 1.79 139.65 1.14 158.72 31 1982 0.69 0.314 0.19 13.34 0.06 0.000

38.08 1.79 137.67 1.14 157.38 30 1973 0.69 0.320 0.19 13.34 0.07 0.001

38.15 1.80 135.82 1.15 155.85 30 1959 0.69 0.328 0.20 13.34 0.07 0.001

38.20 1.80 133.60 1.15 153.67 30 1935 0.69 0.342 0.21 13.34 0.07 0.000

38.29 1.80 130.91 1.15 150.88 29 1905 0.69 0.363 0.23 13.34 0.08 0.001

38.34 1.80 127.65 1.15 147.42 29 1865 0.69 0.392 0.26 13.34 0.09 0.001

38.40 1.80 125.11 1.15 144.17 28 1823 0.69 0.427 0.29 13.34 0.09 0.001

38.48 1.80 122.88 1.15 141.28 27 1786 0.69 0.461 0.32 13.34 0.10 0.001

38.52 1.79 121.14 1.14 138.60 27 1749 0.69 0.501 0.35 13.34 0.12 0.001

38.63 1.79 119.52 1.14 136.67 26 1727 0.69 0.527 0.38 13.34 0.12 0.002

38.68 1.79 118.02 1.15 135.17 26 1711 0.69 0.549 0.40 13.34 0.13 0.001

38.73 1.80 116.82 1.15 134.52 26 1708 0.69 0.552 0.40 13.34 0.13 0.001

38.78 1.80 115.62 1.15 133.34 26 1696 0.68 0.569 0.42 13.34 0.14 0.001

38.85 1.79 114.81 1.14 131.42 25 1667 0.68 0.612 0.46 13.34 0.15 0.001

38.92 1.78 114.24 1.13 129.40 25 1636 0.68 0.662 0.51 13.34 0.16 0.001

38.98 1.77 114.02 1.12 127.89 24 1614 0.68 0.703 0.55 13.34 0.18 0.001

39.07 1.77 113.86 1.12 127.47 24 1610 0.68 0.712 0.56 13.34 0.18 0.002

39.12 1.77 114.08 1.12 127.23 24 1606 0.68 0.719 0.57 13.34 0.18 0.001

39.19 1.77 114.20 1.11 127.08 24 1605 0.68 0.722 0.57 13.34 0.18 0.002

39.24 1.77 114.37 1.11 127.14 24 1607 0.68 0.720 0.57 13.34 0.18 0.001

39.34 1.77 114.15 1.12 127.28 24 1612 0.68 0.712 0.56 13.34 0.18 0.002

39.40 1.77 113.97 1.12 127.53 24 1617 0.68 0.703 0.55 13.34 0.17 0.001

39.44 1.78 113.59 1.12 127.63 24 1621 0.68 0.696 0.55 13.34 0.17 0.001

39.52 1.78 113.16 1.13 127.57 24 1624 0.68 0.693 0.54 13.34 0.17 0.002

39.58 1.78 112.66 1.13 127.44 24 1625 0.68 0.691 0.54 13.34 0.17 0.001

39.64 1.79 112.11 1.14 127.27 24 1626 0.68 0.690 0.54 13.34 0.17 0.001

39.73 1.79 111.63 1.14 127.11 24 1628 0.68 0.688 0.54 13.34 0.17 0.002

39.78 1.79 111.29 1.14 126.85 24 1627 0.68 0.692 0.54 13.34 0.17 0.001

39.84 1.79 111.00 1.14 126.24 24 1619 0.68 0.707 0.56 13.34 0.17 0.001

39.93 1.78 110.54 1.13 125.44 24 1609 0.68 0.727 0.58 13.34 0.18 0.002

39.97 1.78 109.94 1.13 124.64 24 1599 0.68 0.747 0.60 13.34 0.18 0.001

40.03 1.79 108.91 1.14 123.89 24 1593 0.68 0.760 0.62 13.34 0.19 0.001

40.11 1.79 107.38 1.14 122.94 24 1587 0.68 0.774 0.63 13.34 0.19 0.002

40.18 1.80 105.72 1.15 121.97 24 1582 0.68 0.786 0.64 13.34 0.20 0.002

40.23 1.81 103.50 1.17 120.75 23 1579 0.68 0.794 0.66 13.34 0.20 0.001

40.31 1.83 101.02 1.18 119.19 23 1575 0.68 0.804 0.67 13.34 0.20 0.002

40.37 1.85 97.32 1.20 116.51 23 1564 0.68 0.829 0.70 13.34 0.21 0.001

40.42 1.87 92.30 1.22 112.56 22 1552 0.68 0.859 0.75 13.34 0.22 0.002

40.51 1.93 84.34 1.26 106.18 22 1553 0.68 0.858 0.78 13.34 0.23 0.002

40.63 1.99 77.77 1.30 101.10 21 1566 0.68 0.828 0.78 13.34 0.23 0.003

40.66 2.04 74.02 1.34 99.22 21 1599 0.68 0.758 0.72 13.34 0.21 0.001

40.72 2.06 72.84 1.37 99.45 21 1631 0.68 0.698 0.65 13.34 0.19 0.001

40.76 2.08 72.93 1.39 101.01 22 1675 0.68 0.626 0.57 13.34 0.17 0.001

40.83 2.08 74.30 1.39 103.56 22 1726 0.68 0.555 0.49 13.34 0.14 0.001

40.91 2.07 78.02 1.38 107.54 23 1781 0.68 0.492 0.42 13.34 0.12 0.001

40.96 2.04 83.48 1.35 112.46 24 1829 0.68 0.446 0.36 13.34 0.10 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 39 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

41.05 2.01 88.72 1.32 116.90 24 1858 0.68 0.422 0.33 13.34 0.10 0.001

41.08 1.98 93.99 1.29 121.36 25 1873 0.68 0.409 0.31 13.34 0.09 0.000

41.15 1.95 98.47 1.27 124.94 25 1872 0.68 0.411 0.31 13.34 0.09 0.001

41.22 1.92 102.72 1.25 128.14 26 1861 0.68 0.421 0.31 13.34 0.09 0.001

41.31 1.89 106.16 1.23 130.46 26 1845 0.68 0.435 0.32 13.34 0.09 0.001

41.35 1.86 110.04 1.21 133.05 26 1835 0.68 0.444 0.32 13.34 0.09 0.000

41.41 1.83 114.59 1.19 135.92 27 1833 0.68 0.446 0.32 13.34 0.09 0.001

41.50 1.80 120.68 1.15 139.11 27 1836 0.67 0.444 0.31 13.34 0.09 0.001

41.55 1.77 127.89 1.11 142.14 27 1853 0.67 0.430 0.30 13.34 0.08 0.000

41.65 1.74 133.92 1.07 143.84 27 1873 0.67 0.414 0.29 13.34 0.08 0.001

41.67 1.73 139.57 1.04 145.34 27 1900 0.67 0.393 0.27 13.34 0.08 0.000

41.74 1.72 142.76 1.04 148.22 28 1941 0.67 0.366 0.25 13.34 0.07 0.001

41.89 1.73 144.52 1.05 151.63 29 1986 0.67 0.339 0.22 13.34 0.06 0.001

41.94 1.74 144.52 1.07 154.39 29 2019 0.67 0.321 0.20 13.34 0.06 0.000

41.95 1.75 142.67 1.09 154.84 29 2024 0.67 0.318 0.20 13.34 0.05 0.000

42.00 1.76 139.90 1.10 154.15 29 2019 0.67 0.321 0.20 13.34 0.06 0.000

42.08 1.77 136.05 1.12 152.62 29 2008 0.67 0.327 0.21 13.34 0.06 0.001

42.13 1.79 132.11 1.14 150.38 29 1990 0.67 0.338 0.22 13.34 0.06 0.000

42.20 1.80 128.39 1.15 147.73 29 1967 0.67 0.352 0.23 13.34 0.06 0.000

42.28 1.80 125.86 1.16 145.53 28 1945 0.67 0.366 0.24 13.34 0.07 0.001

42.33 1.80 124.58 1.15 143.63 28 1917 0.67 0.385 0.26 13.34 0.07 0.000

42.43 1.79 124.07 1.15 142.07 27 1892 0.67 0.404 0.28 13.34 0.07 0.001

42.47 1.79 122.77 1.14 139.83 27 1859 0.67 0.431 0.30 13.34 0.08 0.000

42.53 1.79 119.23 1.15 136.66 26 1823 0.67 0.463 0.33 13.34 0.09 0.001

42.62 1.80 114.91 1.16 132.96 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.67 1.82 109.96 1.17 128.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.72 1.83 104.21 1.19 123.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.81 1.87 96.35 1.21 116.93 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.87 1.91 87.62 1.24 109.06 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.93 1.97 79.13 1.28 101.43 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.01 2.03 70.84 1.34 94.64 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.06 2.12 62.55 1.44 90.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.13 2.21 54.91 1.63 89.61 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.21 2.30 47.74 1.93 92.01 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.26 2.39 41.12 2.34 96.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.33 2.50 34.66 2.98 103.40 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.41 2.62 28.57 3.92 112.04 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.46 2.75 22.65 5.30 120.10 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.51 2.88 17.92 6.96 124.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.59 3.03 13.11 9.35 122.56 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.64 3.12 11.13 11.04 122.87 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.73 3.19 9.77 12.45 121.61 0 0 0.66 0.000 0.00 0.00 0.00 0.000

43.79 3.22 9.09 13.10 119.09 0 0 0.66 0.000 0.00 0.00 0.00 0.000

43.84 3.20 9.10 12.68 115.37 0 0 0.66 0.000 0.00 0.00 0.00 0.000

43.94 3.18 9.14 12.32 112.61 0 0 0.66 0.000 0.00 0.00 0.00 0.000

43.97 3.17 9.28 12.12 112.44 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.03 3.16 9.78 11.90 116.45 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.12 3.11 11.15 10.89 121.40 0 0 0.66 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 40 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

44.18 2.80 21.01 5.86 123.06 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.24 2.41 44.07 2.44 107.47 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.31 2.10 79.89 1.43 113.85 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.37 1.91 118.16 1.25 147.20 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.43 1.82 146.14 1.18 171.79 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.51 1.78 164.25 1.13 185.80 36 2527 0.66 0.171 0.09 13.34 0.02 0.000

44.58 1.77 173.94 1.12 194.00 37 2629 0.66 0.155 0.07 13.34 0.02 0.000

44.62 1.76 181.07 1.11 200.38 38 2713 0.66 0.143 0.07 13.34 0.02 0.000

44.71 1.76 185.93 1.11 205.76 39 2789 0.66 0.134 0.06 13.34 0.01 0.000

44.82 1.77 188.80 1.11 210.11 40 2855 0.66 0.128 0.06 13.34 0.01 0.000

44.85 1.78 189.85 1.13 213.90 41 2918 0.66 0.122 0.05 13.34 0.01 0.000

44.91 1.79 190.24 1.14 216.82 42 2973 0.66 0.117 0.05 13.34 0.01 0.000

44.97 1.80 191.22 1.15 219.98 42 3033 0.66 0.112 0.05 13.34 0.01 0.000

45.05 1.80 193.08 1.15 222.85 43 3082 0.66 0.108 0.04 13.34 0.01 0.000

45.11 1.80 195.71 1.15 225.81 44 3125 0.66 0.105 0.04 13.34 0.01 0.000

45.15 1.80 200.18 1.15 229.95 44 3175 0.66 0.102 0.04 13.34 0.01 0.000

45.26 1.79 204.36 1.14 233.57 45 3221 0.66 0.099 0.04 13.34 0.01 0.000

45.31 1.79 207.86 1.14 236.69 46 3261 0.66 0.096 0.04 13.34 0.01 0.000

45.35 1.79 209.11 1.14 237.87 46 3278 0.66 0.095 0.04 13.34 0.01 0.000

45.43 1.79 208.90 1.14 237.91 46 3283 0.66 0.095 0.04 13.34 0.01 0.000

45.50 1.79 206.92 1.14 236.65 46 3275 0.66 0.096 0.04 13.34 0.01 0.000

45.56 1.80 203.12 1.15 233.78 45 3249 0.66 0.097 0.04 13.34 0.01 0.000

45.64 1.81 198.45 1.16 230.16 45 3218 0.66 0.100 0.04 13.34 0.01 0.000

45.69 1.81 194.12 1.17 226.70 44 3188 0.65 0.102 0.04 13.34 0.01 0.000

45.74 1.82 190.24 1.18 223.62 44 3164 0.65 0.103 0.04 13.34 0.01 0.000

45.84 1.83 187.59 1.18 221.41 43 3148 0.65 0.104 0.04 13.34 0.01 0.000

45.87 1.83 186.01 1.18 219.98 43 3136 0.65 0.105 0.04 13.34 0.01 0.000

45.94 1.83 184.66 1.19 218.87 43 3130 0.65 0.106 0.04 13.34 0.01 0.000

46.00 1.84 181.99 1.19 216.88 43 3123 0.65 0.106 0.04 13.34 0.01 0.000

46.08 1.85 177.96 1.20 213.87 42 3115 0.65 0.107 0.04 13.34 0.01 0.000

46.14 1.86 173.56 1.21 210.39 42 3105 0.65 0.108 0.04 13.34 0.01 0.000

46.20 1.87 170.48 1.22 207.80 41 3096 0.65 0.109 0.05 13.34 0.01 0.000

46.26 1.88 169.74 1.22 207.22 41 3098 0.65 0.108 0.05 13.34 0.01 0.000

46.34 1.87 172.71 1.21 209.81 42 3115 0.65 0.107 0.04 13.34 0.01 0.000

46.39 1.85 177.90 1.20 214.16 42 3140 0.65 0.106 0.04 13.34 0.01 0.000

46.48 1.84 183.29 1.19 218.26 43 3160 0.65 0.104 0.04 13.34 0.01 0.000

46.52 1.82 188.20 1.18 221.84 43 3179 0.65 0.103 0.04 13.34 0.01 0.000

46.62 1.79 191.87 1.14 218.91 42 3070 0.65 0.111 0.05 13.34 0.01 0.000

46.67 1.72 196.08 1.04 203.63 38 2834 0.65 0.133 0.06 13.34 0.01 0.000

46.73 1.66 198.03 1.00 198.03 36 2589 0.65 0.165 0.08 13.34 0.02 0.000

46.78 1.64 196.89 1.00 196.89 36 2499 0.65 0.181 0.09 13.34 0.02 0.000

46.87 1.67 192.52 1.00 192.52 36 2554 0.65 0.171 0.09 13.34 0.02 0.000

46.92 1.69 188.96 1.00 188.96 35 2595 0.65 0.164 0.08 13.34 0.02 0.000

46.99 1.71 186.92 1.00 186.92 35 2632 0.65 0.159 0.08 13.34 0.02 0.000

47.07 1.72 184.94 1.04 191.95 36 2684 0.65 0.151 0.07 13.34 0.01 0.000

47.13 1.74 184.03 1.07 197.74 37 2758 0.65 0.142 0.07 13.34 0.01 0.000

47.22 1.76 183.04 1.10 201.72 38 2821 0.65 0.135 0.06 13.34 0.01 0.000

47.26 1.77 183.94 1.11 205.02 39 2875 0.65 0.129 0.06 13.34 0.01 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 41 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

