Project Specific Water Quality Management Plan
A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: Tentative Tract Map 38872
Development No: 249 SFR Development
Design Review/Case No: PWQMP 24-0005, PRJ24-0066
JURUPA
"CALIMESA
ASTVALES
ERSIDE
Contact Information:
Prepared for:
Oscar Graham
San Jacinto Investments 2023, LLC
X Preliminary 8951 Research Drive
Final Irvine, CA 92618
(714) 609-7257
Original Date Prepared: January 16, 2024
Prepared by:
Revision Date(s):
Blaine Womer, President
Prepared for Compliance with Blaine A. Womer Civil Engineering 41555 East Florida Avenue, Suite G
Regional Board Order No. R8-2010-0033 Hemet, CA 92544
Template revised June 30, 2016 (951) 658-1727
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A Brief Introduction
This Project-Specific WQMP Template for the Santa Ana Region has been prepared to help guide you in documenting compliance for your project. Because this document has been designed to specifically document compliance, you will need to utilize the WQMP Guidance Document as your "how-to" manual to help guide you through this process. Both the Template and Guidance Document go hand-in-hand, and will help facilitate a well prepared Project-Specific WQMP. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance.
Section A Section B Section C
Project and Site Optimize Site Delineate Drainage
Information Utilization Management Areas
(DMAs)
Section F Section E Section D
Hydromodification Alternative Implement LIC
Compliance BMPS
Section G Section H Section I
Source Control Construction Plan Operation,
BMPS Checklist Maintenance, and
Funding
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OWNER'S CERTIFICATION
This Project-Specific Water Quality Management Plan (WQMP) has been prepared for 249 SFR Development, by Blaine A. Womer Civil Engineering for the Tentative Tract Map 38872 project, PWQMP 24-0005, PRJ24-0066.
This WQMP is intended to comply with the requirements of City of San Jacinto for Ordinance No. 13.44 which includes the requirement for the preparation and implementation of a Project-Specific WQMP.
The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater BMPs until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of San Jacinto Water Quality Ordinance (Municipal Code Section 13.44).
"I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." FI.D 6/21/24
Owner's Signature Date
BI Delzer CEO
Owner's Printed Name Owner's Title/Position
PREPARER'S CERTIFICATION
"The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0033 and any subsequent amendments thereto."
Preparer's Signature Date
Blaine Womer President
Preparer's Printed Name Preparer's Title/Position
Preparer's Licensure: RCE 43654
Expiration Date: December 31, 2024
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A notary public or other officer completing this
certificate verifies only the identity of the individual who signed the document to which this certificate
is attached, and not the truthfulness, accuracy, or
validity of that document.
State of California
County of Orange
Subscribed and sworn to (or affirmed) before me on this 20 day of June 21 . 2024, by BJ Delzer
proved to me on the basis of satisfactory evidence to be the person(s) who appeared before me.
Notary Pubile - Caltfornia
Orange County
(Seal) Signature_
A...
Table of Contents
Section A: Project and Site Information. 6
A.1 Maps and Site Plans...
A.2 Identify Receiving Waters.. 7
A.3 Additional Permits/Approvals required for the Project: 8 Section B: Optimize Site Utilization (LID Principles) .. 9 Section C: Delineate Drainage Management Areas (DMAs).. ..10 Section D: Implement LID BMPs ..12
D.1 Infiltration Applicability. ..12
D.2 Harvest and Use Assessment. ...13
D.3 Bioretention and Biotreatment Assessment.. .. 15
D.4 Feasibility Assessment Summaries. ..16
D.5 LID BMP Sizing ... ....17
Section E: Alternative Compliance (LID Waiver Program) .... ...18 E.1 Identify Pollutants of Concern ...19
E.2 Stormwater Credits ..20
E.3 Sizing Criteria.. ...20
E.4 Treatment Control BMP Selection .. ...21
Section F: Hydromodification ...22
F.1 Hydrologic Conditions of Concern (HCOC) Analysis .. ...22 F.2 HCOC Mitigation ...23
Section G: Source Control BMPs.. ..24
Section H: Construction Plan Checklist. ..26
Section I: Operation, Maintenance and Funding.. ... 27
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List of Tables
Table A.1 Identification of Receiving Waters... 7
Table A.2 Other Applicable Permits... 8
Table C.1 DMA Classifications...... ..10
Table C.2 Type 'A', Self-Treating Areas..... ..10
Table C.3 Type 'B', Self-Retaining Areas ........ ..10
Table C.4 Type 'C', Areas that Drain to Self-Retaining Areas 11 Table C.5 Type 'D', Areas Draining to BMPs .... ...11
Table D.1 Infiltration Feasibility.. ..12
Table D.2 LID Prioritization Summary Matrix .. ..16
Table D.3 DCV Calculations for LID BMPs ........ ...17
Table E.1 Potential Pollutants by Land Use Type.. ...19 Table E.2 Water Quality Credits.. ...20
Table E.3 Treatment Control BMP Sizing... ...20
Table E.4 Treatment Control BMP Selection ... ...21
Table F.1 Hydrologic Conditions of Concern Summary ..22 Table G.1 Permanent and Operational Source Control Measures ... ..24 Table H.1 Construction Plan Cross-reference .. ...26
List of Appendices
Appendix 1: Maps and Site Plans. ....28
Appendix 2: Construction Plans.. ...29
Appendix 3: Soils Information. ...30
Appendix 4: Historical Site Conditions... ....31
Appendix 5: LID Infeasibility.. ....32
Appendix 6: BMP Design Details.. ...33
Appendix 7: Hydromodification ..34
Appendix 8: Source Control ..35
Appendix 9: 0&M ...36
Appendix 10: Educational Materials.. ...37
Section A: Project and Site Information
PROJECT INFORMATION
Type of Project: Residential
Planning Area: N/A
Community Name: San Jacinto
Development Name: Tentative Tract Map 38872
PROJECT LOCATION
Latitude & Longitude (DMS): 33•46'15"N; 116•57'10"W
Project Watershed and Sub-Watershed: Watershed: Santa Ana River Sub-Watershed: San Jacinto Valley
Gross Acres: 24.4
APN(s): 439-180-011
Map Book and Page No.: Parcel 3 of PM 19362
PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s) Residential
Proposed or Potential SIC Code(s) N/A
Area of Impervious Project Footprint (SF) 652,343
Total Area of proposed Impervious Surfaces within the Project Footprint (SF)/or Replacement 652,343 Does the project consist of offsite road improvements?
Does the project propose to construct unpaved roads? XN Is the project part of a larger common plan of development (phased project)? XN
EXISTING SITE CHARACTERISTICS
Total area of existing Impervious Surfaces within the Project limits Footprint (SF) 0 Is the project located within any MSHCP Criteria Cell? AN If so, identify the Cell number: N/A
Are there any natural hydrologic features on the project site? Is a Geotechnical Report attached? ON
If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D) N/A What is the Water Quality Design Storm Depth for the project? 0.70 Narrative:
Tentative Tract Map 38872 is a proposed 249 lot, single-family community in the City of San Jacinto, California. The site includes 24.4 acres and is more precisely located at the southwest corner of Hewitt Street and Esplanade Avenue. The project consists of residential lots averaging approximately 2,000 square feet, private internal streets, open space lots and an infiltration basin. Water quality mitigation will be provided in the proposed infiltration basin due to the acceptable site-specific infiltration testing.
The required bottom surface area is 9,025 sf, thus, provided bottom surface area is 9,554 sf. VBMP required is 36,100 cf. Vmp provided is 37,636 cf. The infiltration basin is located at the northwest corner of the site due to existing site topography and the proposed project grading design. Impervious coverage for the project varies from 44% to 67%. To augment the infiltration basin, the project proposes more rock beds at the ends of drainage swales on each lot. See a typical configuration detail on the Post Construction BMP Site Plan
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The site is HCOC exempt according to the HCOC applicability map on the Riverside County Flood Control and Water Conservation District website. Once mitigation is established, excess flows exit the basin and discharge to Esplanade Avenue.
A.1 Maps and Site Plans
When completing your Project-Specific WQMP, include a map of the local vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2. At a minimum, your WQMP Site Plan should include the following:
• Drainage Management Areas • Source Control BMPs
• Proposed Structural BMPs • Buildings, Roof Lines, Downspouts • Drainage Path Impervious Surfaces
• Drainage Infrastructure, Inlets, Overflows • Standard Labeling BMP Locations (Lat/Long)
Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Co-Permittee plan reviewer must be able to easily analyze your project utilizing this template and its associated site plans and maps.
Appendix 1 include the following exhibits:
- Vicinity Map, A-1
- Regional Waters Map, A-2
- Drainage Area Map, A-3
- Post Construction BMP Site Plan, A-4
A.2 Identify Receiving Waters
Using Table A.1 below, list in order of upstream to downstream, the receiving waters that the project site is tributary to. Continue to fill each row with the Receiving Water's 303(d) listed impairments (if any), designated beneficial uses, and proximity, if any, to a RARE beneficial use. Include a map of the receiving waters in Appendix 1.
Table A.1 Identification of Receiving Waters
Designated Proximity to RARE
Receiving Waters EPA Approved 303(d) List Impairments
Beneficial Uses Beneficial Use
San Jacinto River
None WARM RECT RECT. Not designated as RARE
Reach 4
Canyon Lake MUN-AGR-GWR-REC1-
Nutrients REC2-WARM-WILD Not designated as RARE
Lake Elsinore Toxic Organics, Nutrients, Total Toxics, Pesticides REC-1-REC2-WARM-WILD Not designated as RARE - 7-
A.3 Additional Permits/Approvals required for the Project:
Table A.2 Other Applicable Permits
Agency Permit Required
State Department of Fish and Game, 1602 Streambed Alteration Agreement AN State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Cert. AN US Army Corps of Engineers, CWA Section 404 Permit XN
US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion XN Statewide Construction General Permit Coverage XY •N
Statewide Industrial General Permit Coverage DY XN
Western Riverside MSHCP Consistency Approval (e.g., JPR, DESP) DY Other (please list in the space below as required)
DY
If yes is answered to any of the questions above, the Co-Permittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP. - 8 -
Section B: Optimize Site Utilization (LID Principles)
Review of the information collected in Section 'A' will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example, constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns.
Opportunities might include existing natural areas, low areas, oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for bioretention BMPs), and differences in elevation (which can provide hydraulic head).
Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your LID design and explain your design decisions to others.
The 2010 Santa Ana MS4 Permit further requires that LID Retention BMPs (Infiltration Only or Harvest and Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your narrative identify and justify if there are any constraints that would prevent the use of those categories of LID BMPs. Similarly, you should also note opportunities that exist which will be utilized during project design. Upon completion of identifying Constraints and Opportunities, include these on your WQMP Site plan in Appendix 1.
Consideration of "highest and best use" of the discharge should also be considered. For example, Lake Elsinore is evaporating faster than runoff from natural precipitation can recharge it. Requiring infiltration of 85% of runoff events for projects tributary to Lake Elsinore would only exacerbate current water quality problems associated with Pollutant concentration due to lake water evaporation. In cases where rainfall events have low potential to recharge Lake Elsinore (i.e. no hydraulic connection between groundwater to Lake Elsinore, or other factors), requiring infiltration of Urban Runoff from projects is counterproductive to the overall watershed goals. Project proponents, in these cases, would be allowed to discharge Urban Runoff, provided they used equally effective filtration-based BMPs.
Site Optimization
The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints, and document compliance.
Did you identify and preserve existing drainage patterns? If so, how? If not, why? Drainage pattern for the site is to the northwest. The preliminary grading plan honors the natural drainage pattern.
Did you identify and protect existing vegetation? If so, how? If not, why? No existing vegetation to protect.
Did you identify and preserve natural infiltration capacity? If so, how? If not, why? Yes, the site has an acceptable infiltration rate of 2.72 inches per hour, so infiltration BMPs will be implemented into the design.
Did you identify and minimize impervious area? If so, how? If not, why? To the greatest extent possible for a development of this type. Development densities and open space (pervious areas) are set by zoning code.
Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Yes, preliminary grading design shows streets and lots draining to the proposed infiltration basin. - 9 -
Section C: Delineate Drainage Management Areas
(DMAs)
Utilizing the procedure in Section 3.3 of the WQMP Guidance Document which discusses the methods of delineating and mapping your project site into individual DMAs, complete Table C.1 below to appropriately categorize the types of classification (e.g., Type A, Type B, etc.) per DMA for your project site. Upon completion of this table, this information will then be used to populate and tabulate the corresponding tables for their respective DMA classifications.
Table C.1 DMA Classifications
DMA Name or ID Surface Type(s)12 Area (Sq. Ft.) DMA Type B/1 Landscape 14,552 Self-Retaining
B/2 Landscape 13,565 Self-Retaining
B/3 Landscape 1,371 Self-Retaining
B/4 Landscape 1,893| Self-Retaining
B/5 Landscape 1,751| Self-Retaining
B/6 Landscape | Self-Retaining
B/7 Landscape 2,636 Self-Retaining
D/1 Roof 317,528 Drains to BMP
D/2 Asphalt 242,373 Drains to BMP
D/3 Concrete 92,442 Drains to BMP
DD/4 Landscape 334,802 | Drains to BMP
' Reference Table 2-1 in the WQMP Guidance Document to populate this column "if multi-surface provide back-up
Table C.2 Type 'A', Self-Treating Areas
DMA Name or ID Area (Sq. Ft.) Stabilization Type Irrigation Type (if any) N/A
Table C.3 Type 'B', Self-Retaining Areas
Laves " bras that are draining to the self Retainine
Self-Retaining Area
Storm
Area
(square Depth Required Retention Depth
DMA Post-project feet) (inches) OMA Name jIC| from Table C.4 = (inches) Name/ ID surface type LA] [B] ID [D]
B/1 Landscape 14,552 0.70
B/2 Landscape 13,565 0.70
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Landscape 0.70
B/3 1,371
Landscape 0.70
B/4 1,893
Landscape 0.70
B/5 1,751
Landscape 0.70
B/6 2,585
Landscape 0.70
B/7 2,636
[A]
Table C.4 Type 'C', Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA
feet)
Impervious fraction Area (square
DMA Name/ Post-project surface type Product feet) Ratio [A] [B] 1[0] = [A] × [B] DMA name /ID ID] [CI/ID]
Table C.5 Type 'D', Areas Draining to BMPs
DMA Name or ID BMP Name or ID
D/1 Infiltration Basin
D/2 Infiltration Basin
D/3 Infiltration Basin
D/4 Infiltration Basin
Note: More than one drainage management area can drain to a single LID BMP, however, one drainage management area may not drain to more than one BMP. - 11 -
Section D: Implement LID BMPs
D.1 Infiltration Applicability
Is there an approved downstream 'Highest and Best Use' for stormwater runoff (see discussion in Chapter
2.4.4 of the WQMP Guidance Document for further details)? DY XN If yes has been checked, Infiltration BMPs shall not be used for the site; proceed to section D.3 If no, continue working through this section to implement your LID BMPs. It is recommended that you contact your Co-Permittee to verify whether or not your project discharges to an approved downstream 'Highest and Best Use' feature.