47.32 1.78 184.18 1.12 206.77 40 2907 0.65 0.126 0.06 13.34 0.01 0.000

47.39 1.78 183.95 1.13 208.12 40 2937 0.65 0.123 0.05 13.34 0.01 0.000

47.46 1.79 183.18 1.14 208.96 40 2961 0.65 0.121 0.05 13.34 0.01 0.000

47.51 1.80 182.58 1.15 209.60 40 2982 0.65 0.119 0.05 13.34 0.01 0.000

47.61 1.80 181.62 1.16 209.88 41 3001 0.64 0.118 0.05 13.34 0.01 0.000

47.65 1.81 179.61 1.17 209.40 41 3015 0.64 0.117 0.05 13.34 0.01 0.000

47.70 1.82 176.50 1.18 207.93 41 3023 0.64 0.116 0.05 13.34 0.01 0.000

47.81 1.84 173.32 1.19 205.98 40 3026 0.64 0.116 0.05 13.34 0.01 0.000

47.85 1.84 171.20 1.19 204.44 40 3022 0.64 0.116 0.05 13.34 0.01 0.000

47.90 1.84 170.35 1.20 203.63 40 3016 0.64 0.117 0.05 13.34 0.01 0.000

47.97 1.84 170.05 1.19 203.12 40 3008 0.64 0.117 0.05 13.34 0.01 0.000

48.05 1.84 170.20 1.19 202.91 40 3001 0.64 0.118 0.05 13.34 0.01 0.000

48.10 1.84 170.27 1.19 202.88 40 3000 0.64 0.118 0.05 13.34 0.01 0.000

48.17 1.84 170.43 1.19 203.25 40 3012 0.64 0.117 0.05 13.34 0.01 0.000

48.25 1.84 170.88 1.19 204.18 40 3035 0.64 0.115 0.05 13.34 0.01 0.000

48.31 1.85 171.72 1.20 205.58 40 3066 0.64 0.113 0.05 13.34 0.01 0.000

48.38 1.85 173.18 1.20 207.38 41 3096 0.64 0.111 0.05 13.34 0.01 0.000

48.44 1.84 175.13 1.20 209.38 41 3122 0.64 0.109 0.05 13.34 0.01 0.000

48.50 1.84 177.39 1.19 211.55 41 3147 0.64 0.107 0.04 13.34 0.01 0.000

48.59 1.84 179.55 1.19 213.57 42 3171 0.64 0.106 0.04 13.34 0.01 0.000

48.63 1.84 180.75 1.19 215.14 42 3199 0.64 0.104 0.04 13.34 0.01 0.000

48.72 1.84 180.81 1.19 215.07 42 3199 0.64 0.104 0.04 13.34 0.01 0.000

48.78 1.84 179.70 1.19 214.29 42 3199 0.64 0.104 0.04 13.34 0.01 0.000

48.83 1.85 178.64 1.20 213.82 42 3209 0.64 0.103 0.04 13.34 0.01 0.000

48.90 1.85 177.43 1.20 213.40 42 3226 0.64 0.102 0.04 13.34 0.01 0.000

48.98 1.86 176.19 1.21 212.48 42 3228 0.64 0.102 0.04 13.34 0.01 0.000

49.02 1.86 171.61 1.21 208.05 41 3187 0.64 0.105 0.04 13.34 0.01 0.000

49.09 1.87 167.51 1.22 203.92 40 3147 0.64 0.108 0.05 13.34 0.01 0.000

49.15 1.88 163.99 1.22 200.21 40 3107 0.64 0.111 0.05 13.34 0.01 0.000

49.22 1.87 163.73 1.22 199.39 40 3084 0.64 0.112 0.05 13.34 0.01 0.000

49.30 1.87 162.72 1.22 198.18 39 3069 0.63 0.114 0.05 13.34 0.01 0.000

49.35 1.88 160.77 1.22 196.37 39 3058 0.63 0.115 0.05 13.34 0.01 0.000

49.42 1.88 158.20 1.23 194.07 39 3048 0.63 0.116 0.05 13.34 0.01 0.000

49.49 1.89 155.74 1.23 191.81 38 3038 0.63 0.116 0.05 13.34 0.01 0.000

49.54 1.90 153.65 1.24 189.83 38 3026 0.63 0.117 0.05 13.34 0.01 0.000

49.61 1.90 152.24 1.24 188.43 38 3017 0.63 0.118 0.06 13.34 0.01 0.000

49.68 2.04 95.90 1.35 129.06 27 3591 0.63 0.084 0.06 13.34 0.01 0.000

49.75 2.04 95.72 1.34 128.69 27 3584 0.63 0.084 0.06 13.34 0.01 0.000

49.82 2.04 95.77 1.34 128.50 27 3579 0.63 0.084 0.06 13.34 0.01 0.000

49.89 2.03 96.04 1.34 128.60 27 3582 0.63 0.084 0.06 13.34 0.01 0.000

49.94 2.03 96.65 1.34 129.23 27 3600 0.63 0.083 0.06 13.34 0.01 0.000

50.01 2.03 97.35 1.33 129.96 27 3622 0.63 0.082 0.06 13.34 0.01 0.000

50.08 2.03 98.12 1.33 130.69 27 3642 0.63 0.082 0.06 13.34 0.01 0.000

50.14 2.02 99.46 1.32 131.71 28 3658 0.63 0.081 0.05 13.34 0.01 0.000

50.21 2.01 101.23 1.32 133.18 28 3684 0.63 0.080 0.05 13.34 0.01 0.000

50.28 2.00 103.37 1.31 135.09 28 3719 0.63 0.079 0.05 13.34 0.01 0.000

50.33 1.99 105.28 1.30 136.90 28 3753 0.63 0.077 0.05 13.34 0.01 0.000

50.40 1.98 106.57 1.30 138.03 29 3773 0.63 0.077 0.05 13.34 0.01 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 42 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

50.48 1.98 106.89 1.29 138.14 29 3773 0.63 0.077 0.05 13.34 0.01 0.000

50.54 1.98 106.47 1.29 137.41 28 3752 0.63 0.078 0.05 13.34 0.01 0.000

50.62 1.98 105.49 1.29 136.19 28 3726 0.63 0.079 0.05 13.34 0.01 0.000

50.66 1.98 104.11 1.29 134.59 28 3691 0.63 0.080 0.05 13.34 0.01 0.000

50.72 1.98 102.50 1.30 132.75 27 3653 0.63 0.081 0.06 13.34 0.01 0.000

50.79 1.98 101.45 1.29 131.29 27 3615 0.63 0.083 0.06 13.34 0.01 0.000

50.86 1.97 101.65 1.29 130.86 27 3587 0.63 0.084 0.06 13.34 0.01 0.000

50.92 1.96 102.60 1.28 131.25 27 3573 0.63 0.085 0.06 13.34 0.01 0.000

50.98 1.95 103.58 1.27 131.82 27 3569 0.63 0.085 0.06 13.34 0.01 0.000

51.06 1.95 104.20 1.27 132.23 27 3572 0.62 0.085 0.06 13.34 0.01 0.000

51.15 1.95 104.59 1.27 132.48 27 3576 0.62 0.085 0.06 13.34 0.01 0.000

51.19 1.94 105.16 1.26 132.94 27 3581 0.62 0.085 0.06 13.34 0.01 0.000

51.25 1.94 105.62 1.26 133.39 27 3594 0.62 0.084 0.06 13.34 0.01 0.000

51.33 1.94 105.77 1.26 133.63 27 3607 0.62 0.084 0.06 13.34 0.01 0.000

51.40 1.94 105.63 1.26 133.54 27 3614 0.62 0.083 0.06 13.34 0.01 0.000

51.45 1.94 105.44 1.26 133.15 27 3601 0.62 0.084 0.06 13.34 0.01 0.000

51.52 1.94 104.91 1.26 132.23 27 3572 0.62 0.085 0.06 13.34 0.01 0.000

51.59 1.94 103.49 1.26 130.50 27 3533 0.62 0.087 0.06 13.34 0.01 0.000

51.65 1.95 100.37 1.27 127.26 26 3476 0.62 0.090 0.07 13.34 0.01 0.000

51.74 1.95 97.99 1.27 124.66 25 3427 0.62 0.092 0.07 13.34 0.01 0.000

51.78 1.95 96.92 1.27 123.23 25 3388 0.62 0.095 0.07 13.34 0.01 0.000

51.84 1.94 97.97 1.27 123.93 25 3387 0.62 0.095 0.07 13.34 0.01 0.000

51.92 1.94 98.82 1.26 124.66 25 3399 0.62 0.094 0.07 13.34 0.01 0.000

51.98 1.93 99.75 1.26 125.54 25 3416 0.62 0.093 0.07 13.34 0.01 0.000

52.09 1.93 100.17 1.26 125.91 26 3427 0.62 0.093 0.07 13.34 0.01 0.000

52.13 1.93 100.50 1.26 126.20 26 3434 0.62 0.092 0.07 13.34 0.01 0.000

52.18 1.93 100.50 1.26 126.23 26 3439 0.62 0.092 0.07 13.34 0.01 0.000

52.23 1.93 100.11 1.26 125.92 26 3441 0.62 0.092 0.07 13.34 0.01 0.000

52.32 1.93 99.54 1.26 125.40 25 3441 0.62 0.092 0.07 13.34 0.01 0.000

52.38 1.94 98.64 1.26 124.53 25 3431 0.62 0.093 0.07 13.34 0.01 0.000

52.48 1.94 97.86 1.26 123.69 25 3420 0.62 0.093 0.07 13.34 0.01 0.000

52.52 1.94 97.07 1.27 122.84 25 3405 0.62 0.094 0.07 13.34 0.01 0.000

52.57 1.94 96.43 1.27 122.10 25 3391 0.62 0.095 0.07 13.34 0.01 0.000

52.63 1.94 95.84 1.27 121.27 25 3369 0.62 0.096 0.07 13.34 0.01 0.000

52.71 1.94 95.40 1.26 120.56 25 3349 0.61 0.097 0.08 13.34 0.01 0.000

52.76 1.94 95.40 1.26 120.38 24 3340 0.61 0.098 0.08 13.34 0.01 0.000

52.83 1.94 95.92 1.26 120.97 25 3358 0.61 0.097 0.08 13.34 0.01 0.000

52.92 1.94 96.53 1.26 121.77 25 3388 0.61 0.095 0.07 13.34 0.01 0.000

52.96 1.94 97.75 1.26 123.20 25 3426 0.61 0.093 0.07 13.34 0.01 0.000

53.04 1.93 99.14 1.26 124.70 25 3464 0.61 0.091 0.07 13.34 0.01 0.000

53.11 1.93 100.78 1.25 126.43 26 3503 0.61 0.089 0.07 13.34 0.01 0.000

53.16 1.92 102.81 1.25 128.54 26 3548 0.61 0.087 0.06 13.34 0.01 0.000

53.22 1.92 104.53 1.25 130.75 26 3616 0.61 0.084 0.06 13.34 0.01 0.000

53.30 1.93 105.70 1.26 132.66 27 3692 0.61 0.081 0.06 13.34 0.01 0.000

53.35 1.95 104.91 1.27 133.03 27 3761 0.61 0.079 0.05 13.34 0.00 0.000

53.41 1.97 102.86 1.29 132.23 27 3810 0.61 0.077 0.05 13.34 0.00 0.000

53.48 2.00 100.23 1.31 131.01 27 3851 0.61 0.075 0.05 13.34 0.00 0.000

53.55 2.03 97.74 1.33 129.98 27 3885 0.61 0.074 0.05 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 43 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

53.64 2.04 96.10 1.35 129.51 27 3913 0.61 0.073 0.05 13.34 0.00 0.000

53.69 2.06 95.68 1.36 130.43 28 3971 0.61 0.072 0.05 13.34 0.00 0.000

53.83 2.06 96.04 1.37 131.64 28 4029 0.61 0.070 0.05 13.34 0.00 0.000

53.85 2.07 96.64 1.38 133.15 28 4086 0.61 0.068 0.04 13.34 0.00 0.000

53.90 2.07 96.78 1.38 133.93 29 4121 0.61 0.067 0.04 13.34 0.00 0.000

53.95 2.08 96.72 1.40 135.04 29 4173 0.61 0.066 0.04 13.34 0.00 0.000

54.04 2.10 95.92 1.42 136.14 29 4232 0.61 0.064 0.04 13.34 0.00 0.000

54.12 2.12 95.00 1.44 137.03 30 4279 0.61 0.063 0.04 13.34 0.00 0.000

54.14 2.13 93.90 1.47 137.75 30 4310 0.61 0.063 0.04 13.34 0.00 0.000

54.23 2.14 93.21 1.48 137.92 30 4326 0.61 0.062 0.04 13.34 0.00 0.000

54.27 2.14 92.82 1.49 138.21 30 4339 0.61 0.062 0.04 13.34 0.00 0.000

54.33 2.15 91.53 1.50 137.74 30 4329 0.61 0.062 0.04 13.34 0.00 0.000

54.41 2.15 90.98 1.51 137.44 30 4326 0.60 0.062 0.04 13.34 0.00 0.000

54.47 2.15 91.28 1.51 137.65 30 4338 0.60 0.062 0.04 13.34 0.00 0.000

54.54 2.15 93.04 1.49 139.05 31 4389 0.60 0.061 0.04 13.34 0.00 0.000

54.61 2.14 94.47 1.49 140.98 31 4456 0.60 0.060 0.04 13.34 0.00 0.000

54.67 2.15 95.45 1.50 142.88 32 4521 0.60 0.058 0.03 13.34 0.00 0.000

54.74 2.15 96.60 1.49 144.38 32 4575 0.60 0.057 0.03 13.34 0.00 0.000

54.79 2.14 98.07 1.48 145.57 32 4617 0.60 0.056 0.03 13.34 0.00 0.000

54.86 2.13 100.07 1.47 146.67 32 4655 0.60 0.056 0.03 13.34 0.00 0.000

54.93 2.12 102.36 1.44 147.84 32 4692 0.60 0.055 0.03 13.34 0.00 0.000

55.01 2.11 104.37 1.43 148.96 32 4726 0.60 0.054 0.03 13.34 0.00 0.000

55.05 2.10 106.09 1.42 150.71 33 4781 0.60 0.053 0.03 13.34 0.00 0.000

55.16 2.10 107.01 1.42 151.95 33 4830 0.60 0.053 0.03 13.34 0.00 0.000

55.20 2.10 107.65 1.42 153.02 33 4869 0.60 0.052 0.03 13.34 0.00 0.000

55.25 2.10 107.39 1.42 152.86 33 4871 0.60 0.052 0.03 13.34 0.00 0.000

55.38 2.11 106.78 1.43 152.37 33 4869 0.60 0.052 0.03 13.34 0.00 0.000

55.40 2.11 105.00 1.44 151.21 33 4842 0.60 0.053 0.03 13.34 0.00 0.000

55.45 2.12 102.88 1.46 149.72 33 4804 0.60 0.053 0.03 13.34 0.00 0.000

55.51 2.13 100.45 1.47 147.62 32 4747 0.60 0.054 0.03 13.34 0.00 0.000

55.59 2.13 99.20 1.46 145.32 32 4679 0.60 0.055 0.03 13.34 0.00 0.000

55.68 2.12 98.55 1.45 142.96 31 4606 0.60 0.057 0.03 13.34 0.00 0.000

55.74 2.11 98.59 1.43 141.21 31 4547 0.60 0.058 0.03 13.34 0.00 0.000

55.78 2.09 99.51 1.41 140.36 30 4509 0.60 0.059 0.04 13.34 0.00 0.000

55.85 2.08 101.14 1.39 140.36 30 4493 0.60 0.059 0.04 13.34 0.00 0.000

55.92 2.06 102.80 1.37 140.83 30 4490 0.60 0.059 0.04 13.34 0.00 0.000

55.99 2.05 104.03 1.36 141.50 30 4501 0.60 0.059 0.04 13.34 0.00 0.000

56.04 2.05 104.71 1.36 142.05 30 4517 0.60 0.059 0.04 13.34 0.00 0.000

56.10 2.05 105.24 1.35 142.51 30 4533 0.60 0.058 0.04 13.34 0.00 0.000

56.18 2.05 105.37 1.35 142.65 30 4543 0.59 0.058 0.04 13.34 0.00 0.000

56.24 2.05 104.88 1.36 142.20 30 4538 0.59 0.058 0.04 13.34 0.00 0.000

56.32 2.05 103.86 1.36 141.23 30 4521 0.59 0.059 0.04 13.34 0.00 0.000

56.38 2.06 102.50 1.36 139.84 30 4489 0.59 0.059 0.04 13.34 0.00 0.000

56.44 2.06 100.77 1.37 138.05 29 4445 0.59 0.060 0.04 13.34 0.00 0.000

56.52 2.07 98.80 1.38 136.13 29 4401 0.59 0.061 0.04 13.34 0.00 0.000

56.58 2.07 96.71 1.38 133.77 29 4336 0.59 0.063 0.04 13.34 0.00 0.000

56.64 2.07 95.13 1.38 131.48 28 4266 0.59 0.064 0.04 13.34 0.00 0.000

56.71 2.07 93.82 1.38 129.30 28 4196 0.59 0.066 0.04 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 44 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