Geotechnical Report
A Geotechnical Report or Phase I Environmental Site Assessment may be required by the Copermittee to confirm present and past site characteristics that may affect the use of Infiltration BMPs. In addition, the Co-Permittee, at their discretion, may not require a geotechnical report for small projects as described in Chapter 2 of the WQMP Guidance Document. If a geotechnical report has been prepared, include it in Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, include it in Appendix 4.
Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document? Y XI N
Infiltration Feasibility
Table D.1 below is meant to provide a simple means of assessing which DMAs on your site support Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.4.5. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, add a row below the corresponding answer.
Table D.1 Infiltration Feasibility
Does the project site... YES NO
...have any DMAs with a seasonal high groundwater mark shallower than 10 feet? If Yes, list affected DMAs:
...have any DMAs located within 100 feet of a water supply well? x If Yes, list affected DMAs:
...have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater could have a negative impact?
If Yes, list affected DMAs:
...have measured in-situ infiltration rates of less than 1.6 inches / hour? If Yes, list affected DMAs:
...have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final infiltration surface?
If Yes, list affected DMAs:
..geotechnical report identify other site-specific factors that would preclude effective and safe infiltration? X Describe here:
If you answered "Yes" to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below. - 12 -
D.2 Harvest and Use Assessment
Please check what applies:
• Reclaimed water will be used for the non-potable water demands for the project. ] Downstream water rights may be impacted by Harvest and Use as approved by the Regional Board (verify with the Copermittee).
X The Design Capture Volume will be addressed using Infiltration Only BMPs. In such a case, Harvest and Use BMPs are still encouraged, but it would not be required if the Design Capture Volume will be infiltrated or evapotranspired.
If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If none of the above criteria applies, follow the steps below to assess the feasibility of irrigation use, toilet use and other non-potable uses (e.g., industrial use).
Irrigation Use Feasibility
Complete the following steps to determine the feasibility of harvesting stormwater runoff for Irrigation Use BMPs on your site:
Step 1: Identify the total area of irrigated landscape on the site, and the type of landscaping used.
Total Area of Irrigated Landscape: Insert Area (Acres)
Type of Landscaping (Conservation Design or Active Turf): List Landscaping Type Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be teasibly captured and stored for irrigation use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.
Total Area of Impervious Surfaces: Insert Area (Acres)
Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document) with the left column of Table 2-3 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA).
Enter your EIATIA factor: EIATIA Factor
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum irrigated area that would be required.
Minimum required irrigated area: Insert Area (Acres)
Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape (Step 1) to the minimum required irrigated area (Step 4).
Minimum required irrigated area (Step 4) Available Irrigated Landscape (Step 1) Insert Area (Acres) Insert Area (Acres)
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Toilet Use Feasibility
Complete the following steps to determine the feasibility of harvesting stormwater runoff for toilet flushing uses on your site:
Step 1: Identify the projected total number of daily toilet users during the wet season, and account for any periodic shut downs or other lapses in occupancy:
Projected Number of Daily Toilet Users: Number of daily Toilet Users Project Type: Enter 'Residential', 'Commercial", 'Industrial' or 'Schools' Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for toilet use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.
Total Area of Impervious Surfaces: Insert Area (Acres)
Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 2 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA).
Enter your TUTIA factor: TUTIA Factor
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of toilet users that would be required.
Minimum number of toilet users: Required number of toilet users Step 5: Determine if harvesting stormwater runoff for toilet flushing use is feasible for the project by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of toilet users (Step 4).
Minimum required Toilet Users (Step 4) Projected number of toilet users (Step 1) Insert Area (Acres) Insert Area Acres)
Other Non-Potable Use Feasibility
Are there other non-potable uses for stormwater runoff on the site (e.g. industrial use)? See Chapter 2 of the Guidance for further information. If yes, describe below. If no, write N/A.
Insert narrative description here.
Step 1: Identify the projected average daily non-potable demand, in gallons per day, during the wet season and accounting for any periodic shut downs or other lapses in occupancy or operation.
Average Daily Demand: Projected Average Daily Use (gpd) Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for the identified non-potable use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.
Total Area of Impervious Surfaces: Insert Area (Acres)
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Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 4 in Chapter 2 to determine the minimum demand for non-potable uses per tributary impervious acre.
Enter the factor from Table 2-4: Enter Value
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of gallons per day of non-potable use that would be required.
Minimum required use: Minimum use required (gpd)
Step 5: Determine if harvesting stormwater runoff for other non-potable use is feasible for the project by comparing the projected average daily use (Step 1) to the minimum required non-potable use (Step 4).
Minimum required non-potable use (Step 4) Projected average daily use (Step 1) Minimum use required (gpd) Projected Average Daily Use (gpd) If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment per Section 3.4.2 of the WQMP Guidance Document.
D.3 Bioretention and Biotreatment Assessment
Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.4.7 of the WQMP Guidance Document are feasible on nearly all development sites with sufficient advance planning.
Select one of the following:
• LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the project as noted below in Section D.4 (note the requirements of Section 3.4.2 in the WQMP Guidance Document). • A site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the technical infeasibility of LID BMPs, request a pre-submittal meeting with the Copermittee to discuss this option. Proceed to Section E to document your alternative compliance measures. - 15 -
D.4 Feasibility Assessment Summaries
From the Infiltration, Harvest and Use, Bioretention and Biotreatment Sections above, complete Table D.2 below to summarize which LID BMPs are technically feasible, and which are not, based upon the established hierarchy.
Table D.2 LID Prioritization Summary Matrix
LID BMP Hierarchy No LID
DMA (Alternative
Name/ID 1. Infiltration 2. Harvest and use 3. Bioretention 4. Biotreatment Compliance) D/1
D/2
D/3
D/4
For those DMAs where LID BMPs are not feasible, provide a brief narrative below summarizing why they are not feasible, include your technical infeasibility criteria in Appendix 5, and proceed to Section E belov to document Alternative Compliance measures for those DMAs. Recall that each proposed DMA must pass through the LID BMP hierarchy before alternative compliance measures may be considered.
Insert narrative description here.
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D.5 LID BMP Sizing
Each LID BMP must be designed to ensure that the Design Capture Volume will be addressed by the selected BMPs. First, calculate the Design Capture Volume for each LID BMP using the Vemp worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the required Vamp using a method approved by the Copermittee. Utilize the worksheets found in the LID BMP Design Handbook or consult with your Copermittee to assist you in correctly sizing your LID BMPs. Complete Table D.3 below to document the Design Capture Volume and the Proposed Volume for each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6. You may add additional rows to the table below as needed.
Table D.3 DCV Calculations for LID BMPs
DMA Post-
Area Project Effective DMA DMA Areas
DMA (square Surface Impervious Runoff Runoff Infiltration Basin Type/ID feet) Type Fraction, It Factor Factor
[A] [B] [A]x [C]
D/1 317,528 Roof 1.0 0.89 283,235
D/2 242,373 Asphalt 1.0 0.89 216,196.7
D/3 92,442 Concrete 1.0 0.89 82,458.3
Proposed
D/4 334,802 Landscape 1.0 0.11 36,981.6 Design Design Volume Storm Capture on Plans
Depth Volume, Vamp (cubic
(in) (cubic feet) feet)
987,145 618,871.6 0.70 36,100 37.636
[B], [C] is obtained as described in Section 2.3.1 of the WQMP Guidance Document [E] is obtained from Exhibit A in the WQMP Guidance Document [G] is obtained from a design procedure sheet, such as in LID BMP Design Handbook and placed in Appendix 6 - 17 -
Section E: Alternative Compliance (LID Waiver Program)
LID BMPs are expected to be feasible on virtually all projects. Where LID BMPs have been demonstrated to be infeasible as documented in Section D, other Treatment Control BMPs must be used (subject to LID waiver approval by the Copermittee). Check one of the following Boxes:
X LID Principles and LID BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measures are required for this project and thus this Section is not required to be completed.
- Or -
• The following Drainage Management Areas are unable to be addressed using LID BMPs. A site- specific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Co- Permittee and included in Appendix 5. Additionally, no downstream regional and/or sub-regional LID BMPs exist or are available for use by the project. The following alternative compliance measures on the following pages are being implemented to ensure that any pollutant loads expected to be discharged by not incorporating LID BMPs, are fully mitigated.
List DMAs here.
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E.1 Identify Pollutants of Concern
Utilizing Table A.1 from Section A above which noted your project's receiving waters and their associated EPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table E.1 below. If the identified General Pollutant Categories are the same as those listed for your receiving waters, then these will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs.
Table E.1 Potential Pollutants by Land Use Type
Priority Development General Pollutant Categories
Project Categories and/or Toxic
Project Features (check those Bacterial Trash & Oil &
Metals Nutrients Pesticides Organic Sediments Debris
that apply) Indicators Compounds Grease
Detached Residential
P N P P N P P P
Development
Attached Residential p(2)
P N P P N P P
Development
Commercial/Industrial p(3) p(5)
P P(1) p(1) p(1) P P
Development
Automotive Repair
N P N N p(4,5) N P P
Shops
Restaurants
• P N N N N N P P
(>5,000 f2)
Hillside Development
P N P P N P P P
(=5,000 f)
Parking Lots p(6) P(4) p(1)
P p(1) p(1) P P
(>5,000 ft?)
Retail Gasoline Outlets N P N N P N P P
Project Priority Pollutants) •
of Concern
P = Potential
N = Not Potential
(1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected (3) A potential Pollutant is land use involving animal waste (4) Specifically petroleum hydrocarbons
(5) Specifically solvents
(6) Bacterial indicators are routinely detected in pavement runoff - 19 -
E.2 Stormwater Credits
Projects that cannot implement LID BMPs but nevertheless implement smart growth principles are potentially eligible for Stormwater Credits. Utilize Table 3-8 within the WQMP Guidance Document to identify your Project Category and its associated Water Quality Credit. If not applicable, write N/A.
Table E.2 Water Quality Credits
Qualifying Project Categories Credit Percentage?
N/A
Total Credit Percentage!
'Cannot Exceed 50%
'Obtain corresponding data from Table 3-8 in the WQMP Guidance Documen E.3 Sizing Criteria
After you appropriately considered Stormwater Credits for your project, utilize Table E.3 below to appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.2 of the WQMP Guidance Document for further information.
Table E.3 Treatment Control BMP Sizing
DMA Post- DMA
Area Project Effective DMA Area x
DMA (square Surface Impervious Runoff Runoff Enter BMP Name / Identifier Here Type/ID feet) Type Frantin Factor Factor
[A] [B] [C] [A]x [C]
N/A
Minimum Proposed
Design Volume
Capture Total Storm or Flow
Design Volume or Water on Plans
Storm Design Flow Credit % | (cubic
Depth Rate (cubic Reduction feet or
(in) feet or cfs) cfs)
AT ≤ = [D] [F] X (1-[H])
2[A] (E]
[B], [C] is obtained as described in Section 2.3.1 from the WQMP Guidance Document [E] is for Flow-Based Treatment Control BMPs [E] = .2, for Volume-Based Control Treatment BMPs, [E] obtained from Exhibit A in the WQMP Guidance Document
[G] is for Flow-Based Treatment Control BMPs [G] = 43,560, for Volume-Based Control Treatment BMPs, [G] = 12 [H] is from the Total Credit Percentage as Calculated from Table E.2 above [I] as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6 - 20-
E.4 Treatment Control BMP Selection
Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential pollutants in runoff, but do not sustain significant biological processes. Treatment Control BMPs must have a removal efficiency of a medium or high effectiveness as quantified below:
• High: equal to or greater than 80% removal efficiency • Medium: between 40% and 80% removal efficiency
Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1.
Table E.4 Treatment Control BMP Selection
Selected Treatment Control BMP Priority Pollutant(s) of Removal Efficiency Name or ID Concern to Mitigate? Percentage
N/A
1 Treatment Control BMPs must not be constructed within Receiving Waters. In addition, a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 2 Cross Reference Table E.1 above to populate this column. 3 As documented in a Co-Permittee Approved Study and provided in Appendix 6. - 21 -
Section F: Hydromodification
F.1 Hydrologic Conditions of Concern (HCOC) Analysis
Once you have determined that the LID design is adequate to address water quality requirements, you will need to assess if the proposed LID Design may still create a HCOC. Review Chapters 2 and 3 (including Figure 3-7) of the WQMP Guidance Document to determine if your project must mitigate for Hydromodification impacts. If your project meets one of the following criteria which will be indicated by the check boxes below, you do not need to address Hydromodification at this time. However, if the project does not qualify for Exemptions 1, 2 or 3, then additional measures must be added to the design to comply with HCOC criteria. This is discussed in further detail below in Section F.2.
HCOC EXEMPTION 1: The Priority Development Project disturbs less than one acre. The Copermittee has the discretion to require a Project-Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The disturbed area calculation should include all disturbances associated with larger common plans of development.
Does the project qualify for this HCOC Exemption? OY XN If Yes, HCOC criteria do not apply.
HCOC EXEMPTION 2: The volume and time of concentration! of storm water runoff for the post- development condition is not significantly different from the pre-development condition for a 2-year return frequency storm (a difference of 5% or less is considered insignificant) using one of the following methods to calculate:
• Riverside County Hydrology Manual
• Technical Release 55 (TR-55): Urban Hydrology for Small Watersheds (NRCS 1986), or derivatives thereof, such as the Santa Barbara Urban Hydrograph Method • Other methods acceptable to the Co-Permittee
Does the project qualify for this HCOC Exemption?
If Yes, report results in Table F.1 below and provide your substantiated hydrologic analysis in Appendix 7.
Table F.1 Hydrologic Conditions of Concern Summary
2 year - 24 hour
Pre-condition Post-condition % Difference
Time of INSERT VALUE INSERT VALUE INSERT VALUE
Concentration
Volume (Cubic Feet) INSERT VALUE INSERT VALUE INSERT VALUE 1 Time of concentration is defined as the time after the beginning of the rainfall when all portions of the drainage basin are contributing to flow at the outlet.
- 22 -
HCOC EXEMPTION 3: All downstream conveyance channels to an adequate sump (for example, Prado Dam, Lake Elsinore, Canyon Lake, Santa Ana River, or other lake, reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Susceptibility Maps.
Does the project qualify for this HCOC Exemption? •Y XN If Yes, HCOC criteria do not apply and note below which adequate sump applies to this HCOC qualifier:
INSERT TEXT HERE
F.2 HCOC Mitigation
If none of the above HCOC Exemption Criteria are applicable, HCOC criteria is considered mitigated if they meet one of the following conditions:
a. Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site-specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis. b. The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters.
c. Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2-year return frequency storm. Generally, the hydrologic conditions of concern are not significant, if the post-development hydrograph is no more than 10% greater than pre-development hydrograph.
In cases where excess volume cannot be infiltrated or captured and reused, discharge from the site must be limited to a flow rate no greater than 110% of the pre-development 2-year peak flow.
Be sure to include all pertinent documentation used in your analysis of the items a, b or c in Appendix 7.
Project is located within the exempt area as presented in the Riverside County HCOC geodatabase approved April 20, 2017.