56.77 2.07 93.27 1.38 128.28 27 4164 0.59 0.067 0.05 13.34 0.00 0.000

56.83 2.06 93.23 1.36 127.18 27 4118 0.59 0.068 0.05 13.34 0.00 0.000

56.92 2.04 93.75 1.35 126.31 27 4068 0.59 0.070 0.05 13.34 0.00 0.000

56.96 2.02 95.76 1.33 127.11 27 4054 0.59 0.070 0.05 13.34 0.00 0.000

57.03 2.01 98.96 1.31 129.98 27 4114 0.59 0.069 0.05 13.34 0.00 0.000

57.11 1.99 103.41 1.30 134.28 28 4207 0.59 0.066 0.04 13.34 0.00 0.000

57.19 1.98 106.44 1.29 137.11 28 4263 0.59 0.065 0.04 13.34 0.00 0.000

57.22 1.97 108.02 1.28 138.63 29 4293 0.59 0.064 0.04 13.34 0.00 0.000

57.30 1.97 107.89 1.29 138.68 29 4309 0.59 0.064 0.04 13.34 0.00 0.000

57.36 1.97 108.57 1.29 139.71 29 4352 0.59 0.063 0.04 13.34 0.00 0.000

57.44 1.97 109.82 1.29 141.33 29 4409 0.59 0.061 0.04 13.34 0.00 0.000

57.49 1.97 111.82 1.29 143.76 30 4485 0.59 0.060 0.04 13.34 0.00 0.000

57.55 1.97 113.35 1.29 145.92 30 4564 0.59 0.058 0.04 13.34 0.00 0.000

57.62 1.98 114.17 1.29 147.50 30 4640 0.59 0.057 0.03 13.34 0.00 0.000

57.70 1.99 114.64 1.30 148.70 31 4705 0.59 0.056 0.03 13.34 0.00 0.000

57.75 1.99 115.49 1.30 149.85 31 4748 0.59 0.055 0.03 13.34 0.00 0.000

57.81 1.99 116.46 1.30 150.92 31 4780 0.59 0.054 0.03 13.34 0.00 0.000

57.89 1.99 116.73 1.30 151.23 31 4795 0.59 0.054 0.03 13.34 0.00 0.000

57.95 1.99 115.82 1.30 150.41 31 4787 0.59 0.054 0.03 13.34 0.00 0.000

58.01 2.00 113.54 1.31 148.38 31 4759 0.58 0.055 0.03 13.34 0.00 0.000

58.09 2.01 110.65 1.32 145.89 31 4726 0.58 0.055 0.03 13.34 0.00 0.000

58.14 2.03 106.76 1.34 142.76 30 4680 0.58 0.056 0.03 13.34 0.00 0.000

58.22 2.05 103.80 1.35 140.44 30 4646 0.58 0.057 0.04 13.34 0.00 0.000

58.29 2.06 101.78 1.37 138.93 30 4624 0.58 0.057 0.04 13.34 0.00 0.000

58.35 2.06 101.25 1.37 138.59 30 4623 0.58 0.057 0.04 13.34 0.00 0.000

58.42 2.07 100.72 1.37 138.32 30 4628 0.58 0.057 0.04 13.34 0.00 0.000

58.47 2.07 100.18 1.38 138.03 30 4628 0.58 0.057 0.04 13.34 0.00 0.000

58.53 2.07 99.80 1.38 137.69 29 4625 0.58 0.057 0.04 13.34 0.00 0.000

58.62 2.07 99.59 1.38 137.40 29 4623 0.58 0.057 0.04 13.34 0.00 0.000

58.68 2.07 99.81 1.38 137.40 29 4623 0.58 0.057 0.04 13.34 0.00 0.000

58.73 2.06 101.67 1.36 138.46 29 4640 0.58 0.057 0.04 13.34 0.00 0.000

58.84 2.04 103.67 1.35 139.67 30 4661 0.58 0.057 0.04 13.34 0.00 0.000

58.87 2.03 106.35 1.33 141.50 30 4685 0.58 0.056 0.03 13.34 0.00 0.000

58.93 2.02 107.98 1.32 142.58 30 4696 0.58 0.056 0.03 13.34 0.00 0.000

59.02 2.01 109.12 1.31 143.24 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.06 2.01 108.07 1.31 142.08 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.15 2.03 104.11 1.33 138.73 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.22 2.06 98.60 1.37 134.66 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.26 2.11 90.70 1.43 130.06 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.34 2.18 80.44 1.57 126.04 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.41 2.25 70.64 1.76 124.61 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.46 2.35 59.61 2.12 126.64 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.55 2.45 49.80 2.68 133.52 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.61 2.58 40.38 3.60 145.52 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.65 2.63 37.81 4.00 151.41 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.71 2.56 42.30 3.46 146.25 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.80 2.46 50.59 2.73 138.21 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.86 2.38 59.46 2.29 135.95 0 0 0.58 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 45 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

59.94 2.35 64.50 2.13 137.67 0 0 0.57 0.000 0.00 0.00 0.00 0.000 Total estimated settlement: 0.78
Abbreviations
Qtn:

Kc:

Qtn,cs:

Gmax:

CSR:
γ:
evol(15):

Nc:
ev:

Settle.:

Equivalent clean sand normalized cone resistance
Fines correction factor
Post-liquefaction volumentric strain
Small strain shear modulus
Soil cyclic stress ratio
Cyclic shear strain
Volumetric strain after 15 cycles
Equivalent number of cycles
Volumetric strain
Calculated settlement
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 46 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq

L I Q U E F A C T I O N A N A L Y S I S R E P O R T
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-3

80.00 ft

80.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
0 100 200 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Cone resistance SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot CRR plot
Recompacted Soil

CRR & CSR
0 0.2 0.4 0.6
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
Qtn,cs
0 20 40 60 80 100 120 140 160 180 200 Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10 Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio Recompacted Soil
Rf (%)
0 2 4 6 8 10
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: 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.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq 47 This software is licensed to: Edward LaMont CPT name: CPT-3 Norm. cone resistance
Qtn
0 50 100 150 200 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d ) Norm. friction ratio
Fr (%)
0 2 4 6 8 10 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 Nom. pore pressure ratio SBTn Plot Recompacted Soil
Ic (Robertson 1990)
1 2 3 4 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 SBTn Plot Norm. Soil Behaviour Type
Recompacted Soil
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Depth (ft) 60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Norm. Soil Behaviour Type
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand Clay Clay & silty clay
Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt Clay Clay & silty clay Silty sand & sandy silt Sand & silty sand
Silty sand & sandy silt Clay Clay & silty clay
Sand & silty sand Clay & silty clay
Clay & silty clay Clay Clay & silty clay
Sand & silty sand
Silty sand & sandy silt Clay Clay & silty clay Silty sand & sandy silt Silty sand & sandy silt
Clay & silty clay
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 48 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty
clay 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to
clayey sand 9. Very stiff fine grained
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11

80.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Edward LaMont CPT name: CPT-3 CRR plot
Recompacted Soil

CRR & CSR
0 0.2 0.4 0.6 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s FS Plot
Recompacted Soil
Factor of safety
0 0.5 1 1.5 2 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot Liquefaction potential
Recompacted Soil
LPI
0 5 10 15 20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Liquefaction potential Vertical settlements
Recompacted Soil
Settlement (in)
0 0.1 0.2 0.3 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements Lateral displacements
Recompacted Soil
Displacement (in)
0 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 49 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq Input parameters and analysis data F.S. color scheme LPI color scheme Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 1.11

80.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

80.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

0.09 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.14 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.20 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.28 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.34 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.40 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.48 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.53 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.62 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.66 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.72 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.81 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.88 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

0.93 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.00 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.06 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.13 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.21 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.27 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.32 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.41 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.47 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.51 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.61 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.66 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.71 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.80 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.86 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.96 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

1.99 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.05 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.15 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.19 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.24 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.30 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.39 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.44 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.49 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.58 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.64 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.69 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.83 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.84 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.91 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

2.98 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.02 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.12 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.18 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 50 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

3.23 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.32 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.37 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.42 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.52 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.57 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.62 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.70 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.77 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.81 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.91 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

3.96 -1.00 -1.00 1.00 -1.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

4.01 2.38 53.37 2.27 121.06 29 608 0.67 0.303 0.19 13.34 0.17 0.001

4.09 2.21 81.53 1.65 134.16 30 752 0.67 0.122 0.07 13.34 0.07 0.001

4.16 2.13 83.24 1.47 122.73 27 696 0.67 0.176 0.12 13.34 0.11 0.001

4.21 2.14 85.61 1.49 127.78 28 724 0.67 0.152 0.10 13.34 0.09 0.001

4.29 2.18 84.59 1.57 133.20 30 752 0.67 0.136 0.08 13.34 0.07 0.001

4.36 2.21 84.99 1.65 139.95 32 785 0.67 0.119 0.07 13.34 0.06 0.001

4.41 2.24 86.49 1.71 148.22 34 823 0.67 0.102 0.05 13.34 0.05 0.000

4.48 2.24 90.61 1.73 156.74 36 868 0.67 0.087 0.04 13.34 0.04 0.000

4.54 2.25 95.95 1.75 167.52 39 926 0.67 0.072 0.03 13.34 0.03 0.000

4.68 2.24 101.08 1.73 174.64 40 968 0.67 0.066 0.03 13.34 0.03 0.000

4.74 2.21 108.85 1.65 179.41 41 1006 0.67 0.060 0.03 13.34 0.02 0.000

4.83 2.18 114.54 1.58 180.74 41 1021 0.67 0.060 0.03 13.34 0.02 0.000

4.87 2.15 120.69 1.51 182.26 40 1033 0.67 0.058 0.03 13.34 0.02 0.000

4.93 2.11 127.75 1.44 184.07 40 1041 0.67 0.058 0.03 13.34 0.02 0.000

5.03 2.07 135.31 1.38 187.06 40 1047 0.67 0.060 0.03 13.34 0.02 0.000

5.08 2.04 141.01 1.35 189.83 40 1048 0.67 0.060 0.03 13.34 0.02 0.000

5.13 2.02 142.97 1.33 189.74 40 1037 0.67 0.064 0.03 13.34 0.02 0.000

5.23 2.01 143.42 1.31 188.59 39 1023 0.67 0.069 0.03 13.34 0.03 0.000

5.25 2.00 142.56 1.31 186.17 39 1003 0.67 0.074 0.03 13.34 0.03 0.000

5.33 2.00 140.58 1.30 183.36 38 987 0.67 0.080 0.04 13.34 0.03 0.000

5.39 2.00 137.80 1.30 179.61 37 966 0.67 0.088 0.04 13.34 0.04 0.000

5.47 2.00 134.06 1.31 175.39 37 947 0.67 0.097 0.05 13.34 0.04 0.000

5.52 2.02 129.61 1.32 171.13 36 932 0.67 0.105 0.05 13.34 0.04 0.000

5.59 2.04 125.16 1.34 167.79 35 924 0.67 0.110 0.06 13.34 0.05 0.000

5.64 2.06 121.02 1.37 165.76 35 924 0.67 0.113 0.06 13.34 0.05 0.000

5.72 2.08 120.01 1.39 166.88 36 936 0.67 0.111 0.05 13.34 0.05 0.000

5.78 2.11 118.99 1.43 170.06 37 961 0.67 0.103 0.05 13.34 0.04 0.000

5.86 2.13 120.45 1.46 176.23 39 998 0.67 0.093 0.04 13.34 0.04 0.000

5.92 2.15 122.77 1.50 184.17 41 1044 0.67 0.082 0.03 13.34 0.03 0.000

5.98 2.15 129.08 1.51 194.27 43 1101 0.67 0.071 0.03 13.34 0.02 0.000

6.06 2.15 134.62 1.51 203.04 45 1151 0.67 0.064 0.02 13.34 0.02 0.000

6.10 2.16 139.46 1.53 213.46 47 1209 0.67 0.056 0.02 13.34 0.02 0.000

6.20 2.18 141.38 1.57 221.65 50 1253 0.67 0.052 0.02 13.34 0.01 0.000

6.24 2.20 142.43 1.62 230.30 52 1296 0.67 0.049 0.02 13.34 0.01 0.000

6.31 2.22 141.47 1.67 235.66 54 1318 0.66 0.047 0.01 13.34 0.01 0.000

6.37 2.24 139.85 1.72 240.18 55 1333 0.66 0.047 0.01 13.34 0.01 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 51 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

6.45 2.25 138.18 1.75 242.43 56 1338 0.66 0.048 0.01 13.34 0.01 0.000

6.50 2.26 135.85 1.78 242.39 56 1331 0.66 0.049 0.01 13.34 0.01 0.000

6.57 2.26 133.47 1.80 240.36 56 1316 0.66 0.051 0.01 13.34 0.01 0.000

6.63 2.27 130.58 1.82 237.43 55 1296 0.66 0.054 0.02 13.34 0.01 0.000

6.70 2.27 127.24 1.83 233.34 54 1271 0.66 0.058 0.02 13.34 0.01 0.000

6.79 2.28 123.75 1.85 229.03 53 1243 0.66 0.063 0.02 13.34 0.02 0.000

6.84 2.28 120.76 1.86 224.83 53 1218 0.66 0.068 0.02 13.34 0.02 0.000

6.89 2.28 118.49 1.86 220.39 51 1194 0.66 0.073 0.02 13.34 0.02 0.000

6.97 2.28 116.71 1.85 215.42 50 1170 0.66 0.079 0.03 13.34 0.02 0.000

7.04 2.28 114.94 1.84 211.03 49 1149 0.66 0.085 0.03 13.34 0.02 0.000

7.09 2.27 114.03 1.82 207.92 48 1134 0.66 0.090 0.03 13.34 0.03 0.000

7.18 2.27 113.52 1.82 206.25 48 1126 0.66 0.094 0.03 13.34 0.03 0.000

7.23 2.25 113.41 1.75 198.69 46 1097 0.66 0.104 0.04 13.34 0.03 0.000

7.30 2.21 114.21 1.63 185.97 42 1045 0.66 0.126 0.05 13.34 0.04 0.000

7.38 2.16 115.47 1.52 175.47 39 995 0.66 0.155 0.07 13.34 0.06 0.001

7.43 2.13 117.13 1.47 172.48 38 978 0.66 0.168 0.08 13.34 0.06 0.000

7.52 2.14 117.93 1.49 175.21 39 993 0.66 0.162 0.07 13.34 0.06 0.001

7.58 2.15 118.27 1.50 177.63 39 1007 0.66 0.156 0.07 13.34 0.06 0.000

7.63 2.17 116.39 1.54 178.81 40 1013 0.66 0.155 0.07 13.34 0.06 0.000

7.69 2.18 115.02 1.57 180.11 40 1018 0.66 0.155 0.07 13.34 0.06 0.000

7.75 2.19 113.95 1.60 181.83 41 1027 0.66 0.153 0.06 13.34 0.05 0.000

7.82 2.20 114.59 1.60 183.82 41 1042 0.66 0.147 0.06 13.34 0.05 0.000

7.89 2.20 115.07 1.61 185.69 42 1058 0.66 0.142 0.06 13.34 0.05 0.000

7.95 2.20 115.77 1.62 187.16 42 1070 0.66 0.138 0.06 13.34 0.05 0.000

8.01 2.20 116.78 1.61 187.98 42 1082 0.66 0.135 0.05 13.34 0.04 0.000

8.10 2.19 117.85 1.60 188.27 42 1094 0.66 0.133 0.05 13.34 0.04 0.000

8.15 2.19 119.51 1.58 188.61 42 1105 0.66 0.130 0.05 13.34 0.04 0.000

8.22 2.18 120.85 1.56 188.52 42 1115 0.66 0.128 0.05 13.34 0.04 0.000

8.29 2.17 122.22 1.54 188.61 42 1125 0.66 0.126 0.05 13.34 0.04 0.000

8.34 2.16 124.22 1.52 188.91 42 1136 0.66 0.124 0.05 13.34 0.04 0.000

8.41 2.14 127.27 1.49 189.68 42 1150 0.66 0.121 0.05 13.34 0.04 0.000

8.49 2.12 130.88 1.46 190.80 42 1168 0.66 0.117 0.05 13.34 0.04 0.000

8.54 2.11 134.92 1.43 192.79 42 1186 0.66 0.112 0.05 13.34 0.04 0.000

8.63 2.09 137.68 1.41 194.12 42 1202 0.66 0.110 0.05 13.34 0.04 0.000

8.68 2.08 140.76 1.39 195.89 42 1216 0.66 0.107 0.04 13.34 0.04 0.000

8.74 2.07 142.77 1.38 196.88 42 1227 0.66 0.106 0.04 13.34 0.03 0.000

8.79 2.06 144.98 1.37 197.95 42 1235 0.66 0.104 0.04 13.34 0.03 0.000

8.91 2.05 145.37 1.36 197.54 42 1242 0.66 0.105 0.04 13.34 0.03 0.000

8.94 2.05 146.31 1.35 197.74 42 1243 0.66 0.105 0.04 13.34 0.03 0.000

8.99 2.04 146.41 1.35 196.99 42 1241 0.66 0.107 0.04 13.34 0.04 0.000

9.08 2.03 146.38 1.34 195.73 41 1238 0.66 0.110 0.05 13.34 0.04 0.000

9.13 2.02 147.04 1.33 194.97 41 1232 0.66 0.113 0.05 13.34 0.04 0.000

9.21 2.01 147.52 1.32 194.42 41 1232 0.66 0.115 0.05 13.34 0.04 0.000

9.27 2.01 147.99 1.31 194.32 41 1233 0.66 0.116 0.05 13.34 0.04 0.000

9.32 2.01 147.77 1.31 194.06 41 1236 0.66 0.117 0.05 13.34 0.04 0.000

9.42 2.01 146.10 1.32 192.46 40 1236 0.66 0.119 0.05 13.34 0.04 0.000

9.47 2.02 143.81 1.32 190.39 40 1231 0.66 0.122 0.05 13.34 0.04 0.000

9.52 2.03 140.14 1.34 187.24 39 1220 0.66 0.127 0.06 13.34 0.04 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 52 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