- 23 -
Section G: Source Control BMPs
Source control BMPs include permanent, structural features that may be required in your project plans — such as roofs over and berms around trash and recycling areas — and Operational BMPs, such as regular sweeping and "housekeeping". , that must be implemented by the site's occupant or user. The MEP standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective permanent BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site:
1. Identify Pollutant Sources: Review Column 1 in the Pollutant Sources/Source Control Checklist. Check off the potential sources of Pollutants that apply to your site.
2. Note Locations on Project-Specific WQMP Exhibit: Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project-Specific WQMP Exhibit located in Appendix 1.
3. Prepare a Table and Narrative: Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of runoff Pollutants on your site (from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to prevent Pollutants from entering runoff. Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs.
4. Identify Operational Source Control BMPs: To complete your table, refer once again to the Pollutant Sources/Source Control Checklist. List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities continue at the site. Copermittee stormwater ordinances require that applicable Source Control BMPs be implemented; the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site.
Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff Permanent Structural Source Operational Source Control BMPs pollutants Control BMPS
Onsite Storm Drain Inlets Mark all inlets "only rain in the Maintain stencil. Provide storm drain" water info to new homeowners.
BMP SD-13
Landscape/Outdoor Pesticide Landscaping design to minimize Maintenance and homeowner Use irrigation and runoff education. Maintain landscaping using minimum or no pesticides.
Provide IPM info to homeowner.
BMP SD-10, SD-12, SC-73
Roof Gutters N/A Avoid roofing, gutters and trim
made of copper or other
unprotected metals that may
leach into runoff.
- 24-
Pools/Fountains N/A Maintain pools and fountains
weekly and prevent maintenance
chemicals from discharge into the
public storm drain. See BMP Fact
Sheet SC-72
Vehicle Repair and Maintenance Accommodate all vehicle No person shall dispose of, nor equipment repair and permit the disposal, directly or
maintenance indoors. Or indirectly of vehicle fluids,
designate an outdoor work area hazardous materials, or rinse and design the area to prevent water from parts cleaning into run-on and runoff of stormwater. storm drains.
No vehicle fluid removal shall be
performed outside a building, nor
on asphalt or ground surfaces,
whether inside or outside a
building, except in such a manner
as to ensure that any spilled fluid
will be in an area of secondary
containment. Leaking vehicle
fluids shall be contained or
drained from the vehicle
immediately.
No person shall leave unattended
drip parts or other open
containers containing vehicle
fluid, unless such containers are
in use or in an area of secondary
containment.
Pet Waste N/A Daily removal of pet waste from
the yard area to prevent
discharge into the public storm
drain system. See Pet Waste
Pollutant Care BMP in Appendix
10 Home Repair N/A All home repair by-products such
as paint, solvents, sawdust, shall
be stored and/or disposed of
uch that they cannot come
ontact with stormwater runof
No person shall dispose of any
home repair waste into the storm
drain system. Repair operations
shall include tarping to eliminate
accidental spills into the
stormwater system.
- 25-
Section H: Construction Plan Checklist
Populate Table H.1 below to assist the plan checker in an expeditious review of your project. The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP.
Table H.1 Construction Plan Cross-reference
BMP No. or BMP Identifier and Corresponding Plan Sheets) BMP Location (Lat/Long) ID Description
1 Infiltration Basin Conceptual Grading Plan 33•46'21"N; 116•57'15"W Note that the updated table — or Construction Plan WQMP Checklist - is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. Co-Permittee staff can advise you regarding the process required to propose changes to the approved Project-Specific WQMP. - 26-
Section I: Operation, Maintenance and Funding
The Copermittee will periodically verify that Stormwater BMPs on your site are maintained and continue to operate as designed. To make this possible, your Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP:
1. A means to finance and implement facility maintenance in perpetuity, including replacement cost.
2. Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred. A warranty covering a period following construction may also be required.
3. An outline of general maintenance requirements for the Stormwater BMPs you have selected.
4. Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geo- locating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system.
A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized O&M or inspections but will require typical landscape maintenance as noted in Chapter 5, pages 85-86, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas.
Your local Co-Permittee will also require that you prepare and submit a detailed Stormwater BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the Stormwater BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required.
Details of these requirements and instructions for preparing a Stormwater BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document.
Maintenance Mechanism: Home Owners' Association
Will the proposed BMPs be maintained by a Home Owners' Association (HOA) or Property Owners Association (POA)?
XY UN
Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10.
To be included in the Final WQMP
- 27 -
Appendix 1: Maps and Site Plans
Vicinity Map, Regional Water Map and WQMP Site Plan
- 28 -
TENTATIVE TRACT No. 38872
WQMP - EXHIBIT A-1
NORTH
VICINITY MAP
San Jacint Main St
W Esplanade Ave
E Esplanade Ave
SITE
s San Jacineno S Hewitt St Ramona Expy
E Washington Ave
N Santa Fe Meridian St-
Park Ave
E
Cilman spungs Ra -Вертола
SAN JACINTO RIVER
City of San Jacinto
City of Perris
SITE
WOMP EXHIBIT A-2
City of Hemet 79 REGIONAL WATERS MAP
74 TENTATIVE TRACT
Mocall Biva 38872
79 City of Menifee
Canyon Lake CITY OF SAN JACINTO, CA
RiveRSide Dr Newport Rd
L1516001
1-15-24
Lake Elsinore
฿
SPUBUC BCAKS
• SITE
ISTANEE ME
ALIN AK
3 Guarm
CONAT TE
VIGNTY MAP
DA0O
LIE
șaзtjesasg
4DO
PHITE OF REÇORI
TTM 36672
ORANAGE AREA HME
BHaT A-4
LEGEND
-6063
SIR & STAL
TYPICAL LOT ORANAGE/SELF-RETAINING UP
Appendix 2: Construction Plans
Grading and Drainage Plans
- 29 -
TTM 38872
Preliminary Grading Plan
URUTY PURVEYOR!
EFt.
Preliminary Gracing Pen
Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data
- 30 -
GEOTECHNICAL AND INFILTRATION EVALUATION
PROPOSED SINGLE-FAMILY RESIDENTIAL DEVELOPMENT
ASSESSOR'S PARCEL NUMBEr 439-180-01 1
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
G
GEOTEK
Geo Tek, Inc.
1548 North Maple Street, Corona, California 92878
(951) 710-1160 Office (951) 710-1167 Fax www.geotekusa.com GEOTEK
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.
GEOTECHNICAL | ENVIRONMENTAL | MATERIALS
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 2
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.
СКОТЕСНИСА
Bre
Bruce A. Hick Edward H. LaMont
GE 2284, Exp. 12/31/24 CEG 1892, Exp. 07/31/24
Geotechnical Engineer Principal Geologist
Inal m. Dcott
Anna M. Scott
Project Geologist
Distribution: (I) Addressee via email (one PDF file)
G:\Projects\345/ to 3500\3489CR San Jacinto Investments 2023, LLC APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\3489CR Geotechnical and Infiltration Evaluation San lacinto doc G
GEOTEK
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page i
TABLE OF CONTENTS
I. PURPOSE AND SCOPE OF SERVICES... .. l
2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT..
2.1 SITE DESCRIPTION ......
2.2 PROIECT DESCRIPTION .2
3. FIELD EXPLORATION AND LABORATORY TESTING ... 2
3.I FIELD EXPLORATION.... • 2
3.2 LABORATORY TESTING .4
4. GEOLOGIC AND SOILS CONDITIONS.
4.I REGIONAL SETTING...
4.2 GENERAL SOIL CONDITIONS..
4.2./ Alluvium...
4.3 SURFACE WATER AND GROUNDWATER.....
4.3./ Surface Water.
4.3.2 Groundwater.....
4.4 FAULTING AND SEISMICITY
4.4./ Faulting...
4.4.2 Seismic Design Parameters....
4.5 LIQUEFACTION...
4.6 SEISMIC SETTLEMENTS....
4.7 OTHER SEISMIC HAZARDS. 9
5. CONCLUSIONS AND RECOMMENDATIONS.. 9
5.1 GENERAL
5.2 EARTHWORK CONSIDERATIONS..
5.2./ General.
5.2.2 Site Clearing.....
5.2.3 Site Preparation - Building Pad..
5.2.4 Pavement Areas...
5.2.5 Hardscape Area..... ...11
5.2.6 Preparation of Excavation Bottoms....
5.2.7 Engineered Fill...
5.2.8 Transition Lot Condition.
5.2.9 Excavation Characteristics....
5.2.10 Trench Excavations and Backfill
5.2.1/ Shrinkage and Bulking..... 13
5.2.12 Grading Plan Review.... 13
5.3 DESIGN RECOMMENDATIONS.... 13
5.3./ Foundation Design Critera.................. ..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./ Asphalt Concrete (AC) Pavement... ...21
G
GEOTEK
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page ii
TABLE OF CONTENTS
5.5.2 Permeable Interlocking Concrete Pavers.... ... 22
5.5.3 Portland Cement Concrete (PCC) Pavement. ... 213
5.5.4 Pavement Construction.. ... 23
CONCRETE CONSTRUCTION. ...24
5.6./ 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 I - 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
G
GEOTEK
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 1
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 (CT) 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 I). 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 G
GEOTEK
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 2
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 G
GEOTEK
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 3
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-l 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 |.4 inches. The sampler was unlined. The sampler conformed to the requirements of ASTM D 1586. A |40-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-l.
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 cm? 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-| 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 three- inch 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 G
GEOTEK
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 4
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
Depth of Test
Infiltration Rate (Inches
Boring Boring
per hour)
(Feet)
1-I 5.0 3.55
1-2 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 G
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#200 sieve) tests were performed on selected samples. The optimum moisture content- maximum 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.I 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 O.I 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 -||6.9528 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 SI) for 0.2 and I.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 Smi and Soi reported as "null-See Section ||.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 S, exceeds 0.2. The value S, 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 S, exceeds 0.2 provided the value of the seismic response coefficient, Cs, is conservatively calculated by Eq 12.8-2 of ASCE 7-16 for values of T≤I.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. 12.8-3 for T.≥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, S. 0.903g
Site Coefficient for Site Class "D", Fa
Site Coefficient for Site Class "D", Fv 1.7
Maximum Considered Earthquake Spectral Response 2.223g
Acceleration for 0.2 Second, Sms
Maximum Considered Earthquake Spectral Response 1.535g
Acceleration for 1.0 Second, SMi
5% Damped Design Spectral Response Acceleration Parameter 1.482g at 0.2 Second, Sos
5% Damped Design Spectral Response Acceleration Parameter 1.023g at I second, So
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 earthquake- induced 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 PGAy of I.I|g 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)
-N 0.56
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 G
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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 I (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.l 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 G
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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 DI557 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 DI557 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 GEOTEK
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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 DI557 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 (I) 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 DI557 test procedures). Under-slab trenches should also be compacted GEOTEK
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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.I 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 G
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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:
"VERY LOW"
DESIGN PARAMETER
EXPANSION INDEX
Building Foundation Depth or Minimum Perimeter 12
Beam Depth (inches below lowest adjacent grade)
Minimum Foundation Width (Inches) 12
Minimum Slab Thickness (actual) 4 inches
6"'x 6" - W2.9 x W2.9 welded wire fabric or
Minimum Slab Reinforcing
Minimum Footing Reinforcement
Minimum of 100 percent of the optimum
Presaturation of Subgrade Soil noisture content to a depth of at least 12 (Percent of Optimum)
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 (E,) 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:
E, = E, ((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-I0. 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 GEOTEK
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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 (I) 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 (I) sample collected during the field investigation. The results indicate that the water-soluble sulfate result is less than O.I percent by weight, which is considered "negligible" as per Table 4.2.l of ACI 318. Based on the test results and Table 4.3.I 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.I.l 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 0.00IH, where His 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 l: (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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SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 20
ACTIVE EARTH PRESSURES
Surface Slope of Retained Equivalent Fluid Pressure
Materials (pcf)
(horizontal:vertical) 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 (I) foot wide section of - to I-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 (I) cubic foot per linear foot of ¾¾- to I-inch clean crushed rock or an approved equivalent, wrapped in filter fabric (Mirafi |40N or an approved equivalent). The G
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Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page 21
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.l 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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Geotechnical and Infiltration Evaluation May 11, 2023
San lacinto, Riverside County, California Page 22
PRELIMINARY MINIMUM PAVEMENT SECTION
Thickness of Asphalt Thickness of Aggregate Base
Traffic Index
Concrete (inches) (inches)
5.5 3.0* 6.0*
(Access/Drive Lanes)
7.0 4.0 7.0
(Collector Streets)
*City of San Jacinto minimum
Traffic Indices (Tls) 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 G
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San Jacinto, Riverside County, California Page 23
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 I-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 GEOTEK
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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 DI557 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.
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.
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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San Jacinto, Riverside County, California Page 26
• 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 I0, 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", 6* 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.
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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 1|7, 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 ||7A.
Terzaghi, K. and Peck, R. B., 1967, "Soil Mechanics in Engineering Practice", Second Edition.
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0.5 KILOMETERS 2
1000 500 METERS 1000 2000
0,5
MILES
1000 1000 2000 3000 4000 5000 600D 7000 8000 9000 10000 FEET
Dellamont
LOYLLWILD DRU
RECORD RD SOBOBA RD
OTTER RE
San Jacinto
Mountains
• STATE ST
San Jacinto
Rescruoir W RAMONA EXPY:
COUNTRY VILLAGE DR
Soboba Hot
Springs
SAN JACINTO DANTUCKET ST ¡LESSANDRO AVE
LOUNG HARBOR ST ORDAN AVE W RAMONA EXPY
VERNON AVE
IVAN EV N STATE CT N SAN JACINTO AVE
FONTE 50T A724 LAKE MARK DR
COTTONWOOD AVE E 1ST ST
E MEAD ST
N BRINTON ST S RAMONA BLVD E 2ND ST WANNA ST
IN DILLON AVE N SCOVELL N VICTORIA AVE E 3RD ST VIEW DR
MEADOW VIEW W STH ST ESTH ST S VERNON ANT
ESTH ST ЗA7 30L3725(H 5 APPROXIMATE
₩ 7TH ST SITE AREA
W OTH ST
E SHAVER ST
EVENTH ST & BUENA VISTA ST
THIRTEENTH ST
W. ESPLANADE AVE
E ESPLANADE AVE
RAMONA EXPY
COMMONWEALTH AVE OAKWOOD ST ONWEALTH AVE
REINHART ST
RONG NEST PL
San Jacinto GIRARD ST
Valley GARRETT WAY
EATON AVE
WASHINGTON AN -WASHINGTON AVE
SUNWEST BRITTANIA RO
RANCHO
W FRUITVALE AVE E FRUITVALE AVE snacinto
Cem •CORORA ST
MENLO AVE HEMET
Modified from the San Jacinto
• OAKLAND AVE TONY
N CHARTS 2021 7.5-minute Topographic
GRAND TE ON AVE
Map Sheet
E DEVONSHIRE AVE
AVONCHIREAYE
San Jacinto Investments 2023, LLC
APN 439-180-011 Figure I
South Hewitt Avenue and East Esplanade G
Avenue Site Location
and
San Jacinto, Riverside County, California
NORTH Topography
Map GEOTEK
Project No. 3489-CR
LEGEND
(Locations are Approximate)
B-6 Hollow-stem Auger 1-2 Infiltration Test CPT-3
Boring Location Location CPT Sounding
I-2 1-1
CPT-1
CРT-2
B-1
B-2
NG AREA 2 177 Homes PLANNING AREA 3 115 Homes
PELE
PLAN B-4
B-5 B-6
CPT-3
VEMNON
500 f
San Jacinto Investments 2023, LLC
Assessor's Parcel Number 439-180-011
Figure 2
South Hewitt Avenue and East Esplanade Avenue G
San Jacinto, Riverside County, California Exploration
Location
NORTH Map
GeoTek Project No. 3489-CR GEOTEK
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
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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 I-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the 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 neid line use mit he mational change.