9.58 2.05 136.11 1.35 183.74 39 1207 0.66 0.134 0.06 13.34 0.05 0.000

9.66 2.06 131.65 1.37 179.90 38 1193 0.66 0.142 0.06 13.34 0.05 0.001

9.71 2.07 127.65 1.38 175.98 38 1174 0.66 0.152 0.07 13.34 0.06 0.000

9.80 2.08 123.45 1.39 171.82 37 1155 0.66 0.164 0.08 13.34 0.06 0.001

9.86 2.08 120.64 1.40 168.46 36 1137 0.66 0.176 0.09 13.34 0.07 0.000

9.91 2.08 119.20 1.39 165.95 36 1124 0.66 0.186 0.09 13.34 0.07 0.000

10.01 2.08 118.41 1.39 164.02 35 1116 0.66 0.195 0.10 13.34 0.08 0.001

10.04 2.07 118.81 1.37 163.28 35 1112 0.66 0.200 0.10 13.34 0.08 0.000

10.11 2.06 119.93 1.36 163.22 35 1112 0.66 0.202 0.10 13.34 0.08 0.001

10.18 2.04 121.46 1.34 163.10 34 1111 0.66 0.206 0.11 13.34 0.08 0.001

10.25 2.02 122.33 1.32 161.66 34 1096 0.66 0.221 0.12 13.34 0.09 0.001

10.30 1.97 121.59 1.28 155.95 32 1036 0.66 0.282 0.16 13.34 0.13 0.001

10.38 1.93 119.35 1.26 150.18 30 982 0.66 0.364 0.22 13.34 0.17 0.002

10.45 1.92 115.12 1.25 144.26 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.54 1.97 109.73 1.29 141.12 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.59 2.02 103.84 1.33 137.70 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.64 2.09 95.44 1.40 133.66 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.73 2.15 87.48 1.51 132.14 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.77 2.23 78.82 1.71 134.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.84 2.31 70.85 1.96 139.17 0 0 0.66 0.000 0.00 0.00 0.00 0.000

10.94 2.40 61.06 2.39 145.92 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.03 2.48 53.22 2.84 151.06 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.14 2.52 49.06 3.11 152.41 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.16 2.54 47.32 3.25 153.63 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.22 2.56 45.79 3.40 155.48 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.29 2.60 42.31 3.71 157.03 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.43 2.63 38.87 4.02 156.33 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.48 2.67 35.54 4.40 156.34 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.49 2.70 33.28 4.74 157.72 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.55 2.74 31.07 5.13 159.29 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.62 2.78 28.40 5.58 158.54 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.70 2.81 26.23 5.92 155.30 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.77 2.83 24.51 6.21 152.20 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.83 2.82 24.70 6.05 149.53 0 0 0.66 0.000 0.00 0.00 0.00 0.000

11.90 2.75 27.39 5.30 145.10 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.00 2.68 31.04 4.49 139.34 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.02 2.59 36.28 3.63 131.52 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.11 2.52 40.65 3.09 125.49 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.16 2.45 45.18 2.68 121.23 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.21 2.43 47.95 2.52 120.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.31 2.42 49.20 2.47 121.74 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.37 2.42 49.27 2.51 123.53 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.40 2.46 47.68 2.69 128.19 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.56 2.49 45.63 2.91 132.72 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.57 2.52 43.93 3.14 137.94 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.61 2.55 42.44 3.33 141.21 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.70 2.58 40.55 3.58 145.00 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.76 2.61 38.72 3.85 149.22 0 0 0.66 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 53 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

12.80 2.63 37.67 4.04 152.36 0 0 0.66 0.000 0.00 0.00 0.00 0.000

12.99 2.65 36.66 4.20 153.94 0 0 0.66 0.000 0.00 0.00 0.00 0.000

13.05 2.66 36.12 4.29 155.07 0 0 0.66 0.000 0.00 0.00 0.00 0.000

13.10 2.66 34.68 4.31 149.44 0 0 0.66 0.000 0.00 0.00 0.00 0.000

13.22 2.64 33.18 4.15 137.63 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.24 2.59 31.91 3.70 118.18 32 662 0.65 7.512 4.29 13.34 3.16 0.010

13.29 2.55 31.85 3.33 105.93 28 627 0.65 11.507 7.71 13.34 3.87 0.023

13.34 2.52 32.43 3.14 101.77 27 621 0.65 12.528 8.93 13.34 3.87 0.022

13.39 2.52 34.44 3.15 108.58 28 663 0.65 7.713 5.08 13.34 3.73 0.022

13.48 2.52 37.42 3.10 115.83 30 717 0.65 4.493 2.75 13.34 2.01 0.022

13.54 2.52 40.19 3.10 124.63 32 773 0.65 2.751 1.54 13.34 1.13 0.008

13.63 2.52 41.92 3.12 130.73 34 813 0.65 2.046 1.08 13.34 0.79 0.009

13.68 2.53 42.41 3.22 136.41 36 838 0.65 1.721 0.86 13.34 0.63 0.003

13.72 2.54 42.74 3.26 139.19 37 852 0.65 1.575 0.76 13.34 0.56 0.003

13.82 2.55 42.48 3.31 140.48 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.87 2.53 43.09 3.22 138.71 0 0 0.65 0.000 0.00 0.00 0.00 0.000

13.92 2.50 45.03 2.99 134.57 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.01 2.46 47.99 2.71 129.83 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.06 2.41 51.66 2.41 124.70 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.11 2.37 55.45 2.21 122.52 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.19 2.34 58.68 2.09 122.70 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.26 2.34 60.83 2.07 126.09 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.31 2.36 59.89 2.19 131.15 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.41 2.40 57.64 2.38 137.42 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.46 2.45 54.98 2.65 145.69 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.51 2.49 53.11 2.90 154.15 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.60 2.52 51.20 3.15 161.47 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.65 2.55 49.53 3.34 165.32 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.70 2.55 48.80 3.34 162.88 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.78 2.53 48.43 3.22 155.98 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.86 2.50 49.07 3.00 147.21 0 0 0.65 0.000 0.00 0.00 0.00 0.000

14.90 2.45 51.99 2.66 138.44 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.00 2.40 56.19 2.35 132.04 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.04 2.33 62.04 2.06 127.93 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.10 2.30 66.65 1.92 127.91 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.19 2.27 70.83 1.82 129.23 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.24 2.26 73.69 1.78 131.07 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.30 2.25 74.61 1.76 131.65 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.40 2.25 74.55 1.76 131.57 30 1143 0.65 0.466 0.28 13.34 0.20 0.002

15.44 2.24 75.83 1.72 130.49 30 1144 0.65 0.467 0.29 13.34 0.20 0.001

15.53 2.22 77.71 1.66 128.89 29 1146 0.65 0.471 0.30 13.34 0.21 0.002

15.58 2.20 78.76 1.62 127.27 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.63 2.21 75.37 1.65 124.27 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.68 2.27 67.27 1.81 121.59 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.78 2.34 58.09 2.09 121.28 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.81 2.49 44.71 2.91 129.97 0 0 0.65 0.000 0.00 0.00 0.00 0.000

15.97 2.63 34.94 4.02 140.34 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.00 2.79 26.62 5.71 151.92 0 0 0.65 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 54 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

16.02 2.85 23.90 6.51 155.47 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.17 2.91 21.63 7.31 158.07 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.23 2.95 20.06 7.98 160.01 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.24 2.96 19.88 8.08 160.61 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.27 2.93 19.60 7.70 150.86 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.37 2.88 19.45 6.90 134.25 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.42 2.82 19.91 6.06 120.57 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.51 2.79 20.80 5.75 119.66 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.56 2.79 22.37 5.69 127.30 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.62 2.76 24.54 5.34 131.02 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.67 2.73 26.96 4.98 134.33 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.76 2.66 30.67 4.35 133.44 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.81 2.59 35.66 3.66 130.34 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.91 2.51 41.19 3.03 124.70 0 0 0.65 0.000 0.00 0.00 0.00 0.000

16.93 2.43 47.67 2.51 119.72 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.00 2.33 56.41 2.04 115.22 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.08 2.24 66.28 1.73 114.54 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.15 2.18 74.69 1.57 117.14 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.20 2.16 80.02 1.51 121.14 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.30 2.15 83.30 1.49 124.48 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.33 2.14 87.32 1.48 129.25 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.39 2.10 96.05 1.42 136.69 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.50 2.07 105.65 1.37 145.19 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.53 2.02 116.75 1.33 155.05 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.59 2.00 124.68 1.30 162.69 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.68 1.97 132.38 1.29 170.43 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.74 1.96 138.52 1.27 176.62 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.78 1.94 143.91 1.26 181.75 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.85 1.92 148.91 1.25 186.54 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.93 1.91 152.84 1.25 190.49 0 0 0.65 0.000 0.00 0.00 0.00 0.000

17.98 1.91 154.77 1.24 192.67 0 0 0.65 0.000 0.00 0.00 0.00 0.000

18.07 1.91 154.90 1.25 192.94 39 1713 0.65 0.144 0.06 13.34 0.04 0.000

18.13 1.92 154.14 1.25 192.39 39 1716 0.65 0.144 0.06 13.34 0.04 0.000

18.18 1.93 151.35 1.26 190.11 39 1715 0.65 0.145 0.07 13.34 0.04 0.000

18.28 1.94 147.80 1.27 187.10 38 1712 0.66 0.147 0.07 13.34 0.04 0.001

18.32 1.96 144.65 1.28 184.44 38 1707 0.66 0.149 0.07 13.34 0.05 0.000

18.38 1.97 141.98 1.28 182.16 37 1703 0.66 0.151 0.07 13.34 0.05 0.000

18.47 1.98 139.46 1.29 180.07 37 1703 0.66 0.152 0.07 13.34 0.05 0.001

18.53 1.99 137.50 1.30 178.71 37 1706 0.66 0.152 0.07 13.34 0.05 0.000

18.61 1.99 137.45 1.30 179.01 37 1718 0.66 0.151 0.07 13.34 0.05 0.000

18.67 1.99 139.22 1.30 180.97 38 1737 0.66 0.147 0.07 13.34 0.04 0.000

18.72 1.98 142.72 1.29 184.51 38 1762 0.66 0.141 0.06 13.34 0.04 0.000

18.77 1.97 147.47 1.29 189.53 39 1800 0.66 0.133 0.06 13.34 0.04 0.000

18.86 1.97 151.06 1.28 193.65 40 1839 0.66 0.126 0.06 13.34 0.04 0.000

18.91 1.97 153.65 1.28 197.25 41 1880 0.66 0.119 0.05 13.34 0.03 0.000

19.01 1.98 153.35 1.29 197.95 41 1906 0.66 0.116 0.05 13.34 0.03 0.000

19.06 1.99 151.78 1.30 197.50 41 1923 0.66 0.114 0.05 13.34 0.03 0.000

19.11 2.01 148.74 1.32 195.65 41 1929 0.66 0.113 0.05 13.34 0.03 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 55 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

19.20 2.03 145.40 1.33 193.46 41 1934 0.66 0.113 0.05 13.34 0.03 0.000

19.25 2.03 142.52 1.34 190.71 40 1918 0.66 0.117 0.05 13.34 0.03 0.000

19.31 2.02 139.96 1.33 185.58 39 1856 0.66 0.128 0.06 13.34 0.04 0.000

19.36 2.01 136.60 1.32 180.32 38 1799 0.66 0.141 0.07 13.34 0.04 0.000

19.45 2.01 133.24 1.32 175.64 37 1756 0.66 0.154 0.07 13.34 0.05 0.001

19.50 2.03 129.75 1.33 172.92 36 1748 0.66 0.156 0.08 13.34 0.05 0.000

19.56 2.04 126.58 1.34 169.75 36 1727 0.66 0.163 0.08 13.34 0.05 0.000

19.65 2.08 117.42 1.39 162.73 35 1692 0.66 0.176 0.09 13.34 0.06 0.001

19.70 2.09 113.94 1.40 159.76 34 1671 0.66 0.184 0.10 13.34 0.06 0.000

19.77 2.11 108.84 1.43 155.41 34 1638 0.66 0.198 0.11 13.34 0.07 0.001

19.93 2.09 109.41 1.41 153.97 0 0 0.66 0.000 0.00 0.00 0.00 0.000

19.98 2.11 104.79 1.43 150.08 0 0 0.66 0.000 0.00 0.00 0.00 0.000

20.03 2.12 100.68 1.46 146.71 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.12 2.14 95.84 1.49 142.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.17 2.16 91.31 1.52 138.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.22 2.18 86.15 1.56 134.55 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.32 2.20 81.17 1.61 131.03 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.34 2.23 75.81 1.69 128.22 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.41 2.26 70.76 1.79 126.98 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.50 2.30 65.83 1.92 126.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.56 2.33 62.52 2.04 127.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.61 2.35 60.99 2.11 128.93 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.70 2.37 59.59 2.22 132.33 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.76 2.40 57.92 2.39 138.28 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.80 2.45 55.59 2.63 146.06 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.87 2.50 51.79 3.00 155.13 0 0 0.67 0.000 0.00 0.00 0.00 0.000

20.95 2.56 46.63 3.46 161.31 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.00 2.64 39.87 4.15 165.27 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.09 2.72 33.58 4.91 165.01 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.15 2.76 29.94 5.40 161.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.20 2.63 35.92 3.99 143.14 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.30 2.42 48.34 2.50 120.97 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.34 2.24 63.94 1.71 109.56 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.39 2.13 75.68 1.46 110.74 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.49 2.08 81.08 1.39 113.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.54 2.09 80.00 1.40 112.23 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.59 2.19 69.70 1.58 110.33 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.69 2.33 56.89 2.05 116.91 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.74 2.51 44.06 3.04 133.89 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.79 2.66 34.23 4.27 146.15 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.88 2.78 26.93 5.57 150.15 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.94 2.86 22.10 6.70 148.02 0 0 0.67 0.000 0.00 0.00 0.00 0.000

21.98 2.95 18.26 8.01 146.31 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.08 3.03 16.01 9.26 148.32 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.13 3.08 14.82 10.14 150.20 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.18 2.93 19.26 7.63 147.05 0 0 0.67 0.000 0.00 0.00 0.00 0.000

22.28 2.78 24.91 5.61 139.84 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.31 2.60 34.28 3.78 129.72 0 0 0.68 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 56 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