Thick solid line denotes end of boring
(Additional denotations and symbols are provided on the boring logs) G
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GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER:_ 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Depth (fe) Number Boring No.: B-1 Content
Sample Type Blows/ 6 in Dry Density
MATERIAL DESCRIPTION AND COMMENTS Water
Alluvium:
8 RI SP F-m SAND, grey, slightly moist, medium dense 3.6 105.8 12 15
10 R2 F-m SAND, grey brown, slightly moist, medium dense 6.9 109.3 13 13
R3
RA ML-CL Sandy SILT to Sandy CLAY, grey brown, slighly moist, very siff 142980 16 19
10 16 RS Mi Sandy SILT, to SAND, grey, slightly moist, very stif 25 15 5 R6
Sandy SILT, grey, moist, stiff, trace clay 21.6 107.8 % Passing #200 = 21.7 8 13
20 12 R7 Sandy SILT to f SAND, grey, moist to slightly moist, hard to dense 2.3| 124.2 % Passing #200 = 26.7 26 41
25 SI Clayey SILT, grey, moist, stiff 25.6 LL=39; PL=23; PI=17 % Passing #200 = 76.3
130 29.6
52 Sandy SILT to clayey SILT, grey, moist, stiff LL=50; PL=25; PI=25 % Passing #200 = 77.6
Sample type: ..-Ring L--SPT -Smal Bulk --Large Bulk ...No Recovery · Water Table AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Depth (fe) Number Boring No.: B-1 (continued) Content
Sample Type Blows/ 6 in USCS (5) Dry Density
Sample MATERIAL DESCRIPTION AND COMMENTS Water
35 10 53 SP 8.0
F SAND, light grey, slightly moist, dense % Passing #200 = 4.8 140
10 S4 Fac SAND, light grey, slightly moist, dense
16 16
45 14 F-m SAND, light grey, slightly moist, dense 2.7
19 23
50 15 56 F SAND, grey, slightly moist, dense
19 19
BORING TERMINATED AT 51.5 FEET
Nong untie intentertines
Sample type: -..Ring -..SPT X Large Bulk ...No Recovery Water Table AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing: SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Depth (fe) Number Boring No.: B-2 Content
Sample Type Blows! Dry Density
Sample MATERIAL DESCRIPTION AND COMMENTS
Alluvium:
2 RI SM Silty f SAND, grey brown, moist, loose 10.1 95.9 R2 Silty f SAND, grey brown, moist, medium dense 9.0 102.6 Collapse =vu
R3 Mi Cayey SiLT, grey, slightly moist, hard 96109.1
22 25
10 8 R4 SM sity f-m SAND, tan, slightly moist, dense
26 15
R5 Silty f SAND, grey brown, slightly moist, dense 10.4| |19.1 16 44
20 R6 ML-SM Clayey SILT to silty f-m SAND, grey brown, slightly moist to moist, hard to very 11.6 118.4 BORING TERMINATED AT 21.5 FEET
Nong untie it a cranes.
25 30
Sample type: --Ring L-SPT -Small Bulk ..Large Bulk -No Recovery Water Table AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing; SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Depth (ft) Boring No.: B-3 Content
Sample Type Blows 6 in Sample Number (%)
MATERIAL DESCRIPTION AND COMMENTS
Alluvium: SH, EI, MD
EI=0
ML F sandy SILT, grey, moist, stiff 10.5 | 103.5
6 R2 F sandy SILT, grey, slightly moist, very stiff 11.5 | 106.4 LLL 10
18 R3 Clayey SILT to f sandy SILT, slightly moist, very stiff 6.5 89.9 Collapse 14 I RASP SAND to fum SAND, light grey to lighe brown, slightly moist, medium dense 14 15
12 SP-SM F SAND to silty f SAND, light grey to tan, slightly moist, medium dense 15 17
BORING TERMINATED AT 16.5 FEET
No groundwater encountered
Boring backfilled with soil cutting:
20 25
30 Sample type: --Ring Z-Small Bulk --Large Bulk -No Recovery ..Water Table LEGEND
AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing; SR = Sulfate/Resisitivity Test HC= Consolidation MD = Maximum Density SH = Shear Test
GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER: 2R Driling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San lacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Depth (ft) Number USCS Symbol Boring No.: B-4 Content
Sample Type Blowsl 6 in
Sample MATERIAL DESCRIPTION AND COMMENTS Water
Alluvium:
4 RI SP FSAND, tan, slightly moist, loose 6.9 101.1
5 -5 R2 SM silty f SAND, can, slightly moist, medium dense 13 996 Collapse 10 8 R3 -ML Sandy SILT, tan, slightly moist, very stiff 47" 104.5 16 23
10 TO R4 SP Fam SAND, tan, slighty moit, medium dense
23 15 SM-ML Sity f SAND to clayey SiLT, tan to light grey, slighty moist to moist, medium 13.7 113.9 8 dense to very stiff
20 120
8 R6 SM Silty f-m SAND, grey, slightly moist to moist, dense 8.2| 112.3 23 34
BORING TERMINATED AT 21.5 FEET
Norn unite enc nt crtes
25 30
Sample type: --Ring I-SPT Z-Smal Bulk ..L arge Bulk --No Recovery Water Table AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing; SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Depth (fe) Number Boring No.: B-5 Content
Sample Type Blows/ 6
Sample MATERIAL DESCRIPTION AND COMMENTS
Alluvium:
RI SP-ML F SAND to clayey SILT, grey-brown, moist, stiff 12.3| 100.5 R2 Mi F sandy SILT. grey brown, sighty moist, very silf minor pinhole porosiy 1123 15 17
R3 F sandy SILT, grey brown, slightly moist, very stiff, minor pinhole porosity 7.9 • 112.1 Collapse 14 16
10 =
R4 ML-SM Chyey SILT to silty f SAND, brown to light grey, slightly moist to moist, very 92 1072 stiff, medium dense
13 15
13 SM-SP Silty f SAND to f SAND, brown to light grey, moist to slightly moist, dense 19 31
BORING TERMINATED AT 16.5 FEET
o groundwater encountere
bring backfilled with soil cuttin
20 25
30 Sample type: --Ring Z-Small Bulk -Large Bulk -No Recovery ..Water Table LEGEND
AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing; SR = Sulfate/Resisitivity Test HC= Consolidation MD = Maximum Density SH = Shear Test
GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER:_ 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Depth (fe) Boring No.: B-5 Content
Sample Type Blows 6 in Sample Number
MATERIAL DESCRIPTION AND COMMENTS
Alluvium: SR
ML F sandy SILT, grey, slightly moist to moist, medium stiff, trce roots 16.9 99.6 5 R2 SM Silty f-m SAND, tan, slightly moist, medium dense 115.0 R3 SM-SP Silty f-m SAND to f SAND, tan to grey brown, slightly moist to moist, medium 9.9 111.6 10 dense
12 10
RAM F sandy SiLT, grey brown, slightly moist to moist, very seif 14 15
6 R5 Clayey SILT, grey, slightly moist to moist, stiff 23.8 95.7 20 R6 ML-SM Clayey SILT to silty f SAND, grey to tan, moist to slightly moist, very stiff to 14.5| 109.9 medium dense
21 BORING TERMINATED AT 21.5 FEET
Normountie encount crities
25 30
Sample type: --Ring L-SPT -Small Bulk ..Large Bulk -No Recovery Water Table AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing; SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER: 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Number Infiltration No.: I-l • Content
Depth Sample Type USCS (5) Dry Density
Sample MATERIAL DESCRIPTION AND COMMENTS
Alluvium:
SM Silty f SAND, grey, slightly moist
SP F SAND, light grey, slightly moist
BORING TERMINATED AT 5 FEET
Boring bandited encounterednes
15 20
25 30
Sample type: --Ring Z-Small Bulk -Large Bulk -No Recovery ..Water Table LEGEND
AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing; SR = Sulfate/Resisitivity Test HC= Consolidation MD = Maximum Density SH = Shear Test
GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: San jacinto Investments 2023, LLC DRILLER:_ 2R Drilling LOGGED BY: C. Diaz PROJECT NAME: APN 439-180-011 DRILL METHOD: Hollow Stem OPERATOR: Jerry PROJECT NO.: 3489-CR HAMMER: 140#/30" RIG TYPE: Track CME 75 LOCATION: San Jacinto, CA DATE: 4/21/2023
SAMPLES Laboratory Testing
Number Infiltration No.: 1-2 Content
Depth Sample Type USCS (5) Dry Density
Sample MATERIAL DESCRIPTION AND COMMENTS
Alluvium:
SM Silty f SAND, grey, slightly moist, loose
SP F SAND, light grey, slightly moist, loose
BORING TERMINATED AT 5 FEET
Boring bandited encounterednes
15 20
25 30
Sample type: --Ring Z-Small Bulk -Large Bulk -No Recovery ..Water Table LEGEND
AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test Lab testing; SR = Sulfate/Resisitivity Test HC= Consolidation MD = Maximum Density SH = Shear Test
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
G
GEOTEK
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page B-L
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 shea 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) 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, in- place 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.
GEOTEK
SAN JACINTO INVESTMENTS 2023, LLC Project No. 3489-CR
Geotechnical and Infiltration Evaluation May 11, 2023
San Jacinto, Riverside County, California Page B-L
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.
Chloride Sulfate Resistivity
pH
Boring No. Depth (ft.) ASTM D4327 ASTM D4327 ASTM G187
ASTM D4972 (% by weight) (ohm-cm)
(mg/kg)
B-6 0-5 8.4 14.1 0.0019 7,370
G
GEOTEK
STRESS IN KIPS PER SQUARE FOOT
0.1 1.0 10.0 100.0
0.00 1.00
2.00 CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%) 3.00
4.00 5.00
6.00 --•--- Seating Cycle
_oading Prior to Inundatio
_oading After Inundatior
--*--- Rebound Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
G COLLAPSE REPORT
Sample: B-2 @ 3 feet
GEOTEK Plate B-1
CHECKED BY: JB Lab: Corona APN 439-180-011
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California
STRESS IN KIPS PER SQUARE FOOT
0.1 1.0 10.0 100.0
0.00 1.00
CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%) 2.00
3.00 4.00
--•--- Seating Cycle
_oading Prior to Inundatio
_oading After Inundatior
--*--- Rebound Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
G COLLAPSE REPORT
Sample: B-3 @ 7 feet
GEOTEK Plate B-2
CHECKED BY: JB Lab: Corona APN 439-180-011
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California
STRESS IN KIPS PER SQUARE FOOT
0.1 1.0 10.0 100.0
0.00 1.00
2.00 CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)
3.00 4.00
5.00 --•--- Seating Cycle
_oading Prior to Inundatior
_oading After Inundatior
--*--- Rebound Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
G COLLAPSE REPORT
Sample: B-4 @ 3 feet
GEOTEK Plate B-3
CHECKED BY: JB Lab: Corona APN 439-180-011
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California
STRESS IN KIPS PER SQUARE FOOT
0.1 1.0 10.0 100.0
0.00 CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)
2.00 --•--- Seating Cycle
_oading Prior to Inundatior
_oading After Inundatior
--*--- Rebound Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
G COLLAPSE REPORT
Sample: B-5 @ 7 feet
GEOTEK Plate B-4
CHECKED BY: JB Lab: Corona APN 439-180-011
PROJECT NO.: 3489-CR Date: 5/3/2023 San Jacinto, California G
DIRECT SHEAR TEST
GEOTEK
Project Name: APN 439-180-011, San Jacinto Sample Location: B-3 @ 0-5 feet Project Number: 3489-CR Date Tested: 5/5/2023
4000.0
3500.0
3000.0
$ 5000
STRESS
1500.0
1000.0
500.0
0.0 + 15000
0.0 500.0 1000.0 2000.0 2500.0 3000.0 3500.0 4000.0
NORMAL STRESS (psf)
Shear Strength: $= 30° : C= 117 pst
Notes: 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.
2 - The above reflect direct shear strength at saturated conditions. 3 - The tests were run at a shear rate of 0.01 in/min.
G
GEOTEK EXPANSION INDEX TEST
(ASTM D4829)
Client: San Jacinto Investments 2023, LLC Tested/ Checked By: AC Lab No Corona Project Number: 3489-CR Date Tested: 4/27/2023
Project Location: APN 439-180-011, San Jacinto Sample Source: B-3 @ 0-5 feet Sample Description:
Ring #: _Ring Dia. : 4.01" Ring Ht.1"
DENSITY DETERMINATION
Weight of compacted sample & ring (gm) 771.6 READINGS
Weight of ring (gm) 367.0 DATE TIME READING
Net weight of sample (gm) 404.6 4/27/2023 0.3950 Initial Wet Density, Ib / f3 (C*0.3016) 122.0 4/27/2023 0.3930 10 min/Dry Dry Density, Ib / ft3 (D/1.F) 112.0
SATURATION DETERMINATION
Moisture Content, % 9.0
Specific Gravity, assumed 2.70 4/28/2023 0.3930 Final
Unit Wt. of Water @ 20 °C, (pct) 62.4
1% Saturation 48.1 Final Weigh V We MOISTURE
sample & tare % Moisture
795.5 14.9
EXPANSION INDEX =
GeoTek - Corona
1548 N. Maple St.
Corona, CA 92880
Phone: (951) 710-1160 GEOTEK
Fax: (951) 710-1167
Report No: PTR:23-00082-S01
Proctor Report
Client: San Jacinto Investments 2023, LLC CC:
8951 Research Drive
Irvine CA 92618
Project: 3489-CR
APN 439-180-011, San Jacinto
THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL
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
Dry Unit Weight - Water Content Relationship Test Results Uncorrected Corrected ASTM D 1557
Maximum Dry Unit Weight (Ibf/ft*): 123.2
Optimum Water Content (%): 9.4
127.0 Method:
Preparation Method: Moist
Retained Sieve No 4 (4.75mm) (%): 9
Passing Sieve No 4 (4.75mm) (%): 91
126.0 Tested By: Mycheal Phillips
Date Tested: 4/25/2023
ASTM D 4718
Corrected Maximum Dry Unit
125.0 Neight (Ibf/ft?): 126.3
orrected Optimum Wate
ontent (%): 8.7
Dry Unit Weight (Ibf/ft?) Specific Gravity (Oversize): 2.70 124.0
Sieve Size (Oversize):
2 o
Oversize Particles (%):
123.0
122.0-
121.0
1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0
Water Content (%)
Comments
Form No: 110031, Report No: PTR:23-00082-S01 © 2000-2023 QESTLab by SpectraQEST.com Page 1 of 1 Project X REPORT S230426D
X Corrosion Engineering Page 1
Corrosion Control - Soil, Water, Metallurgy Testing Lab Results Only Soil Testing
for
APN 439-180-011,
San Jacinto
April 28, 2023
Prepared for:
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
Respectfully Submitted,
No. M37102
Eduardo Hernandez, M.Sc., P.E.