22.38 2.50 42.19 2.95 124.29 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.46 2.41 49.83 2.44 121.59 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.51 2.36 55.40 2.17 120.35 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.58 2.31 59.66 1.97 117.56 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.65 2.26 63.47 1.79 113.40 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.72 2.22 66.18 1.66 109.89 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.80 2.19 67.75 1.59 107.78 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.86 2.18 68.69 1.56 107.06 0 0 0.68 0.000 0.00 0.00 0.00 0.000

22.91 2.17 69.21 1.54 106.86 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.01 2.16 70.17 1.52 106.91 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.06 2.15 71.55 1.50 107.37 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.11 2.14 72.61 1.49 108.04 0 0 0.68 0.000 0.00 0.00 0.00 0.000

23.16 2.15 71.98 1.51 108.64 24 1278 0.68 0.757 0.61 13.34 0.35 0.002

23.26 2.17 70.29 1.55 109.10 24 1287 0.68 0.740 0.58 13.34 0.34 0.004

23.30 2.21 67.11 1.63 109.50 25 1287 0.68 0.741 0.57 13.34 0.33 0.001

23.37 2.24 63.39 1.74 109.98 25 1282 0.68 0.763 0.58 13.34 0.33 0.003

23.45 2.29 58.78 1.90 111.59 26 1273 0.68 0.793 0.57 13.34 0.33 0.003

23.50 2.32 57.19 1.98 113.48 27 1279 0.68 0.780 0.55 13.34 0.31 0.002

23.64 2.30 55.23 1.92 105.88 25 1212 0.68 1.033 0.79 13.34 0.45 0.008

23.70 2.25 56.62 1.75 99.35 23 1166 0.68 1.267 1.08 13.34 0.61 0.004

23.78 2.21 57.72 1.64 94.59 21 1127 0.68 1.534 1.41 13.34 0.80 0.008

23.84 2.21 60.99 1.63 99.32 22 1186 0.68 1.175 1.02 13.34 0.58 0.004

23.90 2.23 60.74 1.69 102.92 24 1223 0.68 1.010 0.83 13.34 0.47 0.003

24.01 2.27 57.63 1.83 105.39 25 1235 0.68 0.974 0.76 13.34 0.43 0.006

24.02 2.27 59.43 1.81 107.73 25 1266 0.68 0.864 0.66 13.34 0.37 0.001

24.12 2.24 63.92 1.71 109.53 25 1307 0.68 0.748 0.57 13.34 0.32 0.004

24.17 2.19 70.92 1.60 113.37 25 1369 0.68 0.608 0.45 13.34 0.25 0.001

24.22 2.20 72.94 1.62 117.86 27 1424 0.68 0.515 0.37 13.34 0.20 0.001

24.32 2.21 74.09 1.65 122.26 28 1477 0.68 0.445 0.30 13.34 0.17 0.002

24.37 2.23 74.88 1.69 126.38 29 1524 0.68 0.394 0.25 13.34 0.14 0.001

24.42 2.22 76.75 1.67 128.36 29 1552 0.68 0.368 0.23 13.34 0.13 0.001

24.52 2.20 80.13 1.61 129.24 29 1575 0.68 0.351 0.22 13.34 0.12 0.001

24.57 2.15 86.50 1.51 130.33 29 1593 0.68 0.337 0.22 13.34 0.12 0.001

24.62 2.09 94.75 1.40 133.12 29 1607 0.68 0.328 0.21 13.34 0.12 0.001

24.71 2.02 104.68 1.33 138.73 29 1617 0.68 0.323 0.21 13.34 0.11 0.001

24.76 1.95 114.41 1.27 145.40 30 1608 0.68 0.331 0.21 13.34 0.11 0.001

24.83 1.89 123.11 1.23 151.08 30 1583 0.68 0.353 0.22 13.34 0.12 0.001

24.90 1.83 130.22 1.18 153.59 30 1544 0.68 0.391 0.24 13.34 0.13 0.001

24.96 1.78 134.65 1.13 151.95 29 1501 0.68 0.441 0.28 13.34 0.15 0.001

25.00 1.74 139.73 1.06 148.26 28 1468 0.68 0.485 0.32 13.34 0.18 0.001

25.11 1.71 142.99 1.00 143.42 27 1447 0.69 0.520 0.37 13.34 0.20 0.002

25.15 1.68 147.51 1.00 147.51 27 1440 0.69 0.532 0.37 13.34 0.20 0.001

25.20 1.67 149.84 1.00 149.84 28 1444 0.69 0.530 0.36 13.34 0.19 0.001

25.30 1.66 152.68 1.00 152.68 28 1454 0.69 0.517 0.34 13.34 0.19 0.002

25.34 1.66 155.02 1.00 155.02 29 1470 0.69 0.496 0.32 13.34 0.18 0.001

25.39 1.65 158.12 1.00 158.12 29 1495 0.69 0.464 0.30 13.34 0.16 0.001

25.48 1.66 161.03 1.00 161.03 30 1528 0.69 0.428 0.27 13.34 0.14 0.002

25.54 1.65 165.77 1.00 165.77 30 1568 0.69 0.388 0.23 13.34 0.13 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 57 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

25.60 1.65 170.88 1.00 170.88 31 1613 0.69 0.349 0.20 13.34 0.11 0.001

25.69 1.65 176.30 1.00 176.30 32 1660 0.69 0.316 0.18 13.34 0.10 0.001

25.74 1.65 180.04 1.00 180.04 33 1699 0.69 0.292 0.16 13.34 0.09 0.001

25.79 1.65 182.38 1.00 182.38 33 1731 0.69 0.274 0.15 13.34 0.08 0.000

25.88 1.66 183.70 1.00 183.70 34 1763 0.69 0.259 0.14 13.34 0.07 0.001

25.94 1.66 184.97 1.00 184.97 34 1789 0.69 0.247 0.13 13.34 0.07 0.000

25.98 1.66 186.87 1.00 186.87 34 1811 0.69 0.238 0.12 13.34 0.07 0.000

26.08 1.66 187.89 1.00 187.89 35 1824 0.69 0.234 0.12 13.34 0.06 0.001

26.14 1.66 188.77 1.00 188.77 35 1835 0.69 0.230 0.12 13.34 0.06 0.000

26.22 1.67 187.94 1.00 187.94 35 1841 0.69 0.229 0.12 13.34 0.06 0.001

26.28 1.67 187.14 1.00 187.14 35 1845 0.69 0.228 0.12 13.34 0.06 0.000

26.32 1.67 186.75 1.00 186.75 35 1843 0.69 0.230 0.12 13.34 0.06 0.000

26.52 1.67 185.87 1.00 185.87 34 1843 0.69 0.233 0.12 13.34 0.06 0.002

26.57 1.67 185.28 1.00 185.28 34 1837 0.69 0.236 0.12 13.34 0.06 0.000

26.62 1.68 183.28 1.00 183.28 34 1834 0.69 0.239 0.13 13.34 0.07 0.000

26.72 1.68 181.19 1.00 181.19 34 1825 0.69 0.244 0.13 13.34 0.07 0.001

26.77 1.68 179.54 1.00 179.54 33 1814 0.69 0.250 0.14 13.34 0.07 0.000

26.81 1.68 178.65 1.00 178.65 33 1801 0.69 0.257 0.14 13.34 0.07 0.000

26.87 1.68 177.73 1.00 177.73 33 1793 0.69 0.262 0.14 13.34 0.07 0.000

26.92 1.68 176.35 1.00 176.35 33 1786 0.69 0.266 0.15 13.34 0.08 0.001

26.99 1.69 173.91 1.00 173.91 32 1779 0.69 0.271 0.15 13.34 0.08 0.001

27.06 1.70 170.90 1.00 170.90 32 1770 0.69 0.278 0.16 13.34 0.08 0.001

27.11 1.70 167.30 1.00 167.30 31 1747 0.69 0.292 0.17 13.34 0.09 0.000

27.21 1.70 163.95 1.00 163.95 31 1724 0.69 0.308 0.18 13.34 0.09 0.001

27.24 1.71 160.60 1.00 161.03 30 1698 0.69 0.326 0.20 13.34 0.10 0.000

27.30 1.71 157.62 1.01 159.17 30 1676 0.69 0.344 0.21 13.34 0.11 0.001

27.39 1.71 155.05 1.01 156.81 29 1653 0.69 0.364 0.23 13.34 0.12 0.001

27.45 1.71 153.10 1.01 154.60 29 1633 0.69 0.384 0.25 13.34 0.12 0.001

27.50 1.71 151.53 1.01 153.54 29 1621 0.69 0.396 0.26 13.34 0.13 0.001

27.56 1.71 150.26 1.02 152.99 29 1615 0.69 0.404 0.26 13.34 0.13 0.001

27.63 1.72 148.95 1.03 152.90 29 1612 0.69 0.409 0.26 13.34 0.13 0.001

27.70 1.72 147.84 1.03 152.96 29 1611 0.69 0.412 0.27 13.34 0.13 0.001

27.76 1.73 147.06 1.04 153.06 29 1611 0.69 0.413 0.27 13.34 0.13 0.001

27.83 1.72 148.02 1.04 153.25 29 1618 0.69 0.409 0.26 13.34 0.13 0.001

27.90 1.72 150.55 1.03 154.80 29 1639 0.69 0.390 0.25 13.34 0.12 0.001

27.96 1.70 155.17 1.00 155.17 29 1647 0.69 0.385 0.25 13.34 0.12 0.001

28.04 1.67 159.62 1.00 159.62 29 1626 0.69 0.407 0.26 13.34 0.13 0.001

28.09 1.64 163.55 1.00 163.55 30 1602 0.69 0.432 0.27 13.34 0.13 0.001

28.16 1.64 165.22 1.00 165.22 30 1606 0.69 0.430 0.26 13.34 0.13 0.001

28.24 1.65 166.01 1.00 166.01 30 1639 0.69 0.399 0.24 13.34 0.12 0.001

28.28 1.66 165.29 1.00 165.29 30 1668 0.69 0.374 0.23 13.34 0.11 0.001

28.35 1.68 163.58 1.00 163.58 30 1699 0.69 0.351 0.21 13.34 0.11 0.001

28.43 1.70 162.28 1.00 162.28 30 1736 0.69 0.326 0.20 13.34 0.10 0.001

28.48 1.72 161.16 1.04 167.08 31 1785 0.69 0.296 0.17 13.34 0.08 0.000

28.58 1.74 160.05 1.07 171.74 33 1826 0.69 0.275 0.15 13.34 0.08 0.001

28.62 1.77 157.31 1.11 174.75 33 1858 0.69 0.260 0.14 13.34 0.07 0.000

28.68 1.79 153.11 1.14 174.61 34 1869 0.69 0.256 0.14 13.34 0.07 0.000

28.78 1.81 148.52 1.17 173.05 34 1874 0.69 0.255 0.14 13.34 0.07 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 58 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

28.82 1.83 144.47 1.18 170.94 33 1874 0.69 0.256 0.14 13.34 0.07 0.000

28.88 1.84 142.71 1.19 169.76 33 1871 0.69 0.258 0.14 13.34 0.07 0.000

28.94 1.84 142.80 1.19 169.68 33 1871 0.69 0.259 0.14 13.34 0.07 0.001

29.01 1.82 145.42 1.18 171.23 33 1876 0.69 0.257 0.14 13.34 0.07 0.001

29.08 1.81 149.17 1.16 173.49 34 1888 0.69 0.253 0.14 13.34 0.07 0.000

29.14 1.80 152.29 1.15 175.77 34 1908 0.69 0.246 0.13 13.34 0.06 0.000

29.22 1.80 153.58 1.16 177.42 34 1930 0.69 0.238 0.12 13.34 0.06 0.001

29.27 1.81 153.26 1.16 178.09 35 1945 0.69 0.232 0.12 13.34 0.06 0.000

29.33 1.81 151.98 1.17 177.49 34 1946 0.69 0.233 0.12 13.34 0.06 0.000

29.42 1.82 150.15 1.17 176.00 34 1938 0.69 0.237 0.12 13.34 0.06 0.001

29.47 1.82 147.59 1.18 173.56 34 1917 0.69 0.246 0.13 13.34 0.06 0.000

29.56 1.83 144.49 1.18 170.55 33 1893 0.69 0.258 0.14 13.34 0.07 0.001

29.61 1.83 141.63 1.18 167.37 33 1862 0.69 0.274 0.15 13.34 0.07 0.000

29.66 1.83 138.26 1.18 163.72 32 1826 0.69 0.294 0.17 13.34 0.08 0.000

29.75 1.83 134.18 1.19 159.36 31 1785 0.69 0.320 0.19 13.34 0.09 0.001

29.81 1.84 129.44 1.20 154.72 30 1746 0.69 0.348 0.21 13.34 0.10 0.001

29.86 1.85 125.91 1.20 151.03 30 1712 0.69 0.376 0.23 13.34 0.11 0.001

29.95 1.85 123.39 1.20 148.36 29 1690 0.69 0.397 0.25 13.34 0.12 0.001

30.00 1.85 122.74 1.20 146.99 29 1668 0.69 0.419 0.27 13.34 0.13 0.001

30.15 1.84 122.22 1.20 146.05 29 1658 0.69 0.432 0.28 13.34 0.13 0.002

30.16 1.84 122.69 1.19 146.01 29 1651 0.70 0.440 0.29 13.34 0.13 0.000

30.20 1.84 122.70 1.19 145.94 29 1651 0.70 0.441 0.29 13.34 0.13 0.001

30.26 1.84 122.39 1.19 145.57 29 1648 0.70 0.445 0.29 13.34 0.13 0.001

30.35 1.85 119.10 1.20 142.87 28 1635 0.70 0.462 0.31 13.34 0.14 0.002

30.45 1.87 114.50 1.21 138.91 27 1615 0.70 0.489 0.33 13.34 0.15 0.002

30.49 1.89 109.42 1.23 134.49 27 1595 0.70 0.515 0.36 13.34 0.17 0.001

30.52 1.92 104.46 1.25 130.32 26 1586 0.70 0.529 0.38 13.34 0.17 0.001

30.59 1.97 96.27 1.28 123.64 25 1583 0.70 0.535 0.40 13.34 0.18 0.002

30.69 2.04 86.26 1.35 116.21 25 1577 0.70 0.546 0.43 13.34 0.19 0.002

30.75 2.11 77.68 1.44 111.62 24 1572 0.70 0.556 0.44 13.34 0.20 0.001

30.79 2.17 71.09 1.54 109.73 24 1564 0.70 0.569 0.45 13.34 0.20 0.001

30.84 2.22 65.78 1.67 109.62 25 1559 0.70 0.578 0.44 13.34 0.20 0.001

30.92 2.27 60.49 1.83 110.80 26 1553 0.70 0.591 0.44 13.34 0.20 0.002

30.98 2.31 57.52 1.95 112.17 26 1550 0.70 0.597 0.43 13.34 0.19 0.001

31.08 2.32 56.16 2.01 112.65 27 1548 0.70 0.604 0.43 13.34 0.19 0.002

31.13 2.32 56.11 2.00 112.13 27 1545 0.70 0.612 0.43 13.34 0.19 0.001

31.18 2.32 56.10 1.98 111.35 26 1538 0.70 0.624 0.45 13.34 0.20 0.001

31.24 2.30 55.81 1.93 107.84 25 1503 0.70 0.694 0.52 13.34 0.23 0.002

31.32 2.27 55.26 1.82 100.71 23 1426 0.70 0.884 0.73 13.34 0.33 0.003

31.38 2.24 54.10 1.73 93.81 22 1343 0.70 1.185 1.08 13.34 0.48 0.003

31.47 2.23 53.00 1.70 90.19 0 0 0.70 0.000 0.00 0.00 0.00 0.000

31.52 2.25 52.13 1.75 91.19 0 0 0.70 0.000 0.00 0.00 0.00 0.000

31.58 2.26 51.97 1.79 93.17 0 0 0.70 0.000 0.00 0.00 0.00 0.000

31.64 2.29 51.18 1.90 97.47 0 0 0.70 0.000 0.00 0.00 0.00 0.000

31.75 2.32 50.53 2.01 101.58 0 0 0.70 0.000 0.00 0.00 0.00 0.000

31.76 2.37 48.50 2.24 108.50 0 0 0.70 0.000 0.00 0.00 0.00 0.000

31.85 2.41 46.56 2.44 113.39 0 0 0.70 0.000 0.00 0.00 0.00 0.000

31.89 2.48 42.55 2.82 119.88 0 0 0.70 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 59 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