Sr. Corrosion Consultant
NACE Corrosion Technologist #16592
Professional Engineer
California No. M37102
[email protected]
29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
Project REPORT S230426D
Corrosion Control - Soil, Water, Metallurgy Testing Lab 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 ASTM ASTM ASTM AST ASTM
D4327 GIST D4327 D6919 D6915 D6919 D4327
Bore#/ Depth Sulfates Chlorides Resistivity PH Redox Sulfide Nitrate Ammonium Lithium - Sodium Potassium Magnesium Calcium Fluoride Phosphate Descrintion so.# NO.: PO.-
(phag) (*15) (ng/kp) (mp/kg) (mghg)
0-5 19.0 10.00191 D.0014 16.7507,370] ND 34.4 23.5 42.9 331.5 5.4 Cations 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 extrac PPM = mg/kg (soil) = mg/L (Liquid
29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
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
G
GEOTEK
PERCOLATION DATA SHEET
Project APN 439-180-011. Job No.: 3489-CR.
Test Hole No.: I-l Tested By: Dew Date: 4/21/23
Depth of Hole As Drilled: 60" _ Before Test: 60" After Test 60" Total Initial Final
Time Rate
Reading Depth of Water Water A in Water .
Time Interval (minutes Comments
No. Hole Level Level Level
(Min) per inch)
(Inches) (Inches) (Inches) (Inches)
8:41 25 60 36 51.0 15,0
9:06
9:06 • 25 60 36 50,0 14.0
2 9:31
9:33 10 60 36 43.0
7,0
9:43
9:44 10 60 36 42.9 6.9
4 9:54
9:55 10 60 36
5 42.8 6.8.
10:05
10:05 10 60 36 42.8 6.3
6 10:15
10:15 10 60 36 42,7 6.7
10:25
10:26 10 60 36 42,7 6.7
8 T0:36
' PERCOLATION DATA SHEET
Project: APN 439-150-011 Job No: 3489-CR
Test Hole No.:_ I-Z Tested By: DRw Date: 4/21/23
Depth of Hole As Drilled: 60" Before Test: 60"' 60"
After Test.
Total initial Final
Time Rate
Reading Depth of Water Water 4 In Water
Time Interval (minutes Comments
No. Hole Level Lovel Level
(Min) per inch)
(Inches) (Inches) (Inches) (Inches)
8:47 25 60 36
50.0 14
9:12
9:13 25 60 49,7
3b 13,7
Z
9:38
9:38 10 60 -36 41.5 5.5
3 9:48
9:48 41.5 5.5
10 60 36
4 9'58
9:59 10 60 36 41,5 5.5
5 10:09
10:10 10 60 36 41,4 5,4
6 10:20
10:20 10 60 36- 41.3 5,3
7 10:30
10:30 10 60 36 41.3 5.3
8 10:40
Client: San Jacinto Investments 2023, LLC
Project: APN 439-180-011
Project No: 3489-CR
Date: 4/24/2023
Boring No. 1-1
Infiltration Rate (Porchet Method)
Time Interval, At = 10
Final Depth to Water, D. = 42.7
Test Hole Radius, r = 4
Initial Depth to Water, Do = 36
Total Test Hole Depth, Dr = 60
Equation - AH (60r)
At (rt2Havg)
Ho= DT-Do= 24
Hp = DT- Dr= 17.3
6.7 Havg = (Ho+HF)/2 = 20.65
4= 3.55 Inches per Hour
G
GEOTEK
Client: San Jacinto Investments 2023, LLC
Project: APN 439-180-011
Project No: 3489-CR
Date: 4/24/2023
Boring No. 1-2
Infiltration Rate (Porchet Method)
Time Interval, At = 10
Final Depth to Water, D. = 41.3
Test Hole Radius, r = 4
Initial Depth to Water, Do = 36
Total Test Hole Depth, Dr = 60
Equation - AH (60r)
At (rt2Havg)
Ho= DT-Do= 24
Hp = DT- Dr= 18.7
5.3 Havg = (Ho+HF)/2 = 21.35
2.72 Inches per Hour
G
GEOTEK
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
G
GEOTEK
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
SBT plot
1,000
7 8
9 100-
Cone resistance, qc/pa
10 4
1 +
0.1 10
Friction Ratio, Rf (%)
SBT legend
1. Sensitive fine grained 4, Clayey sit to silty clay 7. Gravely sand to sand
2. Organk material 5. Sity sand to sandy silt 8. Very stiff sand to clayey sand
3. Clay to sity clay 6. Clean sand to sily sand 9. Very stiff fine grained Kehoe Testing and Engineering
714901-7270
[email protected]
www.kehoetesting.com
Project: GeoTek CPT-1
Location: 1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.26 ft, Date: 4/21/2023 Cone resistance Sleeve friction Pore pressure u Friction ratio Soil Behaviour Type Silly sand & sandy sill
Silty sand & sandy sil
lar & silty cla
sand & sandy sill
Silly sand &r sandy silt
Clav & silty clan
Sant & silty sand
Silly sand & sandy sil
land & silly san
illy sand & sandy si
Silty sand & sandy sil
24 Clay & silty clay
26 Clay
DENYSIRE
Depth (ft) Depth (ft) Depth (ft) 30 Depth (ft) Depth (ft) Sand & silly sand
32 24
Sand & silly sand
Silty sand & sandy sill
Clax & silty clan
Sand & silty sand
Silly sand & sandy silt
Clay & silty clay
Silly sand & sandy silt
Sand & silty sand
Very densestiff soil
58- 58 58- 58- Sand & silly sand
60 60 60 60- very denserstift so
100 200 300 400 500 600 8 10 -20 20 40 60 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Pressure (psi) Rf (%) SBT (Robertson, 2010) CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:24 AM Project file: C: \CPT Project Data\GeoTek-SanJacinto4-23\CPT Report\CPeT.cpt Kehoe Testing and Engineering
714901-7270
[email protected]
www.kehoetesting.com
Project: GeoTek CPT-2
Location: 1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.38 ft, Date: 4/21/2023 Cone resistance Sleeve friction Pore pressure u Friction ratio Soil Behaviour Type Silty sand & sandy sil
Clay & silty clay
Clay & silly clay.
Sand & sily sand
Clay & silly clay
Silly sand & sandy silt
Sand & silly sand
Silly sand & sandy sill
Clay & silly clay.
Silly sand & sandy silt
Sand & silly sand
Sly send & sendly sill
24 Sand & silly sand
Silty sand & sandy silt
28 Depth (ft) Depth (ft) Depth (ft) 30 Depth (ft) Depth (ft) Silty sand & sandy sill 32 Sand & silty sand
34 Silly sand & sandy silt
Sand & silly sand
Sant & silty sand
Silly sand & sandy silt
Sens & sily sand
58. 58 58- 58-
60 60 60 60- - Very densessi sall
100 200 300 400 500 600 8 10 -20 20 40 60 3 4 8 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Pressure (psi) Rf (%) SBT (Robertson, 2010) CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:24 AM Project file: C:ICPT Project DatalGeoTek-SanJacinto4-23\CPT Report\CPeT.cpt Kehoe Testing and Engineering
714901-7270
[email protected]
www.kehoetesting.com
Project: GeoTek CPT-3
Location: 1599 S. San Jacinto Ave, San Jacinto, CA Total depth: 60.20 ft, Date: 4/21/2023 Cone resistance Sleeve friction Pore pressure u tio Soil Behaviour Type Clay & sily clay
ON 5 5 Sly sand & sandy silt
Silly sand & sandy silt
Clay & silly clay
Silly sand & sandy silt
Sand & silly sand
Gay
* 00 = = Clay & silty clay
Sitems castrell
Silly sand & sandy silt
Clay & silty clay
Sand & silty sand
Chay & silly clay
Silly sand & sandy silt
28 Sand & silly sand
Silty sand & sandy sill
Cla
Silly sand & sandy silt
Sand & silly sand
Silty sand & sandy sil
silly sand & sandy sill
Gav 2 silt cle
and & silty sand
Sand & silty sand
Silty sand & sandy sill
Sand & silty sand
Silly sand & sandy silt
Sily sand & sandy sill
58- 58 58-
60 60- Silly sand & sandy silt
100 200 300 400 500 600 10 -20 20 40 60 3 4 10 12 14 16 18 Tip resistance (tsf) Friction (tsf) Pressure (psi) Rf (%) SBT (Robertson, 2010) CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 4/24/2023, 11:05:25 AM 3 Project file: C: ICPT 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
G
GEOTEK
GroTek. for
G
GEOTEK
LIQUEFACTION ANALYSIS REPORT
Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-1
Input parameters and analysis data
Analysis method: NEER (1998) G.W.T. (in-situ): 80.00 ft Use fill: No Clay like behavior Fines correction method: NCEER (1998) G.W.T. (earthq.): 80.00 ft Fill height: N/A applied: Sands only Points to test: Based on Ic value Average results interval: 3 Fill weight: N/A Limit depth applied: No Earthquake magnitude My: 7.30 Ic cut-off value: 2.60 Trans. detect. applied: Yes Limit depth: N/A Peak ground acceleration: 1.11 Unit weight calculation: Based on SBT K, applied: Yes MSF method: Method based Cone resistance Recompact ed soil" CRR plot FS Plot
Recompacted Soil 4 Recompacted Soil
8- 4-
10 10 10 6-
8-
12 12 12-
10- 10-
14 14 14-
12-
16 16- 16-
14-
18 18 18-
201
22 24-
26-
28-
Depth (ft) 30-
32- 32-
34-
36-
38-
40-
42-
44-
46 48-
50-
52-
54- 54-
56- 56-
58- 58
60- 60-
200 400 10 3 0.2 0.4 0.€ 0.5 1.5
qt (tsf) Rf (%) Ic (Robertson 1990) CRR & CSR Factor of safety Mw=71/2, sigma'= 1 atm base curve Summary of liquefaction potential
0.8 1,000 =
Liquefaction
0.7 •
0.67 100
0.5 Normalized CPT penetration resistance
0.4 10 =
0.3 0.2 -
1-
0.1 10
0.1 Normalized friction ratio (%)
Zone Ay: Cyclic liquefaction likely depending on size and duration of cyclic loading No Liquefaction Zone Az: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
TITT Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening 20 40 60 80 100 120 140 160 180 200 Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, Qtn, cs brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - 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\allpts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-1 CPT basic interpretation plots (normalized)
Norm. cone resistance Norm. friction ratio Nom. pore pressure ratio Stromated Sail Norm. Soil Behaviour Type 6-
8- 8- 8-
Silly sand & sandy silt
Sand & sity sand
Sand
silly sand & sandy sil
Sily sand & sandy sit
Sand & sily sand
lty sand a sandy si
and & sity sand
Sily sand & sandy sit
Clay
Depth (ft) Depth (ft) Depth (ft) 30- Clay & silty clay
Sand & sily sand
Silly sand & sandy sitt
Sand & sity sand
Silly sand & sandy sil
Clay & silty clay
Silty sand & sandy sitt
46- Sand & sily sand
48-
Ely ah, sany sit.
Silty sand & sandy silt
Sand & sily sand
Silty sand & sandy silt
50 100 150 20C 0 2 6 8 10 -0.2 O 0.2 0.4 0.6 0.8 3 4 0 1 2 34 56 7 8 9101112131415161718 Otn Fr (%) Ic (Robertson 1990) SBTn (Robertson 1990)
Input parameters and analysis data
Analysis method: NEER (1998) Depth to water table (ertho.): 80.00 t Fill weight: N/A Fines correction method: NEER (1998) Average results interval: Transition detect. applied: Yes SBTn legend Based on Ic value Te cut off value. 2.60 Ky applied: • 1. Sensitive fine grained • • 7. Gravely sand to sand
4. Clayey silt to silty
Earthquake magnitude M: Unit weight calculation: Racon on Cil Peak ground acceleration: 1.11 Use fill: No • | 2. Organic material • 5. Silty sand to sandy silt • 8. Very stiff sand to Depth to water table (insitu): 80.00 ft Fill height: Limit depth: • 3. Clay to silty clay • 6. Clean sand to silty sand • 9. Very stiff fine grained 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\allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-1 Liquefaction analysis overall plots
CRR plot FS Plot Liquefaction potential Vertical settlements Lateral displacements 0-1
2-
Recompacted Soil Recompacted Soil Recompacted Soil Recompacted Soil 4-
6- 6-
7) чада
0.2 0.4 0.6 0.5 1.5 10 15 0 0.1 0.2 0.3 0.4 0.5 0
CRR & CSR Factor of safety LPI Settlement (in) Displacement (in) Input parameters and analysis data F.S, color scheme LPI color scheme • Almost certain it will liquefy • Very high risk
Analysis method: NCEER 01998) Depth to water table (ertha.): 80.00 m Fines correction method: NEER (1998) Average results interval: Transion detect. apled: Nes • Very likely to liquefy • High risk Te cut off value. 2.60 applied
Clay like behavior applled: • Liquefaction and no liq. are equally likely • Low risk Earthquake magnitude M: Unit weight calculation: Raced an Cit Sands only Peak ground acceleration: 1.11 Use fill: No Limit depth applied: No • Unlike to liquery Depth to water table (insitu): 80.00 ft Fill height: Limit depth: N/A Almost certain it will not liquery 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\allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands ::
Depth Ic Qin KC Qtn, cs N1,60 Gmax CSR Shear, Y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (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 0.67 0.000 0.00 0.00 0.00 0.000
0.23 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.28 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.33 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.42 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.48 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.53 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.62 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.68 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.72 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.80 -1.00 -1.00 1.00 -1.00 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 0.67 0.000 0.00 0.00 0.00 0.000
1.07 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.12 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.16 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
1.18 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
1.26 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
1.35 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.38 -1.00 -1.00 1.00 -1.00 0.67 0,000 0.00 0.00 0.00 0.000
1.46 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.55 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.60 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.65 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.73 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.80 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.85 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.91 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.00 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.04 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.12 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.19 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
2.24 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.31 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.39 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.44 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
2.51 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.58 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.63 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.73 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.78 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.83 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.92 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.96 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.03 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.12 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.17 -1.00 -1.00 1.00 -1.00 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|allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qtn, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.67 0.000 0.00 0.00 0.00 0.000
3.37 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.42 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.52 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.56 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.65 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.69 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.76 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.90 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.96 -1.00 -1.00 1.00 -1.00 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 0.67 0.000 0.00 0.00 0.00 0.000
5.03 1.88 89.97 1.23 110.35 0 0.67 0.000 0.00 0.00 0.00 0.000
5.08 1.98 78.93 1.29 102.00 0.67 0.000 0.00 0.00 0.00 0.000
5.13 2.11 66.04 1.44 94.86 0 0.67 0.000 0.00 0.00 0.00 0.000
5.23 2.28 51.93 1.86 96.38 0.67 0.000 0.00 0.00 0.00 0.000
5.28 2.43 42.16 2.53 106.75 0.67 0.000 0.00 0.00 0.00 0.000
5.32 2.56 34.85 3.39 118.21 0.67 0.000 0.00 0.00 0.00 0.000
5.42 2.64 30.41 4.15 126.17 0 0.67 0.000 0.00 0.00 0.00 0.000
5.47 2.76 25.17 5.36 134.87 0 0.67 0.000 0.00 0.00 0.00 0.000
5.57 2.83 22.40 6.20 138.96 0.67 0.000 0.00 0.00 0.00 0.000
5.61 2.91 19.58 7.30 143.00 0.67 0.000 0.00 0.00 0.00 0.000
5.67 2.91 19.40 7.36 142.88 0 0.67 0.000 0.00 0.00 0.00 0.000
5.71 2.91 19.25 7.43 142.98 0.67 0.000 0.00 0.00 0.00 0.000
5.81 2.88 20.35 6.94 141.16 0.67 0.000 0.00 0.00 0.00 0.000
5.86 2.83 22.34 6.17 137.92 0.67 0.000 0.00 0.00 0.00 0.000
5.92 2.74 25.91 5.11 132.31 0.67 0.000 0.00 0.00 0.00 0.000
6.00 2.64 30.64 4.09 125.29 0.67 0.000 0.00 0.00 0.00 0.000
6.06 2.57 34.61 3.47 120.27 0.67 0.000 0.00 0.00 0.00 0.000
6.11 2.48 39.89 2.87 114.34 0.67 0.000 0.00 0.00 0.00 0.000
6.21 2.41 45.42 2.41 109.65 0 0.67 0.000 0.00 0.00 0.00 0.000
6.30 2.34 50.95 2.09 106.29 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 0.66 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.66 0.000 0.00 0.00 0.00 0.000
6.59 2.22 63.70 1.65 105.33 0.66 0.000 0.00 0.00 0.00 0.000
6.64 2.21 65.41 1.64 107.40 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 1.67 111.46 623 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.65 0.000 0.00 0.00 0.00 0.000
13.65 1.90 120.16 1.24 148.44 0.65 0.000 0.00 0.00 0.00 0.000
13.74 1.98 106.80 1.29 138.05 0.65 0.000 0.00 0.00 0.00 0.000
13.79 2.08 93.28 1.39 129.56 0.65 0.000 0.00 0.00 0.00 0.000
13.89 2.15 84.29 1.51 126.87 0.65 0.000 0.00 0.00 0.00 0.000
13.94 2.19 79.94 1.59 127.42 0.65 0.000 0.00 0.00 0.00 0.000
13.99 2.22 77.08 1.68 129.25 0.65 0.000 0.00 0.00 0.00 0.000
14.21 2.25 74.56 1.75 130.13 0.65 0.000 0.00 0.00 0.00 0.000
14.25 2.27 72.08 1.82 131.18 0.65 0,000 0.00 0.00 0.00 0.000
14.28 2.28 70.12 1.86 130.10 0.65 0.000 0.00 0.00 0.00 0.000
14.33 2.31 66.15 1.96 129.67 0.65 0.000 0.00 0.00 0.00 0.000
14.37 2.35 60.80 2.15 130.62 0.65 0.000 0.00 0.00 0.00 0.000
14.40 2.44 52.72 2.57 135.41 0.65 0.000 0.00 0.00 0.00 0.000
14.47 2.53 44.49 3.22 143.08 0.65 0.000 0.00 0.00 0.00 0.000
14.53 2.64 36.90 4.10 151.20 0.65 0.000 0.00 0.00 0.00 0.000
14.57 2.73 30.60 5.05 154.67 0.65 0.000 0.00 0.00 0.00 0.000
14.67 2.82 25.37 6.12 155.34 0.65 0.000 0.00 0.00 0.00 0.000
14.72 2.92 20.59 7.55 155.42 0.65 0.000 0.00 0.00 0.00 0.000
14.78 2.98 18.19 8.43 153.24 0.65 0.000 0.00 0.00 0.00 0.000
14.87 3.04 15.76 9.48 149.40 0.65 0.000 0.00 0.00 0.00 0.000
14.90 3.06 14.72 9.89 145.59 0 0.65 0.000 0.00 0.00 0.00 0.000
14.97 3.06 14.58 9.92 144.62 0.65 0.000 0.00 0.00 0.00 0.000
15.06 3.06 14.70 9.80 144.12 0.65 0.000 0.00 0.00 0.00 0.000
15.10 3.00 16.35 8.76 143.28 0.65 0.000 0.00 0.00 0.00 0.000
15.17 2.94 18.44 7.74 142.70 0 0.65 0.000 0.00 0.00 0.00 0.000
15.25 2.88 20.79 6.89 143.28 0.65 0.000 0.00 0.00 0.00 0.000
15.29 2.87 21.37 6.83 145.92 0.65 0.000 0.00 0.00 0.00 0.000
15.36 2.90 20.48 7.19 147.32 0.65 0.000 0.00 0.00 0.00 0.000
15.45 2.94 19.10 7.73 147.69 0.65 0.000 0.00 0.00 0.00 0.000
15.49 2.97 17.74 8.22 145.90 0.65 0.000 0.00 0.00 0.00 0.000
15.55 2.99 16.47 8.64 142.23 0.65 0.000 0.00 0.00 0.00 0.000
15.63 3.01 15.44 8.95 138.22 0.65 0.000 0.00 0.00 0.00 0.000
15.70 3.00 15.51 8.73 135.38 0 0.65 0.000 0.00 0.00 0.00 0.000
15.79 2.97 16.12 8.32 134.04 0.65 0.000 0.00 0.00 0.00 0.000
15.84 2.93 17.43 7.64 133.21 0 0.65 0.000 0.00 0.00 0.00 0.000
15.90 2.86 20.10 6.67 134.11 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (in)
15.98 2.80 23.15 5.83 134.91 0 0.65 0.000 0.00 0.00 0.00 0.000
16.03 2.75 25.84 5.30 137.07 0.65 0.000 0.00 0.00 0.00 0.000
16.09 2.74 26.93 5.14 138.53 0.65 0.000 0.00 0.00 0.00 0.000
16.14 2.75 26.71 5.25 140.13 0 0.65 0.000 0.00 0.00 0.00 0.000
16.21 2.64 31.52 4.13 130.18 0.65 0.000 0.00 0.00 0.00 0.000
16.38 2.47 38.72 2.79 107.89 0.65 0.000 0.00 0.00 0.00 0.000
16.43 2.27 48.98 1.80 88.38 0.65 0.000 0.00 0.00 0.00 0.000
16.45 2.09 61.71 1.41 86.90 0.65 0.000 0.00 0.00 0.00 0.000
16.63 2.02 72.98 1.33 96.82 0 0.65 0.000 0.00 0.00 0.00 0.000
16.68 2.00 82.80 1.31 108.23 0 0.65 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 13.34 0.10 0.001
17.34 1.91 135.00 1.24 167.52 34 1424 0.65 0.234 13.34 0.08 0.001
17.44 1.87 146.65 1.22 178.58 35 1488 0.65 0.202 13.34 0.07 0.001
17.49 1.85 157.73 1.20 188.92 37 1551 0.65 0.176 13.34 0.06 0.000
17.53 1.82 167.69 1.18 197.37 38 1603 0.65 0.159 13.34 0.05 0.000
17.61 1.81 174.91 1.17 204.05 40 1655 0.65 0.145 13.34 0.04 0.000
17.68 1.81 180.84 1.16 209.65 41 1700 0.65 0.135 13.34 0.04 0.000
17.73 1.80 185.11 1.15 213.48 41 1731 0.65 0.129 13.34 0.04 0.000
17.79 1.79 188.99 1.15 216.55 42 1756 0.65 0.124 13.34 0.03 0.000
17.88 1.78 192.93 1.13 218.78 42 1776 0.65 0.121 13.34 0.03 0.000
17.92 1.77 198.69 1.11 221.27 42 1797 0.65 0.118 13.34 0.03 0.000
17.99 1.75 205.60 1.09 223.24 42 1821 0.65 0.114 13.34 0.03 0.000
18.07 1.74 211.22 1.07 225.97 43 1853 0.65 0.110 13.34 0.03 0.000
18.12 1.74 216.98 1.06 230.62 44 1897 0.65 0.104 13.34 0.03 0.000
18.21 1.74 220.36 1.07 234.75 44 1936 0.65 0.099 13.34 0.02 0.000
18.27 1.74 224.20 1.06 237.95 45 1968 0.65 0.096 13.34 0.02 0.000
18.32 1.74 224.99 1.06 239.35 45 1981 0.65 0.094 13.34 0.02 0.000
18.41 1.74 223.72 1.07 239.82 45 1987 0.65 0.094 13.34 0.02 0.000