31.96 2.53 38.42 3.22 123.80 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.03 2.62 33.09 3.91 129.31 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.09 2.71 28.18 4.81 135.50 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.16 2.78 25.12 5.58 140.22 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.24 2.80 24.21 5.88 142.43 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.29 2.79 24.90 5.73 142.75 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.35 2.79 24.77 5.77 142.93 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.43 2.82 23.58 6.08 143.28 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.49 2.89 20.63 7.03 144.98 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.58 2.90 19.89 7.26 144.44 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.63 2.98 17.00 8.37 142.32 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.68 2.91 19.85 7.31 145.14 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.76 2.88 21.35 6.87 146.73 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.82 2.79 25.54 5.75 146.97 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.88 2.75 28.77 5.20 149.65 0 0 0.70 0.000 0.00 0.00 0.00 0.000

32.95 2.73 30.42 5.08 154.59 0 0 0.70 0.000 0.00 0.00 0.00 0.000

33.02 2.75 30.72 5.22 160.30 0 0 0.70 0.000 0.00 0.00 0.00 0.000

33.07 2.75 30.83 5.31 163.61 0 0 0.70 0.000 0.00 0.00 0.00 0.000

33.14 2.72 32.60 4.91 160.21 0 0 0.70 0.000 0.00 0.00 0.00 0.000

33.27 2.67 35.17 4.37 153.76 0 0 0.70 0.000 0.00 0.00 0.00 0.000

33.30 2.61 38.14 3.85 146.70 0 0 0.70 0.000 0.00 0.00 0.00 0.000

33.37 2.59 39.74 3.63 144.28 39 1700 0.70 0.464 0.21 13.34 0.09 0.001

33.42 2.57 41.07 3.52 144.45 39 1724 0.70 0.440 0.20 13.34 0.08 0.001

33.51 2.58 41.54 3.55 147.33 39 1757 0.70 0.412 0.18 13.34 0.07 0.001

33.56 2.59 41.38 3.65 150.98 41 1784 0.70 0.389 0.17 13.34 0.07 0.000

33.60 2.62 39.35 3.92 154.33 0 0 0.70 0.000 0.00 0.00 0.00 0.000

33.71 2.67 35.86 4.38 156.91 0 0 0.69 0.000 0.00 0.00 0.00 0.000

33.76 2.70 32.73 4.72 154.61 0 0 0.69 0.000 0.00 0.00 0.00 0.000

33.87 2.71 31.19 4.78 149.20 0 0 0.69 0.000 0.00 0.00 0.00 0.000

33.91 2.69 31.16 4.57 142.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000

33.95 2.64 32.95 4.13 136.02 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.00 2.52 39.25 3.15 123.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.09 2.40 47.21 2.39 112.93 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.15 2.32 53.73 2.00 107.60 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.20 2.30 56.22 1.91 107.59 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.26 2.30 57.34 1.93 110.80 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.34 2.32 57.92 2.01 116.52 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.40 2.37 56.41 2.20 124.18 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.46 2.42 52.57 2.51 131.89 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.53 2.49 47.30 2.94 139.21 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.59 2.55 43.48 3.31 144.04 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.66 2.55 42.95 3.38 145.25 0 0 0.69 0.000 0.00 0.00 0.00 0.000

34.73 2.52 46.21 3.11 143.70 37 1848 0.69 0.359 0.17 13.34 0.07 0.001

34.79 2.47 51.07 2.80 142.85 36 1911 0.69 0.320 0.16 13.34 0.06 0.000

34.86 2.44 54.93 2.61 143.58 36 1970 0.69 0.290 0.14 13.34 0.06 0.000

34.94 2.43 56.42 2.56 144.48 36 2000 0.69 0.276 0.14 13.34 0.05 0.000

34.98 2.44 56.03 2.59 144.91 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.05 2.35 65.28 2.13 139.33 0 0 0.69 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 60 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

35.27 2.25 77.55 1.76 136.80 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.28 2.15 93.39 1.51 140.84 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.33 2.10 101.95 1.42 145.23 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.34 2.06 110.20 1.37 150.64 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.37 1.98 123.37 1.29 159.66 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.47 1.91 135.55 1.24 168.59 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.51 1.84 149.07 1.19 177.46 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.59 1.81 156.29 1.16 181.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000

35.66 1.79 162.90 1.14 186.52 36 2258 0.69 0.195 0.10 13.34 0.04 0.000

35.72 1.79 166.39 1.14 189.47 36 2291 0.69 0.188 0.09 13.34 0.03 0.000

35.76 1.80 165.56 1.15 190.48 37 2315 0.69 0.182 0.09 13.34 0.03 0.000

35.86 1.80 166.88 1.15 192.40 37 2344 0.69 0.177 0.08 13.34 0.03 0.000

35.91 1.80 168.03 1.16 194.17 38 2371 0.69 0.172 0.08 13.34 0.03 0.000

36.00 1.80 170.27 1.15 195.87 38 2389 0.69 0.169 0.08 13.34 0.03 0.000

36.05 1.81 166.04 1.17 193.61 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.11 1.84 158.50 1.19 188.43 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.19 1.87 149.27 1.21 181.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.25 1.89 141.37 1.23 174.08 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.29 1.92 133.98 1.25 167.13 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.39 1.94 126.54 1.27 160.14 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.46 1.97 120.34 1.28 154.38 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.50 1.99 116.10 1.30 150.76 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.55 2.00 114.26 1.31 149.56 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.65 2.02 111.57 1.32 147.79 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.69 2.05 107.15 1.35 144.85 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.75 2.09 100.37 1.40 140.34 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.84 2.14 91.74 1.48 135.63 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.89 2.20 82.87 1.61 133.20 0 0 0.69 0.000 0.00 0.00 0.00 0.000

36.96 2.27 74.57 1.80 134.54 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.02 2.33 67.94 2.04 138.78 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.08 2.40 61.02 2.39 145.66 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.19 2.47 55.13 2.76 152.12 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.23 2.52 50.78 3.10 157.38 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.28 2.52 49.63 3.13 155.39 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.38 2.49 51.42 2.90 148.99 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.43 2.43 55.64 2.51 139.73 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.51 2.36 60.69 2.20 133.31 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.54 2.30 66.11 1.93 127.55 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.61 2.24 71.81 1.72 123.29 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.68 2.18 77.61 1.56 121.06 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.74 2.14 81.22 1.49 120.69 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.82 2.14 81.37 1.48 120.44 0 0 0.69 0.000 0.00 0.00 0.00 0.000

37.87 2.17 77.80 1.54 120.01 27 1968 0.69 0.323 0.23 13.34 0.08 0.000

37.95 2.23 71.42 1.68 120.09 27 1970 0.69 0.322 0.22 13.34 0.07 0.001

38.00 2.31 62.96 1.95 122.46 29 1961 0.69 0.328 0.21 13.34 0.07 0.000

38.07 2.37 55.74 2.24 124.99 30 1928 0.69 0.348 0.21 13.34 0.07 0.001

38.16 2.41 51.44 2.42 124.35 31 1878 0.69 0.384 0.23 13.34 0.08 0.001

38.26 2.41 49.96 2.42 120.90 30 1828 0.69 0.424 0.26 13.34 0.09 0.001 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 61 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

38.30 2.39 49.95 2.34 116.85 29 1788 0.69 0.462 0.30 13.34 0.10 0.000

38.46 2.39 49.75 2.31 114.96 28 1771 0.69 0.481 0.32 13.34 0.11 0.002

38.51 2.38 49.57 2.28 113.16 28 1751 0.69 0.503 0.34 13.34 0.11 0.001

38.54 2.38 49.40 2.26 111.57 27 1733 0.69 0.524 0.36 13.34 0.12 0.001

38.55 2.37 49.17 2.24 110.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000

38.59 2.38 48.22 2.28 110.05 0 0 0.69 0.000 0.00 0.00 0.00 0.000

38.65 2.40 45.00 2.37 106.78 0 0 0.69 0.000 0.00 0.00 0.00 0.000

38.75 2.42 40.91 2.50 102.45 0 0 0.69 0.000 0.00 0.00 0.00 0.000

38.79 2.48 35.33 2.87 101.27 0 0 0.69 0.000 0.00 0.00 0.00 0.000

38.85 2.60 29.45 3.73 109.85 0 0 0.69 0.000 0.00 0.00 0.00 0.000

38.92 2.73 24.13 5.08 122.69 0 0 0.68 0.000 0.00 0.00 0.00 0.000

38.99 2.86 19.92 6.59 131.28 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.04 2.96 15.88 8.08 128.42 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.13 3.01 14.18 9.01 127.66 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.18 3.06 12.73 9.92 126.29 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.24 3.12 11.51 10.99 126.55 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.32 3.16 10.66 11.84 126.21 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.38 3.08 12.17 10.32 125.61 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.45 2.98 14.82 8.38 124.27 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.52 2.85 19.74 6.46 127.58 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.57 2.84 20.21 6.34 128.15 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.64 2.89 18.68 6.99 130.58 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.72 2.99 15.04 8.65 130.10 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.78 3.02 14.37 9.20 132.16 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.86 3.01 14.64 9.01 131.97 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.90 2.98 15.52 8.42 130.57 0 0 0.68 0.000 0.00 0.00 0.00 0.000

39.96 2.92 17.96 7.45 133.76 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.07 2.89 18.65 7.13 132.99 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.10 2.89 18.99 6.99 132.84 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.16 2.90 18.40 7.27 133.78 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.26 2.97 15.84 8.23 130.45 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.30 3.00 14.94 8.79 131.26 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.36 3.00 14.68 8.86 130.10 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.45 3.01 14.48 8.95 129.60 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.51 3.00 14.69 8.86 130.22 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.55 2.99 15.46 8.58 132.64 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.69 2.97 16.23 8.26 133.97 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.71 2.96 16.38 8.15 133.59 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.80 3.00 14.94 8.86 132.30 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.84 3.07 13.11 9.97 130.67 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.89 3.14 11.38 11.46 130.37 0 0 0.68 0.000 0.00 0.00 0.00 0.000

40.98 3.20 10.33 12.64 130.50 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.01 3.21 10.16 12.86 130.70 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.09 3.16 11.08 11.86 131.39 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.15 3.08 12.96 10.32 133.71 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.22 2.90 19.26 7.15 137.64 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.28 2.77 24.56 5.53 135.93 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.35 2.68 29.50 4.46 131.57 0 0 0.68 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 62 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

41.43 2.65 31.17 4.17 130.08 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.48 2.58 34.78 3.61 125.53 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.55 2.49 40.88 2.89 118.28 0 0 0.68 0.000 0.00 0.00 0.00 0.000

41.63 2.38 48.91 2.27 111.21 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.69 2.29 57.20 1.88 107.33 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.75 2.22 63.75 1.67 106.75 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.81 2.18 69.01 1.57 108.30 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.88 2.15 74.29 1.51 112.14 0 0 0.67 0.000 0.00 0.00 0.00 0.000

41.97 2.13 79.86 1.47 117.13 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.02 2.11 85.58 1.43 122.66 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.07 2.10 90.02 1.42 127.40 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.16 2.09 92.93 1.41 130.97 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.22 2.09 94.92 1.41 133.49 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.26 2.10 95.05 1.41 134.22 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.32 2.11 93.27 1.43 133.64 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.40 2.14 88.50 1.49 131.69 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.46 2.20 80.32 1.62 129.82 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.56 2.26 72.46 1.79 130.03 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.59 2.31 66.50 1.98 131.64 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.66 2.34 63.86 2.08 132.85 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.72 2.37 61.60 2.21 135.94 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.81 2.41 57.95 2.44 141.60 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.86 2.49 50.79 2.94 149.48 0 0 0.67 0.000 0.00 0.00 0.00 0.000

42.95 2.60 42.24 3.72 157.02 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.00 2.70 33.88 4.72 160.01 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.05 2.80 26.04 5.81 151.24 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.15 2.89 20.10 7.01 140.96 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.20 3.00 14.76 8.76 129.35 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.24 2.80 22.77 5.85 133.18 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.35 2.62 32.39 3.95 128.00 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.39 2.40 49.58 2.39 118.70 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.45 2.26 65.63 1.80 117.99 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.52 2.15 83.54 1.50 125.38 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.59 2.07 97.71 1.38 135.22 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.65 2.01 109.65 1.31 144.19 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.74 1.95 118.83 1.27 151.22 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.78 1.90 126.88 1.24 157.02 0 0 0.67 0.000 0.00 0.00 0.00 0.000

43.84 1.87 132.10 1.21 160.32 0 0 0.66 0.000 0.00 0.00 0.00 0.000

43.94 1.84 136.51 1.19 162.62 0 0 0.66 0.000 0.00 0.00 0.00 0.000

43.99 1.83 138.82 1.18 163.71 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.03 1.82 138.44 1.18 162.77 0 0 0.66 0.000 0.00 0.00 0.00 0.000

44.13 1.82 136.63 1.18 160.77 31 2234 0.66 0.242 0.14 13.34 0.03 0.000

44.18 1.82 135.59 1.17 159.24 31 2211 0.66 0.250 0.15 13.34 0.04 0.000

44.24 1.82 135.04 1.17 158.65 31 2204 0.66 0.252 0.15 13.34 0.04 0.000

44.33 1.82 135.34 1.17 158.95 31 2211 0.66 0.250 0.15 13.34 0.03 0.000

44.38 1.82 135.16 1.18 159.27 31 2223 0.66 0.246 0.15 13.34 0.03 0.000

44.43 1.85 133.24 1.20 159.67 31 2272 0.66 0.231 0.13 13.34 0.03 0.000

44.52 1.88 130.09 1.22 158.71 32 2321 0.66 0.218 0.13 13.34 0.03 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 63 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

44.58 1.91 126.01 1.24 156.38 31 2360 0.66 0.208 0.12 13.34 0.03 0.000

44.63 1.92 122.90 1.25 153.80 31 2361 0.66 0.208 0.12 13.34 0.03 0.000

44.72 1.93 120.05 1.26 151.25 31 2356 0.66 0.209 0.12 13.34 0.03 0.000

44.76 1.94 118.10 1.27 149.56 30 2354 0.66 0.210 0.13 13.34 0.03 0.000

44.82 1.95 116.31 1.27 148.01 30 2354 0.66 0.210 0.13 13.34 0.03 0.000

44.89 1.96 114.87 1.28 146.81 30 2356 0.66 0.209 0.13 13.34 0.03 0.000

44.96 1.96 113.80 1.28 145.51 30 2339 0.66 0.214 0.13 13.34 0.03 0.000

45.06 1.95 114.17 1.27 145.30 30 2319 0.66 0.219 0.14 13.34 0.03 0.000

45.12 1.94 115.80 1.26 146.14 30 2296 0.66 0.226 0.14 13.34 0.03 0.000

45.16 1.92 118.75 1.25 148.58 30 2297 0.66 0.226 0.14 13.34 0.03 0.000

45.21 1.90 123.70 1.24 153.17 31 2322 0.66 0.219 0.13 13.34 0.03 0.000

45.28 1.88 130.35 1.22 159.65 32 2374 0.66 0.206 0.12 13.34 0.03 0.000

45.35 1.86 137.67 1.21 166.90 33 2443 0.66 0.191 0.10 13.34 0.02 0.000

45.41 1.86 143.03 1.21 173.05 34 2527 0.66 0.174 0.09 13.34 0.02 0.000

45.50 1.87 144.72 1.22 176.15 35 2599 0.66 0.162 0.08 13.34 0.02 0.000

45.55 1.89 143.99 1.23 177.30 35 2671 0.66 0.152 0.08 13.34 0.02 0.000

45.61 1.92 142.19 1.25 177.43 36 2744 0.66 0.142 0.07 13.34 0.02 0.000

45.69 1.94 141.76 1.26 178.87 36 2831 0.66 0.132 0.06 13.34 0.01 0.000

45.75 1.95 141.81 1.27 180.48 37 2907 0.66 0.125 0.06 13.34 0.01 0.000

45.80 1.97 141.90 1.28 181.89 37 2971 0.65 0.119 0.06 13.34 0.01 0.000

45.90 1.98 140.80 1.29 181.85 38 3014 0.65 0.115 0.05 13.34 0.01 0.000

45.94 1.99 138.98 1.30 180.96 38 3041 0.65 0.113 0.05 13.34 0.01 0.000

46.00 2.01 135.55 1.31 178.03 37 3033 0.65 0.114 0.05 13.34 0.01 0.000

46.09 2.02 132.05 1.32 174.75 37 3011 0.65 0.116 0.06 13.34 0.01 0.000

46.13 2.03 126.62 1.34 169.23 36 2952 0.65 0.121 0.06 13.34 0.01 0.000

46.24 2.04 122.19 1.34 163.98 35 2878 0.65 0.128 0.07 13.34 0.01 0.000

46.29 2.04 118.33 1.34 158.62 33 2782 0.65 0.139 0.07 13.34 0.02 0.000

46.34 2.03 116.24 1.34 155.29 33 2716 0.65 0.147 0.08 13.34 0.02 0.000

46.41 2.03 114.35 1.34 152.78 32 2675 0.65 0.153 0.09 13.34 0.02 0.000

46.47 2.04 112.08 1.35 150.82 32 2663 0.65 0.154 0.09 13.34 0.02 0.000

46.53 2.05 110.19 1.36 149.31 32 2657 0.65 0.155 0.09 13.34 0.02 0.000

46.59 2.07 106.06 1.38 145.87 31 2631 0.65 0.159 0.09 13.34 0.02 0.000

46.70 2.07 104.09 1.38 143.79 31 2606 0.65 0.163 0.10 13.34 0.02 0.000

46.73 2.07 103.28 1.38 142.35 30 2577 0.65 0.168 0.10 13.34 0.02 0.000

46.79 2.05 104.83 1.36 142.48 30 2552 0.65 0.172 0.10 13.34 0.02 0.000

46.89 2.05 104.42 1.35 141.11 30 2517 0.65 0.179 0.11 13.34 0.02 0.000

46.94 2.04 103.32 1.35 139.12 29 2474 0.65 0.187 0.12 13.34 0.02 0.000

46.99 2.04 101.58 1.34 136.30 29 2417 0.65 0.199 0.13 13.34 0.02 0.000

47.10 2.04 99.67 1.34 133.50 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.14 2.04 97.73 1.34 130.95 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.19 2.05 95.17 1.35 128.80 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.27 2.07 91.78 1.38 126.32 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.33 2.10 87.48 1.42 123.97 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.38 2.16 80.10 1.52 121.68 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.47 2.24 70.90 1.71 121.53 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.53 2.35 58.36 2.14 124.75 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.58 2.48 45.94 2.83 129.89 0 0 0.65 0.000 0.00 0.00 0.00 0.000

47.68 2.62 34.28 3.97 135.97 0 0 0.64 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 64 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

47.70 2.77 25.21 5.45 137.38 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.77 2.89 18.75 7.05 132.13 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.87 3.02 12.61 9.10 114.76 0 0 0.64 0.000 0.00 0.00 0.00 0.000

47.98 3.01 11.09 8.97 99.45 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.02 2.96 10.70 8.19 87.59 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.05 2.86 12.90 6.62 85.34 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.10 2.86 12.94 6.65 86.02 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.20 2.85 13.33 6.57 87.52 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.25 2.88 13.18 6.90 91.01 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.31 2.90 13.05 7.18 93.68 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.36 2.96 11.34 8.20 93.04 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.44 3.00 11.24 8.72 98.01 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.51 3.03 11.05 9.36 103.43 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.56 3.09 10.80 10.37 112.03 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.65 3.13 10.60 11.29 119.69 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.70 3.10 11.80 10.71 126.36 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.79 2.98 15.26 8.42 128.48 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.84 2.76 25.25 5.32 134.20 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.90 2.62 34.29 3.90 133.84 0 0 0.64 0.000 0.00 0.00 0.00 0.000

48.95 2.55 41.48 3.34 138.36 37 2279 0.64 0.237 0.11 13.34 0.02 0.000

49.04 2.53 45.79 3.16 144.91 38 2430 0.64 0.198 0.09 13.34 0.01 0.000

49.09 2.53 47.61 3.20 152.59 40 2551 0.64 0.175 0.08 13.34 0.01 0.000

49.15 2.56 46.35 3.44 159.24 42 2607 0.64 0.165 0.07 13.34 0.01 0.000

49.24 2.63 41.53 3.98 165.23 0 0 0.64 0.000 0.00 0.00 0.00 0.000

49.29 2.72 34.16 4.97 169.71 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.34 2.84 26.09 6.43 167.70 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.44 2.96 18.61 8.10 150.63 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.49 2.97 16.52 8.32 137.48 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.57 2.89 18.94 7.05 133.54 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.63 2.84 20.33 6.38 129.82 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.69 2.82 20.28 6.13 124.34 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.77 2.78 22.39 5.65 126.56 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.80 2.72 26.00 4.87 126.67 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.88 2.70 27.50 4.69 128.94 0 0 0.63 0.000 0.00 0.00 0.00 0.000

49.97 2.67 29.49 4.42 130.21 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.02 2.70 29.09 4.67 135.84 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.07 2.71 28.87 4.85 140.08 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.15 2.72 28.80 4.97 143.12 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.22 2.73 28.71 5.02 144.04 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.27 2.70 30.11 4.65 140.13 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.36 2.63 32.81 4.04 132.57 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.42 2.53 37.77 3.21 121.14 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.46 2.39 46.47 2.31 107.32 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.56 2.27 54.77 1.81 99.10 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.60 2.15 63.61 1.50 95.44 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.71 2.09 67.64 1.40 94.56 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.75 2.03 71.34 1.34 95.25 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.81 2.01 72.89 1.32 95.99 0 0 0.63 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 65 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

50.86 2.00 74.49 1.31 97.29 0 0 0.63 0.000 0.00 0.00 0.00 0.000

50.93 1.99 75.79 1.30 98.65 0 0 0.63 0.000 0.00 0.00 0.00 0.000

51.01 1.99 76.79 1.30 99.99 21 2779 0.62 0.143 0.14 13.34 0.02 0.000

51.10 2.00 77.31 1.30 100.82 21 2812 0.62 0.139 0.13 13.34 0.02 0.000

51.13 2.00 77.56 1.31 101.37 21 2835 0.62 0.136 0.13 13.34 0.02 0.000

51.20 2.00 77.34 1.31 101.33 21 2845 0.62 0.135 0.13 13.34 0.02 0.000

51.25 2.01 76.85 1.31 101.01 21 2847 0.62 0.135 0.13 13.34 0.02 0.000

51.35 2.01 76.26 1.32 100.57 21 2849 0.62 0.135 0.13 13.34 0.02 0.000

51.38 2.02 75.80 1.32 100.36 21 2855 0.62 0.134 0.13 13.34 0.02 0.000

51.45 2.03 75.31 1.33 100.21 21 2865 0.62 0.133 0.13 13.34 0.02 0.000

51.55 2.03 74.76 1.34 99.97 21 2875 0.62 0.132 0.12 13.34 0.01 0.000

51.59 2.04 74.23 1.34 99.73 21 2879 0.62 0.132 0.12 13.34 0.01 0.000

51.64 2.04 73.87 1.35 99.64 21 2887 0.62 0.131 0.12 13.34 0.01 0.000

51.71 2.05 73.37 1.35 99.41 21 2892 0.62 0.131 0.12 13.34 0.01 0.000

51.78 2.05 73.08 1.36 99.10 21 2888 0.62 0.131 0.12 13.34 0.01 0.000

51.84 2.05 72.62 1.36 98.55 21 2877 0.62 0.132 0.13 13.34 0.01 0.000

51.94 2.05 72.18 1.36 97.96 21 2865 0.62 0.134 0.13 13.34 0.01 0.000

51.98 2.05 71.90 1.35 97.38 21 2847 0.62 0.136 0.13 13.34 0.01 0.000

52.06 2.05 71.57 1.35 96.69 20 2827 0.62 0.138 0.13 13.34 0.01 0.000

52.13 2.04 71.61 1.34 96.27 20 2810 0.62 0.140 0.14 13.34 0.02 0.000

52.18 2.03 72.09 1.34 96.45 20 2810 0.62 0.140 0.14 13.34 0.02 0.000

52.27 2.03 72.99 1.33 97.08 20 2821 0.62 0.139 0.14 13.34 0.01 0.000

52.33 2.01 74.07 1.32 97.47 20 2811 0.62 0.140 0.14 13.34 0.01 0.000

52.38 1.97 75.06 1.29 96.66 20 2726 0.62 0.150 0.15 13.34 0.02 0.000

52.44 1.95 76.06 1.27 96.41 20 2667 0.62 0.158 0.16 13.34 0.02 0.000

52.50 1.94 76.43 1.26 96.34 20 2648 0.62 0.161 0.17 13.34 0.02 0.000

52.56 1.96 75.51 1.28 96.51 20 2706 0.62 0.153 0.15 13.34 0.02 0.000

52.63 1.99 73.86 1.30 95.78 20 2737 0.62 0.149 0.15 13.34 0.02 0.000

52.71 2.03 69.42 1.34 92.84 20 2732 0.61 0.149 0.15 13.34 0.02 0.000

52.78 2.06 67.64 1.36 92.04 20 2741 0.61 0.148 0.15 13.34 0.02 0.000

52.83 2.07 66.55 1.38 91.81 20 2754 0.61 0.147 0.15 13.34 0.01 0.000

52.91 2.06 68.46 1.37 93.60 20 2801 0.61 0.141 0.14 13.34 0.01 0.000

52.95 2.07 68.61 1.38 94.39 20 2835 0.61 0.137 0.14 13.34 0.01 0.000

53.04 2.08 68.42 1.39 94.78 20 2859 0.61 0.135 0.13 13.34 0.01 0.000

53.10 2.08 68.32 1.39 95.08 20 2876 0.61 0.133 0.13 13.34 0.01 0.000

53.15 2.08 68.81 1.39 95.71 21 2898 0.61 0.131 0.13 13.34 0.01 0.000

53.24 2.08 69.27 1.39 96.46 21 2927 0.61 0.128 0.12 13.34 0.01 0.000

53.35 2.09 69.01 1.40 96.61 21 2942 0.61 0.127 0.12 13.34 0.01 0.000

53.45 2.10 68.16 1.41 96.26 21 2944 0.61 0.126 0.12 13.34 0.01 0.000

53.49 2.10 67.57 1.42 96.22 21 2951 0.61 0.126 0.12 13.34 0.01 0.000

53.55 2.11 67.95 1.44 97.64 21 3003 0.61 0.121 0.11 13.34 0.01 0.000

53.63 2.12 68.56 1.46 99.81 22 3080 0.61 0.115 0.10 13.34 0.01 0.000

53.69 2.14 69.19 1.48 102.43 23 3168 0.61 0.108 0.09 13.34 0.01 0.000

53.74 2.15 69.72 1.51 104.94 23 3249 0.61 0.103 0.09 13.34 0.01 0.000

53.83 2.16 69.88 1.53 106.98 24 3315 0.61 0.099 0.08 13.34 0.01 0.000

53.89 2.18 69.68 1.56 108.60 24 3364 0.61 0.096 0.08 13.34 0.01 0.000

53.94 2.19 68.73 1.60 109.84 25 3394 0.61 0.095 0.07 13.34 0.01 0.000

54.02 2.21 67.33 1.65 110.95 25 3414 0.61 0.094 0.07 13.34 0.01 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 66 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

54.08 2.23 65.81 1.70 111.94 26 3424 0.61 0.093 0.07 13.34 0.01 0.000

54.13 2.25 64.58 1.74 112.52 26 3423 0.61 0.093 0.07 13.34 0.01 0.000

54.20 2.26 63.81 1.77 112.98 26 3426 0.61 0.093 0.07 13.34 0.01 0.000

54.28 2.26 63.78 1.78 113.42 26 3440 0.61 0.092 0.07 13.34 0.01 0.000

54.33 2.26 64.52 1.77 114.47 26 3478 0.61 0.091 0.06 13.34 0.00 0.000

54.43 2.25 65.44 1.77 115.70 27 3526 0.60 0.088 0.06 13.34 0.00 0.000

54.46 2.25 67.03 1.75 117.28 27 3587 0.60 0.086 0.06 13.34 0.00 0.000

54.56 2.24 68.55 1.73 118.37 27 3640 0.60 0.083 0.06 13.34 0.00 0.000

54.63 2.23 70.13 1.70 119.49 27 3692 0.60 0.081 0.06 13.34 0.00 0.000

54.67 2.23 71.16 1.70 121.03 28 3745 0.60 0.079 0.05 13.34 0.00 0.000

54.77 2.24 71.45 1.71 122.28 28 3784 0.60 0.078 0.05 13.34 0.00 0.000

54.82 2.24 71.37 1.73 123.29 28 3811 0.60 0.077 0.05 13.34 0.00 0.000

54.87 2.25 69.93 1.76 123.01 28 3786 0.60 0.078 0.05 13.34 0.00 0.000

54.96 2.26 68.05 1.80 122.40 28 3750 0.60 0.079 0.05 13.34 0.00 0.000

54.99 2.28 65.35 1.86 121.29 28 3681 0.60 0.082 0.05 13.34 0.00 0.000

55.06 2.30 62.62 1.91 119.56 28 3599 0.60 0.085 0.06 13.34 0.00 0.000

55.12 2.31 59.31 1.96 116.50 28 3475 0.60 0.091 0.06 13.34 0.00 0.000

55.21 2.32 56.10 2.02 113.29 27 3351 0.60 0.098 0.07 13.34 0.00 0.000

55.26 2.34 52.75 2.10 110.60 27 3227 0.60 0.105 0.07 13.34 0.00 0.000

55.36 2.36 50.09 2.18 109.35 26 3146 0.60 0.111 0.08 13.34 0.00 0.000

55.40 2.37 47.88 2.23 106.79 26 3048 0.60 0.118 0.09 13.34 0.01 0.000

55.45 2.36 46.71 2.16 100.75 24 2918 0.60 0.130 0.10 13.34 0.01 0.000

55.60 2.34 45.84 2.07 94.78 23 2798 0.60 0.143 0.12 13.34 0.01 0.000

55.65 2.32 45.63 1.99 90.89 0 0 0.60 0.000 0.00 0.00 0.00 0.000

55.66 2.32 45.11 2.01 90.86 0 0 0.60 0.000 0.00 0.00 0.00 0.000

55.75 2.34 44.05 2.07 91.37 0 0 0.60 0.000 0.00 0.00 0.00 0.000

55.79 2.40 40.32 2.35 94.70 0 0 0.60 0.000 0.00 0.00 0.00 0.000

55.86 2.45 37.22 2.67 99.21 0 0 0.60 0.000 0.00 0.00 0.00 0.000

55.96 2.52 33.67 3.11 104.75 0 0 0.60 0.000 0.00 0.00 0.00 0.000

56.01 2.55 32.34 3.32 107.35 0 0 0.60 0.000 0.00 0.00 0.00 0.000

56.05 2.60 29.68 3.78 112.13 0 0 0.60 0.000 0.00 0.00 0.00 0.000

56.10 2.68 26.68 4.48 119.48 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.20 2.75 24.01 5.30 127.13 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.24 2.82 21.93 6.09 133.57 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.34 2.86 20.59 6.60 135.81 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.38 2.91 18.49 7.40 136.84 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.43 2.98 16.15 8.41 135.84 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.50 3.06 13.25 9.93 131.68 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.59 3.14 11.04 11.44 126.38 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.65 3.21 9.36 12.93 120.98 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.70 3.21 8.97 13.04 117.04 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.79 3.19 9.07 12.58 114.06 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.84 3.14 9.79 11.45 112.00 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.89 3.12 10.21 10.98 112.10 0 0 0.59 0.000 0.00 0.00 0.00 0.000

56.97 3.11 10.48 10.82 113.31 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.04 3.10 10.89 10.61 115.48 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.09 3.01 13.22 8.93 118.13 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.18 2.82 19.06 6.08 115.86 0 0 0.59 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 67 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

57.23 2.58 30.09 3.59 107.89 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.32 2.43 40.59 2.53 102.58 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.35 2.33 49.73 2.06 102.65 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.42 2.30 54.76 1.92 105.08 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.52 2.28 58.57 1.84 107.93 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.56 2.27 60.65 1.82 110.38 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.62 2.29 60.70 1.88 113.95 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.72 2.33 58.82 2.02 119.07 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.78 2.38 55.33 2.27 125.76 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.82 2.48 47.32 2.85 134.67 0 0 0.59 0.000 0.00 0.00 0.00 0.000