18.47 1.75 221.91 1.08 239.48 45 1985 0.65 0.095 13.34 0.02 0.000
18.52 1.75 218.71 1.08 237.08 45 1967 0.65 0.098 13.34 0.02 0.000
18.59 1.75 212.67 1.09 232.13 44 1928 0.65 0.104 13.34 0.03 0.000
18.66 1.76 204.93 1.10 225.92 43 1879 0.66 0.112 13.34 0.03 0.000
18.71 1.79 191.23 1.14 217.84 42 1818 0.66 0.124 13.34 0.03 0.000
18.81 1.82 177.95 1.17 209.07 0.66 0.000 0.00 0.00 0.000
18.86 1.87 162.58 1.21 197.32 0.66 0.000 0.00 0.00 0.000
18.92 1.90 151.20 1.24 187.52 0 0.66 0.000 0.00 0.00 0.000
19.00 1.94 141.45 1.26 178.77 0.66 0.000 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 0.000
19.11 1.97 133.72 1.29 172.08 0.66 0.000 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (in)
19.19 1.99 130.93 1.30 169.97 0 0.66 0.000 0.00 0.00 0.00 0.000
19.23 2.01 126.47 1.32 166.83 0 0.66 0.000 0.00 0.00 0.00 0.000
19.30 2.06 119.55 1.36 163.11 0.66 0.000 0.00 0.00 0.00 0.000
19.39 2.11 112.80 1.43 161.04 0.66 0.000 0.00 0.00 0.00 0.000
19.43 2.15 106.84 1.51 161.68 0.66 0.000 0.00 0.00 0.00 0.000
19.49 2.19 102.45 1.60 163.95 0.66 0.000 0.00 0.00 0.00 0.000
19.56 2.25 95.99 1.75 168.19 0 0.66 0.000 0.00 0.00 0.00 0.000
19.64 2.30 89.44 1.91 170.89 0.66 0.000 0.00 0.00 0.00 0.000
19.69 2.32 81.00 2.00 161.77 0.66 0.000 0.00 0.00 0.00 0.000
19.79 2.33 74.30 2.04 151.75 0.66 0.000 0.00 0.00 0.00 0.000
19.83 2.36 67.82 2.17 147.40 0.66 0.000 0.00 0.00 0.00 0.000
19.90 2.42 64.35 2.46 158.38 0.66 0.000 0.00 0.00 0.000
19.98 2.45 62.15 2.68 166.79 0 0.66 0.000 0.00 0.00 0.000
20.02 2.43 65.42 2.55 166.56 0.66 0.000 0.00 0.00 0.000
20.11 2.37 72.68 2.21 160.96 0 0.66 0.000 0.00 0.00 0.000
20.18 2.27 85.04 1.82 154.89 0.66 0.000 0.00 0.00 0.000
20.24 2.16 100.75 1.53 154.12 0.66 0.000 0.00 0.00 0.000
20.29 2.01 127.09 1.31 167.10 0 0.66 0.000 0.00 0.00 0.000
20.39 1.88 152.52 1.22 186.66 0.66 0.000 0.00 0.00 0.000
20.43 1.77 178.13 1.11 197.74 38 1732 0.66 0.170 13.34 0.05 0.000
20.49 1.70 195.09 1.00 195.09 36 1738 0.67 0.169 13.34 0.05 0.000
20.58 1.65 209.06 1.00 209.06 38 1752 0.67 0.166 13.34 0.05 0.001
20.61 1.62 218.19 1.00 218.19 40 1767 0.67 0.162 13.34 0.04 0.000
20.68 1.62 222.07 1.00 222.07 40 1786 0.67 0.158 13.34 0.04 0.000
20.77 1.62 223.87 1.00 223.87 41 1802 0.67 0.155 13.34 0.04 0.000
20.82 1.62 222.84 1.00 222.84 41 1818 0.67 0.152 13.34 0.04 0.000
20.89 1.64 218.92 1.00 218.92 40 1820 0.67 0.152 13.34 0.04 0.000
20.97 1.66 212.32 1.00 212.32 39 1819 0.67 0.153 13.34 0.04 0.000
21.01 1.69 203.89 1.00 203.89 38 1816 0.67 0.155 13.34 0.04 0.000
21.07 1.73 193.58 1.04 201.34 38 1814 0.67 0.156 13.34 0.04 0.000
21.13 1.78 180.66 1.12 202.77 39 1812 0.67 0.157 13.34 0.04 0.000
21.20 1.85 162.80 1.20 195.79 0 0.67 0.000 0.00 0.00 0.000
21.27 1.96 141.38 1.27 180.17 0 0.67 0.000 0.00 0.00 0.000
21.35 2.09 117.66 1.40 164.50 0 0.67 0.000 0.00 0.00 0.000
21.41 2.20 98.96 1.61 159.12 0.67 0.000 0.00 0.00 0.000
21.46 2.30 83.68 1.91 160.05 0.67 0.000 0.00 0.00 0.000
21.55 2.38 72.34 2.26 163.68 0 0.67 0.000 0.00 0.00 0.000
21.61 2.44 64.31 2.62 168.30 0.67 0.000 0.00 0.00 0.000
21.66 2.45 63.32 2.67 168.78 0.67 0.000 0.00 0.00 0.000
21.74 2.41 68.20 2.42 164.88 0.67 0.000 0.00 0.00 0.000
21.80 2.34 76.83 2.10 161.49 0.67 0.000 0.00 0.00 0.000
21.86 2.27 88.27 1.82 160.23 0.67 0.000 0.00 0.00 0.000
21.94 2.19 101.38 1.59 161.40 0.67 0.000 0.00 0.00 0.000
22.00 2.14 110.78 1.48 163.88 0.67 0.000 0.00 0.00 0.000
22.05 2.08 119.02 1.39 165.08 0.67 0.000 0.00 0.00 0.000
22.15 2.04 122.57 1.35 164.95 0.67 0.000 0.00 0.00 0.000
22.20 2.02 124.78 1.32 165.08 0.67 0.000 0.00 0.00 0.000
22.27 2.06 117.58 1.37 161.19 34 1791 0.67 0.181 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.68 0.000 0.00 0.00 0.00 0.000
22.97 2.19 67.26 1.58 106.23 0.68 0.000 0.00 0.00 0.00 0.000
23.04 2.25 64.25 1.75 112.24 0.68 0.000 0.00 0.00 0.00 0.000
23.12 2.31 61.36 1.95 119.66 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 0.68 0.000 0.00 0.00 0.00 0.000
23.30 2.42 55.80 2.48 138.54 0.68 0.000 0.00 0.00 0.00 0.000
23.37 2.49 50.61 2.94 148.95 0.68 0.000 0.00 0.00 0.00 0.000
23.46 2.57 44.75 3.53 158.15 0.68 0.000 0.00 0.00 0.00 0.000
23.50 2.65 38.42 4.24 162.78 0.68 0.000 0.00 0.00 0.00 0.000
23.58 2.73 32.47 5.02 163.05 0.68 0.000 0.00 0.00 0.00 0.000
23.64 2.81 27.33 5.94 162.33 0.68 0,000 0.00 0.00 0.00 0.000
23.73 2.88 23.59 6.95 163.91 0.68 0.000 0.00 0.00 0.00 0.000
23.76 2.90 22.70 7.24 164.36 0.68 0.000 0.00 0.00 0.00 0.000
23.83 2.86 24.19 6.69 161.72 0.68 0.000 0.00 0.00 0.00 0.000
23.92 2.81 26.27 6.02 158.21 0.68 0.000 0.00 0.00 0.00 0.000
23.97 2.78 27.85 5.65 157.32 0.68 0.000 0.00 0.00 0.00 0.000
24.02 2.78 28.46 5.56 158.23 0.68 0.000 0.00 0.00 0.00 0.000
24.12 2.76 29.52 5.34 157.58 0.68 0.000 0.00 0.00 0.00 0.000
24.22 2.74 30.40 5.09 154.79 0.68 0.000 0.00 0.00 0.00 0.000
24.26 2.74 30.02 5.11 153.29 0.68 0.000 0.00 0.00 0.00 0.000
24.32 2.77 28.07 5.49 154.13 0.68 0.000 0.00 0.00 0.00 0.000
24.36 2.80 26.00 5.91 153.63 0.68 0.000 0.00 0.00 0.00 0.000
24.51 2.83 24.43 6.25 152.66 0 0.68 0.000 0.00 0.00 0.00 0.000
24.57 2.83 23.98 6.29 150.73 0.68 0.000 0.00 0.00 0.00 0.000
24.61 2.84 23.71 6.40 151.74 0.68 0.000 0.00 0.00 0.00 0.000
24.75 2.84 6.34 151.67 0.68 0.000 0.00 0.00 0.00 0.000
24.75 2.85 23.62 6.44 152.09 0 0.68 0.000 0.00 0.00 0.00 0.000
24.81 2.87 22.11 6.83 151.03 0.68 0.000 0.00 0.00 0.00 0.000
24.90 2.91 20.11 7.42 149.20 0 0.68 0.000 0.00 0.00 0.00 0.000
24.94 2.98 17.16 8.48 145.51 0.68 0.000 0.00 0.00 0.00 0.000
25.00 3.03 15.62 9.25 144.50 0.68 0.000 0.00 0.00 0.00 0.000
25.09 3.08 14.10 10.17 143.38 0.68 0.000 0.00 0.00 0.00 0.000
25.14 3.11 12.75 10.82 137.99 0.68 0.000 0.00 0.00 0.00 0.000
25.24 3.13 11.77 11.16 131.31 0.68 0.000 0.00 0.00 0.00 0.000
25.29 3.13 10.96 11.30 123.84 0 0.68 0.000 0.00 0.00 0.00 0.000
25.34 3.15 10.35 11.55 119.45 0.68 0.000 0.00 0.00 0.00 0.000
25.43 3.16 9.76 11.82 115.41 0 0.68 0.000 0.00 0.00 0.00 0.000
25.49 3.17 9.26 12.11 112.14 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|allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands: (continued) Depth Ic Qin Kc Qin, cs N1,6 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) blows (tsf (%) (%) (%) (in)
25.54 3.19 8.85 12.43 109.92 0 0.68 0.000 0.00 0.00 0.00 0.000
25.59 3.18 8.64 12.38 106.98 0.68 0.000 0.00 0.00 0.00 0.000
25.67 3.13 8.54 11.19 95.49 0.68 0.000 0.00 0.00 0.00 0.000
25.73 3.07 8.57 10.12 86.81 0 0.68 0.000 0.00 0.00 0.00 0.000
25.87 3.03 8.53 9.30 79.34 0.69 0.000 0.00 0.00 0.00 0.000
25.89 3.06 8.54 9.83 83.96 0.69 0.000 0.00 0.00 0.00 0.000
25.93 3.07 8.63 10.13 87.37 0.69 0.000 0.00 0.00 0.00 0.000
26.02 3.12 8.42 10.94 92.05 0.69 0.000 0.00 0.00 0.00 0.000
26.07 3.12 8.73 11.04 96.44 0.69 0.000 0.00 0.00 0.00 0.000
26.13 3.12 9.09 10.92 99.25 0.69 0.000 0.00 0.00 0.00 0.000
26.19 3.09 9.81 10.37 101.73 0.69 0.000 0.00 0.00 0.00 0.000
26.26 3.09 10.14 10.41 105.55 0.69 0.000 0.00 0.00 0.00 0.000
26.32 3.09 10.78 10.35 111.58 0 0.69 0.000 0.00 0.00 0.00 0.000
26.42 3.07 11.63 10.08 117.19 0 0.69 0.000 0.00 0.00 0.00 0.000
26.45 3.05 12.79 9.60 122.76 0 0.69 0.000 0.00 0.00 0.00 0.000
26.51 3.00 14.31 8.81 126.11 0.69 0.000 0.00 0.00 0.00 0.000
26.61 2.98 15.22 8.46 128.78 0.69 0.000 0.00 0.00 0.00 0.000
26.64 3.00 14.77 8.80 129.99 0.69 0.000 0.00 0.00 0.00 0.000
26.76 3.07 12.94 10.07 130.27 0.69 0.000 0.00 0.00 0.00 0.000
26.81 3.14 11.23 11.50 129.18 0.69 0.000 0.00 0.00 0.00 0.000
26.86 3.18 10.22 12.39 126.58 0.69 0,000 0.00 0.00 0.00 0.000
26.92 3.20 9.62 12.67 121.95 0.69 0.000 0.00 0.00 0.00 0.000
27.00 3.20 9.18 12.74 116.94 0.69 0.000 0.00 0.00 0.00 0.000
27.04 3.19 8.86 12.55 111.21 0.69 0.000 0.00 0.00 0.00 0.000
27.20 3.19 8.60 12.47 107.26 0.69 0.000 0.00 0.00 0.00 0.000
27.24 3.19 8.34 12.51 104.36 0.69 0.000 0.00 0.00 0.00 0.000
27.29 3.20 8.19 12.70 104.05 0.69 0.000 0.00 0.00 0.00 0.000
27.33 3.21 7.99 13.05 104.32 0.69 0.000 0.00 0.00 0.00 0.000
27.39 3.22 7.92 13.24 104.84 0.69 0.000 0.00 0.00 0.00 0.000
27.44 3.23 8.03 13.37 107.41 0.69 0.000 0.00 0.00 0.00 0.000
27.51 3.21 8.67 12.85 111.40 0.69 0.000 0.00 0.00 0.00 0.000
27.59 3.17 9.59 12.10 116.03 0.69 0.000 0.00 0.00 0.00 0.000
27.64 3.10 11.14 10.71 119.23 0 0.69 0.000 0.00 0.00 0.00 0.000
27.70 3.04 12.71 9.51 120.89 0 0.69 0.000 0.00 0.00 0.00 0.000
27.78 3.00 13.83 8.81 121.88 0.69 0.000 0.00 0.00 0.00 0.000
27.83 3.01 13.99 8.89 124.29 0.69 0.000 0.00 0.00 0.00 0.000
27.93 3.03 13.66 9.31 127.09 0 0.69 0.000 0.00 0.00 0.00 0.000
28.03 3.05 13.44 9.64 129.62 0.69 0.000 0.00 0.00 0.00 0.000
28.07 3.04 13.90 9.40 130.68 0.69 0.000 0.00 0.00 0.00 0.000
28.13 3.00 14.82 8.84 130.97 0.69 0.000 0.00 0.00 0.00 0.000
28.18 2.96 16.12 8.10 130.66 0.69 0.000 0.00 0.00 0.00 0.000
28.23 2.92 17.75 7.45 132.30 0.69 0.000 0.00 0.00 0.00 0.000
28.32 2.92 17.46 7.53 131.55 0.69 0.000 0.00 0.00 0.00 0.000
28.37 2.97 15.44 8.37 129.17 0.69 0.000 0.00 0.00 0.00 0.000
28.41 3.05 13.66 9.60 131.13 0 0.69 0.000 0.00 0.00 0.00 0.000
28.52 3.12 12.04 11.05 133.05 0.69 0.000 0.00 0.00 0.00 0.000
28.57 3.19 10.79 12.50 134.85 0 0.69 0.000 0.00 0.00 0.00 0.000
28.61 3.12 11.48 11.06 127.03 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|allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (in)
28.71 3.03 12.48 9.27 115.65 0 0.69 0.000 0.00 0.00 0.00 0.000
28.75 2.92 14.15 7.45 105.39 0.69 0.000 0.00 0.00 0.00 0.000
28.82 2.98 12.59 8.42 106.03 0 0.69 0.000 0.00 0.00 0.00 0.000
28.91 3.06 11.43 9.87 112.80 0.69 0.000 0.00 0.00 0.00 0.000
28.95 3.16 10.13 11.86 120.15 0.69 0.000 0.00 0.00 0.00 0.000
29.01 3.21 9.67 13.05 126.15 0.69 0.000 0.00 0.00 0.00 0.000
29.08 3.15 11.42 11.59 132.35 0.69 0.000 0.00 0.00 0.00 0.000
29.16 3.01 14.97 8.99 134.66 0.69 0.000 0.00 0.00 0.00 0.000
29.20 2.81 22.31 5.94 132.51 0.69 0.000 0.00 0.00 0.00 0.000
29.27 2.66 29.10 4.25 123.81 0.69 0.000 0.00 0.00 0.00 0.000
29.36 2.53 36.08 3.23 116.50 0.69 0.000 0.00 0.00 0.00 0.000
29.40 2.35 51.05 2.11 107.93 0.69 0.000 0.00 0.00 0.00 0.000
29.50 2.19 67.81 1.60 108.54 0 0.69 0.000 0.00 0.00 0.00 0.000
29.55 2.05 89.22 1.35 120.42 0.69 0.000 0.00 0.00 0.00 0.000
29.60 1.96 102.49 1.28 130.96 0.69 0.000 0.00 0.00 0.00 0.000
29.70 1.90 112.05 1.24 138.86 0 0.69 0.000 0.00 0.00 0.00 0.000
29.74 1.88 115.33 1.23 141.39 0 0.69 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\allopts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.68 0.000 0.00 0.00 0.00 0.000
39.07 2.19 61.59 1.60 98.31 0.68 0.000 0.00 0.00 0.00 0.000
39.12 2.22 58.52 1.66 96.86 0.68 0.000 0.00 0.00 0.00 0.000
39.22 2.26 54.48 1.78 96.95 0.68 0.000 0.00 0.00 0.00 0.000
39.27 2.31 50.30 1.98 99.42 0.68 0.000 0.00 0.00 0.00 0.000
39.31 2.38 45.86 2.29 104.99 0.68 0.000 0.00 0.00 0.00 0.000
39.39 2.47 40.72 2.77 112.79 0.68 0.000 0.00 0.00 0.00 0.000
39.46 2.56 35.36 3.44 121.80 0.68 0.000 0.00 0.00 0.00 0.000
39.51 2.66 29.98 4.32 129.48 0.68 0.000 0.00 0.00 0.00 0.000
39.58 2.75 25.82 5.20 134.35 0.68 0.000 0.00 0.00 0.00 0.000
39.66 2.82 22.63 6.09 137.72 0.68 0.000 0.00 0.00 0.00 0.000
39.70 2.86 21.20 6.57 139.36 0.68 0.000 0.00 0.00 0.00 0.000
39.77 2.85 21.49 6.50 139.71 0.68 0.000 0.00 0.00 0.00 0.000
39.85 2.82 22.93 6.08 139.35 0.68 0.000 0.00 0.00 0.00 0.000
39.90 2.71 27.92 4.83 134.83 0.68 0.000 0.00 0.00 0.00 0.000