57.92 2.59 39.33 3.65 143.60 0 0 0.58 0.000 0.00 0.00 0.00 0.000

57.96 2.73 30.29 5.06 153.18 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.01 2.85 23.97 6.46 154.78 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.11 2.88 21.55 6.91 148.84 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.15 2.96 18.02 8.13 146.50 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.21 2.87 20.36 6.84 139.26 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.31 2.81 22.61 5.98 135.31 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.35 2.63 31.04 4.02 124.69 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.41 2.58 35.38 3.62 128.22 34 3115 0.58 0.114 0.06 13.34 0.00 0.000

58.51 2.59 36.79 3.71 136.45 37 3286 0.58 0.102 0.05 13.34 0.00 0.000

58.55 2.67 33.56 4.43 148.73 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.62 2.73 30.28 5.07 153.46 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.67 2.76 28.25 5.35 151.07 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.73 2.78 26.38 5.57 147.06 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.81 2.74 27.05 5.16 139.61 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.93 2.72 27.45 4.94 135.65 0 0 0.58 0.000 0.00 0.00 0.00 0.000

58.97 2.66 30.04 4.32 129.92 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.03 2.64 31.05 4.13 128.10 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.08 2.61 32.87 3.81 125.37 0 0 0.58 0.000 0.00 0.00 0.00 0.000

59.17 2.57 35.25 3.47 122.31 33 3071 0.58 0.117 0.07 13.34 0.00 0.000

59.21 2.53 37.61 3.20 120.30 31 3136 0.58 0.113 0.07 13.34 0.00 0.000

59.26 2.52 38.80 3.10 120.29 31 3184 0.58 0.109 0.06 13.34 0.00 0.000

59.32 2.52 39.06 3.09 120.73 31 3203 0.58 0.108 0.06 13.34 0.00 0.000

59.38 2.52 38.88 3.10 120.70 31 3200 0.58 0.108 0.06 13.34 0.00 0.000

59.46 2.52 38.66 3.10 119.88 31 3183 0.58 0.109 0.06 13.34 0.00 0.000

59.52 2.51 38.87 3.06 118.85 31 3180 0.58 0.110 0.07 13.34 0.00 0.000

59.60 2.50 39.35 3.00 118.19 31 3192 0.58 0.109 0.07 13.34 0.00 0.000

59.66 2.49 40.09 2.92 117.04 30 3205 0.58 0.108 0.07 13.34 0.00 0.000

59.75 2.48 40.49 2.87 116.18 30 3212 0.57 0.107 0.07 13.34 0.00 0.000

59.78 2.48 40.73 2.83 115.30 29 3208 0.57 0.108 0.07 13.34 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 68 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic Kc Qtn Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)
Total estimated settlement: 0.36
Abbreviations
Qtn:

Kc:

Qtn,cs:

Gmax:

CSR:
γ:
evol(15):

Nc:
ev:

Settle.:

Equivalent clean sand normalized cone resistance
Fines correction factor
Post-liquefaction volumentric strain
Small strain shear modulus
Soil cyclic stress ratio
Cyclic shear strain
Volumetric strain after 15 cycles
Equivalent number of cycles
Volumetric strain
Calculated settlement
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 69 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allcpts with 4-ft recompaction.clq

APPENDIX F

GENERAL EARTHWORK GRADING GUIDELINES
Proposed Single-Family Residential Development
APN 439-180-011
South Hewitt Avenue and East Esplanade Avenue
San Jacinto, Riverside County, California
Project No. 3489-CR

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-1
San Jacinto, Riverside County, California Project No. 3489-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 Uniform Building Code, CBC 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

1. 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.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-2
San Jacinto, Riverside County, California Project No. 3489-CR

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.

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

1. 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. Typical procedures are similar to those indicated on Plate G-4.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-3
San Jacinto, Riverside County, California Project No. 3489-CR Treatment of Existing Ground

1. Following site clearing, all surficial deposits of alluvium and colluvium as well as weathered or creep effected bedrock, should be removed (see Plates F-1, F-2 and F-3) 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 backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located.

Subdrainage

1. Subdrainage systems should be provided in canyon bottoms prior to placing fill, and behind buttress and stabilization fills and in other areas indicated in the report. Subdrains should conform to Plates F-1 and F-5, and be acceptable to our representative.

2. For canyon subdrains, runs less than 500 feet may use six-inch pipe. Typically, runs in excess of 500 feet should have the lower end as eight-inch minimum.

3. Filter material should be clean, 1/2 to 1-inch gravel wrapped in a suitable filter fabric. Class 2 permeable filter material per California Department of Transportation Standards tested by this office to verify its suitability, may be used without filter fabric. A sample of the material should be provided to the Soils Engineer by the contractor at least two working days before it is delivered to the site. The filter should be clean with a wide range of sizes.

4. Approximate delineation of anticipated subdrain locations may be offered at 40-scale plan review stage. During grading, this office would evaluate the necessity of placing additional drains.

5. All subdrainage systems should be observed by our representative during construction and prior to covering with compacted fill.

6. Subdrains should outlet into storm drains where possible. Outlets should be located and protected. The need for backflow preventers should be assessed during construction.

7. Consideration should be given to having subdrains located by the project surveyors.

Fill Placement

1. 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).

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-4
San Jacinto, Riverside County, California Project No. 3489-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 (see Plate F-4). 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

1. 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.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-5
San Jacinto, Riverside County, California Project No. 3489-CR

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 four (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.

Keyways, Buttress and Stabilization Fills
Keyways are needed to provide support for fill slope and various corrective procedures.

1. Side-hill fills should have an equipment-width key at their toe excavated through all surficial soil and into competent material and tilted back into the hill (Plates F-2, F-3). As the fill is elevated, it should be benched through surficial soil and slopewash, and into competent bedrock or other material deemed suitable by our representatives (See Plates F-1, F-2, and F-3).

2. Fill over cut slopes should be constructed in the following manner:
a) All surficial soils and weathered rock materials should be removed at the cut-fill interface.
b) A key at least one and one-half (1.5) equipment width wide (or as needed for compaction) and tipped at least one (1) foot into slope, should be excavated into competent materials and observed by our representative. c) The cut portion of the slope should be excavated prior to fill placement to evaluate if stabilization is necessary. The contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. (see Plate F-3 for schematic details.)

3. Daylight cut lots above descending natural slopes may require removal and replacement of the outer portion of the lot. A schematic diagram for this condition is presented on Plate F-2.

4. A basal key is needed for fill slopes extending over natural slopes. A schematic diagram for this condition is presented on Plate F-2.

5. All fill slopes should be provided with a key unless within the body of a larger overall fill mass.

Please refer to Plate F-3 for specific guidelines.

Anticipated buttress and stabilization fills are discussed in the text of the report. The need to stabilize other proposed cut slopes will be evaluated during construction. Plate F-5 shows a schematic of buttress construction.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-6
San Jacinto, Riverside County, California Project No. 3489-CR

1. All backcuts should be excavated at gradients of 1:1 or flatter. The backcut configuration should be determined based on the design, exposed conditions, and need to maintain a minimum fill width and provide working room for the equipment.

2. On longer slopes, backcuts and keyways should be excavated in maximum 250 feet long segments. The specific configurations will be determined during construction.

3. All keys should be a minimum of two (2) feet deep at the toe and slope toward the heel at least one foot or two (2%) percent, whichever is greater.

4. Subdrains are to be placed for all stabilization slopes exceeding 10 feet in height. Lower slopes are subject to review. Drains may be required. Guidelines for subdrains are presented on Plate E-5.

5. Benching of backcuts during fill placement is required.

Lot Capping

1. When practical, the upper three (3) feet of material placed below finish grade should be comprised of the least expansive material available. Preferably, highly and very highly expansive materials should not be used. We will attempt to offer advice based on visual evaluations of the materials during grading, but it must be realized that laboratory testing is needed to evaluate the expansive potential of soil. Minimally, this testing takes two (2) to four (4) days to complete.

2. Transition lots (cut and fill) both per plan and those created by remedial grading (e.g., lots above stabilization fills, along daylight lines, above natural slopes, etc.) should be capped with a minimum three foot thick compacted fill blanket.

3. Cut pads should be observed by our representative(s) to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones, and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases.

ROCK PLACEMENT AND ROCK FILL GUIDELINES
It is anticipated that large quantities of oversize material would be generated during grading. It’s likely that such materials may require special handling for burial. Although alternatives may be developed in the field, the following methods of rock disposal are recommended on a preliminary basis.

Limited Larger Rock
When materials encountered are principally soil with limited quantities of larger rock fragments or boulders, placement in windrows is recommended. The following procedures should be applied:

1. Oversize rock (greater than 8 inches) should be placed in windrows. a) Windrows are rows of single file rocks placed to avoid nesting or clusters of rock.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-7
San Jacinto, Riverside County, California Project No. 3489-CR b) Each adjacent rock should be approximately the same size (within ~one foot in diameter).
c) The maximum rock size allowed in windrows is four feet

2. A minimum vertical distance of three feet between lifts should be maintained. Also, the windrows should be offset from lift to lift. Rock windrows should not be closer than 15 feet to the face of fill slopes and sufficient space must be maintained for proper slope construction (see Plate E-4).

3. Rocks greater than eight inches in diameter should not be placed within seven feet of the finished subgrade for a roadway or pads and should be held below the depth of the lowest utility. This will allow easier trenching for utility lines.

4. Rocks greater than four feet in diameter should be broken down, if possible, or they may be placed in a dozer trench. Each trench should be excavated into the compacted fill a minimum of one foot deeper than the largest diameter of rock.
a) The rock should be placed in the trench and granular fill materials (SE>30) should be flooded into the trench to fill voids around the rock.
b) The over size rock trenches should be no closer together than 15 feet from any slope face.
c) Trenches at higher elevation should be staggered and there should be a minimum of four feet of compacted fill between the top of the one trench and the bottom of the next higher trench.
d) It would be necessary to verify 90 percent relative compaction in these pits. A 24 to 72 hour delay to allow for water dissipation should be anticipated prior to additional fill placement.

Structural Rock Fills
If the materials generated for placement in structural fills contains a significant percentage of material more than six (6) inches in one dimension, then placement using conventional soil fill methods with isolated windrows would not be feasible. In such cases the following could be considered:

1. Mixes of large rock or boulders may be placed as rock fill. They should be below the depth of all utilities both on pads and in roadways and below any proposed swimming pools or other excavations. If these fills are placed within seven (7) feet of finished grade, they may affect foundation design.

2. Rock fills are required to be placed in horizontal layers that should not exceed two feet in thickness, or the maximum rock size present, which ever is less. All rocks exceeding two feet should be broken down to a smaller size, windrowed (see above), or disposed of in non-structural fill areas. Localized larger rock up to 3 feet in largest dimension may be placed in rock fill as follows:

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-8
San Jacinto, Riverside County, California Project No. 3489-CR a) individual rocks are placed in a given lift so as to be roughly 50% exposed above the typical surface of the fill,
b) loaded rock trucks or alternate compactors are worked around the rock on all sides to the satisfaction of the soil engineer,
c) the portion of the rock above grade is covered with a second lift.

3. Material placed in each lift should be well graded. No unfilled spaces (voids) should be permitted in the rock fill.

Compaction Procedures
Compaction of rock fills is largely procedural. The following procedures have been found to generally produce satisfactory compaction.

1. Provisions for routing of construction traffic over the fill should be implemented. a) Placement should be by rock trucks crossing the lift being placed and dumping at its edge.
b) The trucks should be routed so that each pass across the fill is via a different path and that all areas are uniformly traversed.
c) The dumped piles should be knocked down and spread by a large dozer (D-8 or larger suggested). (Water should be applied before and during spreading.)

2. Rock fill should be generously watered (sluiced)
a) Water should be applied by water trucks to the:
i) dump piles,
ii) front face of the lift being placed and,
iii) surface of the fill prior to compaction.
b) No material should be placed without adequate water. c) The number of water trucks and water supply should be sufficient to provide constant water.
d) Rock fill placement should be suspended when water trucks are unavailable:
i) for more than 5 minutes straight, or,
ii) for more than 10 minutes/hour.

3. In addition to the truck pattern and at the discretion of the soil engineer, large, rubber-tired compactors may be required.
a) The need for this equipment will depend largely on the ability of the operators to provide complete and uniform coverage by wheel rolling with the trucks. b) Other large compactors will also be considered by the soil engineer provided that required compaction is achieved.

4. Placement and compaction of the rock fill is largely procedural. Observation by trenching should be made to check:

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-9
San Jacinto, Riverside County, California Project No. 3489-CR a) the general segregation of rock size,
b) for any unfilled spaces between the large blocks, and c) the matrix compaction and moisture content.

5. Test fills may be required to evaluate relative compaction of finer grained zones or as deemed appropriate by the soil engineer.
a) A lift should be constructed by the methods proposed, as proposed

6. Frequency of the test trenching is to be at the discretion of the soil engineer. Control areas may be used to evaluate the contractor’s procedures.

7. A minimum horizontal distance of 15 feet should be maintained from the face of the rock fill and any finish slope face. At least the outer 15 feet should be built of conventional fill materials.

Piping Potential and Filter Blankets
Where conventional fill is placed over rock fill, the potential for piping (migration) of the fine-grained material from the conventional fill into rock fills will need to be addressed.

The potential for particle migration is related to the grain size comparisons of the materials present and in contact with each other. Provided that 15 percent of the finer soil is larger than the effective pore size of the coarse soil, then particle migration is substantially mitigated. This can be accomplished with a well-graded matrix material for the rock fill and a zone of fill similar to the matrix above it. The specific gradation of the fill materials placed during grading must be known to evaluate the need for any type of filter that may be necessary to cap the rock fills. This, unfortunately, can only be accurately determined during construction.

In the event that poorly graded matrix is used in the rock fills, properly graded filter blankets 2 to 3 feet thick separating rock fills and conventional fill may be needed. As an alternative, use of two layers of filter fabric (Mirafi 700 x or equivalent) could be employed on top of the rock fill. In order to mitigate excess puncturing, the surface of the rock fill should be well broken down and smoothed prior to placing the filter fabric. The first layer of the fabric may then be placed and covered with relatively permeable fill material (with respect to overlying material) 1 to 2 feet thick. The relative permeable material should be compacted to fill standards. The second layer of fabric should be placed and conventional fill placement continued.

Subdrainage
Rock fill areas should be tied to a subdrainage system. If conventional fill is placed that separates the rock from the main canyon subdrain, then a secondary system should be installed. A system consisting of an adequately graded base (3 to 4 percent to the lower side) with a collector system and outlets may suffice.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-10
San Jacinto, Riverside County, California Project No. 3489-CR Additionally, at approximately every 25 foot vertical interval, a collector system with outlets should be placed at the interface of the rock fill and the conventional fill blanketing a fill slope Monitoring
Depending upon the depth of the rock fill and other factors, monitoring for settlement of the fill areas may be needed following completion of grading. Typically, if rock fill depths exceed 40 feet, monitoring would be recommended prior to construction of any settlement sensitive improvements. Delays of 3 to 6 months or longer can be expected prior to the start of construction.

UTILITY TRENCH CONSTRUCTION AND BACKFILL
Utility trench excavation and backfill is the contractor’s 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.

1. 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.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-11
San Jacinto, Riverside County, California Project No. 3489-CR

4. Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending below a 1:1 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 contractor’s 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 contractor’s 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.

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.

1. 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.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-12
San Jacinto, Riverside County, California Project No. 3489-CR 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.
50 ft Zone of
Non-Encroachment
50 ft Zone of
Non-Encroachment
Traffic Direction
Vehicle
parked here Test Pit Spoil
pile
Spoil
pile
Test Pit

SIDE VIEW

PLAN VIEW

TEST PIT SAFETY PLAN
10 0 ft Zone of
Non-Encroachment
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.

GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-13
San Jacinto, Riverside County, California Project No. 3489-CR 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;

1. 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 contractor’s representative will then be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons is subject to reprocessing and/or removal.

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 affect 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 technician’s 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.

San Jacinto City CouncilNovember 19, 2024

San Jacinto City Council
November 19, 2024