40.00 2.62 33.30 3.89 129.51 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 0.68 0.000 0.00 0.00 0.00 0.000
40.34 2.51 40.61 3.08 125.12 0.68 0.000 0.00 0.00 0.00 0.000
40.39 2.42 47.41 2.50 118.35 0.68 0.000 0.00 0.00 0.00 0.000
40.44 2.30 58.64 1.92 112.64 0.68 0.000 0.00 0.00 0.00 0.000
40.49 2.12 80.77 1.45 116.89 0 0.68 0.000 0.00 0.00 0.00 0.000
40.58 1.94 105.81 1.27 133.98 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 0.68 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 0.67 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (in)
41.28 1.91 136.40 1.25 169.87 0 0.67 0.000 0.00 0.00 0.00 0.000
41.51 1.97 126.14 1.28 162.05 0 0.67 0.000 0.00 0.00 0.00 0.000
41.54 2.04 114.12 1.34 153.41 0.67 0.000 0.00 0.00 0.00 0.000
41.57 2.09 106.01 1.40 148.80 0.67 0.000 0.00 0.00 0.00 0.000
41.61 2.15 96.88 1.51 146.28 0.67 0.000 0.00 0.00 0.00 0.000
41.66 2.23 86.63 1.70 146.92 0.67 0.000 0.00 0.00 0.00 0.000
41.70 2.31 76.04 1.98 150.69 0 0.67 0.000 0.00 0.00 0.00 0.000
41.74 2.42 62.61 2.50 156.73 0.67 0.000 0.00 0.00 0.00 0.000
41.81 2.54 50.36 3.24 163.37 0.67 0.000 0.00 0.00 0.00 0.000
41.89 2.63 41.98 3.98 166.92 0.67 0.000 0.00 0.00 0.00 0.000
41.93 2.64 39.82 4.13 164.56 0.67 0.000 0.00 0.00 0.00 0.000
42.00 2.57 44.58 3.54 157.87 0.67 0.000 0.00 0.00 0.00 0.000
42.09 2.43 57.31 2.56 146.97 0 0.67 0.000 0.00 0.00 0.00 0.000
42.15 2.29 74.34 1.89 140.84 0.67 0.000 0.00 0.00 0.00 0.000
42.20 2.15 94.80 1.50 142.07 0 0.67 0.000 0.00 0.00 0.00 0.000
42.28 2.03 111.71 1.34 149.57 0.67 0.000 0.00 0.00 0.00 0.000
42.34 1.94 126.46 1.26 159.80 0.67 0.000 0.00 0.00 0.00 0.000
42.39 1.88 135.69 1.22 166.16 0 0.67 0.000 0.00 0.00 0.00 0.000
42.47 1.85 141.58 1.20 170.41 0.67 0.000 0.00 0.00 0.00 0.000
42.53 1.83 147.41 1.18 174.37 0.67 0.000 0.00 0.00 0.00 0.000
42.60 1.82 151.16 1.18 177.76 0 0.67 0.000 0.00 0.00 0.00 0.000
42.68 1.82 152.97 1.17 179.68 0 0.67 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Qin, cs N1,60 Gmax CSR Shear, y evo(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.65 0.000 0.00 0.00 0.00 0.000
47.05 1.85 131.08 1.20 157.48 0.65 0.000 0.00 0.00 0.00 0.000
47.15 1.89 120.79 1.23 148.89 0.65 0.000 0.00 0.00 0.00 0.000
47.19 1.93 112.73 1.26 141.88 0.65 0.000 0.00 0.00 0.00 0.000
47.28 2.02 98.02 1.32 129.51 0.65 0.000 0.00 0.00 0.00 0.000
47.34 2.10 81.51 1.42 116.14 0 0.65 0.000 0.00 0.00 0.00 0.000
47.38 2.17 63.95 1.54 98.79 0.65 0.000 0.00 0.00 0.00 0.000
47.47 2.23 48.02 1.71 81.94 0.64 0.000 0.00 0.00 0.00 0.000
47.53 2.33 33.89 2.06 69.84 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,6 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) blows (tsf (%) (%) (%) (in)
47.58 2.53 23.14 3.19 73.87 0 0.64 0.000 0.00 0.00 0.00 0.000
47.67 2.67 17.25 4.42 76.16 0.64 0.000 0.00 0.00 0.00 0.000
47.72 2.85 12.09 6.52 78.84 0.64 0.000 0.00 0.00 0.00 0.000
47.77 3.00 8.86 8.73 77.38 0.64 0.000 0.00 0.00 0.00 0.000
47.87 3.06 7.89 9.90 78.14 0.64 0.000 0.00 0.00 0.00 0.000
47.92 3.06 7.86 9.83 77.29 0.64 0.000 0.00 0.00 0.00 0.000
47.97 3.05 7.84 9.64 75.56 0 0.64 0.000 0.00 0.00 0.00 0.000
48.06 3.04 7.84 9.46 74.17 0.64 0.000 0.00 0.00 0.00 0.000
48.12 3.03 7.85 9.37 73.58 0.64 0.000 0.00 0.00 0.00 0.000
48.17 3.03 8.02 9.27 74.34 0.64 0.000 0.00 0.00 0.00 0.000
48.23 3.02 8.18 9.21 75.26 0.64 0.000 0.00 0.00 0.00 0.000
48.31 3.02 8.34 9.07 75.59 0.64 0.000 0.00 0.00 0.00 0.000
48.41 3.01 8.46 8.93 75.50 0 0.64 0.000 0.00 0.00 0.00 0.000
48.45 2.97 9.03 8.28 74.74 0 0.64 0.000 0.00 0.00 0.00 0.000
48.51 2.87 11.25 6.82 76.70 0.64 0.000 0.00 0.00 0.00 0.000
48.56 2.81 12.63 6.02 75.98 0.64 0.000 0.00 0.00 0.00 0.000
48.63 2.80 13.33 5.89 78.49 0.64 0.000 0.00 0.00 0.00 0.000
48.70 2.81 13.65 5.99 81.81 0.64 0.000 0.00 0.00 0.00 0.000
48.78 2.86 14.27 6.60 94.12 0.64 0.000 0.00 0.00 0.000
48.99 2.87 15.65 6.74 105.49 0.64 0.000 0.00 0.00 0.000
49.05 2.84 18.15 6.33 114.82 0.64 0.000 0.00 0.00 0.000
49.06 2.78 21.18 5.57 117.87 0.63 0.000 0.00 0.00 0.000
49.10 2.71 24.65 4.81 118.49 0.63 0.000 0.00 0.00 0.000
49.15 2.65 28.08 4.25 119.22 0.63 0.000 0.00 0.00 0.000
49.18 2.60 31.90 3.73 118.90 32 1884 0.63 0.424 0.24 0.04 0.000
49.25 2.56 35.00 3.40 118.87 31 1941 0.63 0.383 0.22 0.03 0.000
49.29 2.54 36.88 3.25 120.02 32 1987 0.63 0.354 0.20 0.03 0.000
49.38 2.57 35.30 3.50 123.40 33 2001 0.63 0.346 0.19 0.03 0.000
49.44 2.62 32.25 3.96 127.68 0 0 0.63 0.000 0.00 0.00 0.000
49.48 2.70 28.03 4.68 131.22 0.63 0.000 0.00 0.00 0.000
49.55 2.77 24.20 5.45 131.80 0.63 0.000 0.00 0.00 0.000
49.63 2.84 20.47 6.37 130.45 0.63 0.000 0.00 0.00 0.000
49.68 2.98 14.24 8.39 119.39 0 0.63 0.000 0.00 0.00 0.000
49.78 3.06 11.40 9.84 112.22 0 0.63 0.000 0.00 0.00 0.000
49.83 3.15 9.08 11.69 106.17 0.63 0.000 0.00 0.00 0.000
49.87 3.11 9.66 10.87 104.98 0.63 0.000 0.00 0.00 0.000
49.98 3.02 11.55 9.09 104.94 0 0.63 0.000 0.00 0.00 0.000
50.02 2.71 21.98 4.77 104.92 0.63 0.000 0.00 0.00 0.000
50.17 2.51 32.59 3.05 99.44 0 0.63 0.000 0.00 0.00 0.000
50.21 2.47 32.76 2.77 90.72 0.63 0.000 0.00 0.00 0.000
50.27 2.42 36.58 2.49 91.02 0.63 0.000 0.00 0.00 0.00 0.000
50.34 2.41 38.94 2.41 93.89 0.63 0.000 0.00 0.00 0.00 0.000
50.42 2.40 40.82 2.38 97.12 0.63 0.000 0.00 0.00 0.00 0.000
50.47 2.39 43.10 2.31 99.54 0.63 0.000 0.00 0.00 0.00 0.000
50.55 2.36 46.16 2.18 100.41 0 0.63 0.000 0.00 0.00 0.00 0.000
50.61 2.33 49.45 2.04 100.99 0.63 0.000 0.00 0.00 0.00 0.000
50.66 2.30 53.33 1.91 101.83 0 0.63 0.000 0.00 0.00 0.00 0.000
50.76 2.26 57.05 1.80 102.75 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (in)
50.80 2.24 60.74 1.71 103.82 0 0.62 0.000 0.00 0.00 0.000
50.86 2.21 63.81 1.64 104.36 0.62 0.000 0.00 0.00 0.000
50.93 2.18 66.77 1.57 104.93 0.62 0.000 0.00 0.00 0.000
50.99 2.16 69.69 1.52 105.68 0.62 0.000 0.00 0.00 0.000
51.06 2.14 71.97 1.49 107.02 0.62 0.000 0.00 0.00 0.000
51.14 2.13 74.21 1.47 108.89 0.62 0.000 0.00 0.00 0.000
51.20 2.12 76.42 1.46 111.41 0 0.62 0.000 0.00 0.00 0.000
51.26 2.12 79.45 1.44 114.65 0.62 0.000 0.00 0.00 0.000
51.34 2.11 82.47 1.43 117.85 0.62 0.000 0.00 0.00 0.000
51.39 2.10 85.44 1.41 120.81 0.62 0.000 0.00 0.00 0.000
51.46 2.09 87.73 1.40 123.05 0 0.62 0.000 0.00 0.00 0.000
51.54 2.08 89.32 1.40 124.75 0 0.62 0.000 0.00 0.00 0.000
51.58 2.09 89.99 1.40 125.83 27 3662 0.62 0.080 0.06 0.01 0.000
51.65 2.09 89.77 1.41 126.29 27 3688 0.62 0.079 0.05 0.01 0.000
51.73 2.10 89.37 1.42 126.59 27 3709 0.62 0.078 0.05 0.01 0.000
51.78 2.10 89.47 1.42 127.15 28 3732 0.62 0.077 0.05 0.01 0.000
51.85 2.10 90.24 1.42 127.85 28 3756 0.62 0.077 0.05 0.01 0.000
51.90 2.09 91.63 1.41 129.07 28 3790 0.62 0.075 0.05 0.01 0.000
51.97 2.08 94.46 1.39 131.65 28 3860 0.62 0.073 0.05 0.01 0.000
52.06 2.07 98.01 1.38 135.20 29 3956 0.62 0.070 0.05 0.01 0.000
52.12 2.05 102.73 1.36 139.59 30 4061 0.62 0.067 0.04 0.000
52.18 2.04 107.24 1.34 144.05 30 4167 0.62 0.064 0.04 0.000
52.26 2.03 111.44 1.33 148.30 31 4270 0.62 0.062 0.04 0.000
52.31 2.02 114.90 1.32 152.23 32 4372 0.62 0.060 0.03 0.000
52.37 2.02 118.63 1.32 156.63 33 4491 0.62 0.057 0.03 0.000
52.47 2.01 121.64 1.32 160.43 34 4605 0.61 0.055 0.03 0.000
52.52 2.01 124.51 1.32 164.19 34 4717 0.61 0.053 0.03 0.000
52.57 2.02 125.91 1.32 166.44 35 4797 0.61 0.052 0.03 0.000
52.63 2.02 126.77 1.32 167.92 35 4854 0.61 0.051 0.03 0.000
52.71 2.02 126.96 1.33 168.49 35 4886 0.61 0.050 0.03 0.000
52.76 2.03 126.29 1.33 168.00 35 4886 0.61 0.050 0.03 0.000
52.86 2.03 124.38 1.34 166.32 35 4865 0.61 0.051 0.03 0.000
52.96 2.04 122.12 1.35 164.40 35 4841 0.61 0.051 0.03 0.000
52.97 2.05 120.44 1.35 162.86 35 4809 0.61 0.052 0.03 0.000
53.04 2.05 119.84 1.35 162.26 34 4802 0.61 0.052 0.03 0.000
53.09 2.05 119.39 1.36 161.80 34 4796 0.61 0.052 0.03 0.000
53.18 2.05 119.73 1.35 162.12 34 4812 0.61 0.052 0.03 0.000
53.23 2.04 121.41 1.35 163.66 35 4850 0.61 0.051 0.03 0.000
53.28 2.03 124.72 1.34 166.82 35 4924 0.61 0.050 0.03 0.000
53.37 2.03 127.58 1.33 169.76 36 5001 0.61 0.049 0.02 0.000
53.43 2.02 130.09 1.33 172.43 36 5070 0.61 0.048 0.02 0.000
53.49 2.00 131.27 1.31 171.49 36 4983 0.61 0.049 0.02 0.000
53.55 1.93 133.18 1.26 167.57 34 4651 0.61 0.054 0.03 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.00 0.000
55.14 2.16 115.53 1.53 176.50 39 5572 0.60 0.042 0.00 0.000
55.21 2.18 112.86 1.56 176.45 39 5567 0.60 0.042 0.00 0.000
55.26 2.20 109.80 1.60 175.91 40 5536 0.60 0.043 0.00 0.000
55.33 2.20 107.29 1.63 174.52 39 5485 0.60 0.043 0.00 0.000
55.40 2.21 104.93 1.65 172.63 39 5421 0.60 0.044 0.00 0.000
55.48 2.22 103.01 1.66 170.82 39 5363 0.60 0.045 0.00 0.000
55.53 2.22 101.91 1.66 169.54 39 5325 0.60 0.045 0.00 0.000
55.58 2.22 101.02 1.67 168.48 38 5294 0.60 0.046 0.00 0.000
55.67 2.22 100.09 1.67 167.49 38 5268 0.60 0.046 0.00 0.000
55.72 2.23 98.74 1.69 166.58 38 5234 0.60 0.046 0.00 0.000
55.78 2.23 97.19 1.70 165.48 38 5194 0.60 0.047 0.00 0.000
55.87 2.24 95.60 1.72 164.45 38 5158 0.60 0.047 0.00 0.000
55.91 2.24 94.11 1.74 163.40 38 5116 0.60 0.048 0.00 0.000
56.01 2.25 92.91 1.75 162.51 37 5088 0.59 0.048 0.00 0.000
56.06 2.25 91.93 1.76 161.47 37 5054 0.59 0.049 0.00 0.000
56.11 2.25 91.47 1.75 160.12 37 5021 0.59 0.049 0.00 0.000
56.19 2.25 91.15 1.74 158.49 36 4987 0.59 0.050 0.00 0.000
56.24 2.24 90.80 1.73 156.62 36 4943 0.59 0.051 0.00 0.000
56.31 2.24 90.11 1.72 154.90 36 4900 0.59 0.051 0.00 0.000
56.41 2.24 88.99 1.71 152.58 35 4839 0.59 0.052 0.00 0.000
56.45 2.23 87.77 1.70 149.51 34 4754 0.59 0.054 0.00 0.000
56.51 2.23 86.48 1.70 147.13 34 4685 0.59 0.055 0.00 0.000
56.58 2.23 85.37 1.71 145.71 33 4642 0.59 0.056 0.00 0.000
56.65 2.24 84.55 1.72 145.48 33 4631 0.59 0.056 13.34 0.00 0.000
56.70 2.23 85.05 1.70 144.86 33 4628 0.59 0.056 13.34 0.00 0.000
56.78 2.23 84.82 1.70 144.44 33 4622 0.59 0.056 13.34 0.00 0.000
56.85 2.23 84.83 1.70 144.43 33 4628 0.59 0.056 13.34 0.00 0.000
56.89 2.23 84.98 1.70 144.54 33 4636 0.59 0.056 13.34 0.00 0.000
56.97 2.22 86.09 1.68 144.35 33 4653 0.59 0.056 13.34 0.00 0.000
57.03 2.21 87.47 1.65 144.05 33 4668 0.59 0.055 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.cla This software is licensed to: Edward LaMont CPT name: CPT-1 :: Post-earthquake settlement of dry sands: (continued) Depth Ic Qtn KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 CLia 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 Chia|alipts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: СРТ-1 :: Post-earthquake settlement of dry sands :: (continued) Depth Ic Qtn Shear, y Settle.
(ft)
Total estimated settlement: 0.56
Abbreviations
Qtn: Equivalent clean sand normalized cone resistance
Fines correction factor
Qtn,cs: Post-liquefaction volumentric strain
Gmax: Small strain shear modulus
CSR: Soil cyclic stress ratio
Y- Cyclic shear strain
evol(15): Volumetric strain after 15 cycles
N°: Equivalent number of cycles
ev: Volumetric strain
Settle.: 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\allopts with 4-ft recompaction.clq GroTek. for
548 Nore Mine Set Come 9035
JEOTEK
LIQUEFACTION ANALYSIS REPORT
Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-2
Input parameters and analysis data
Analysis method: NEER (1998) G.W.T. (in-situ): 80.00 ft Use fill: No Clay like behavior Fines correction method: NCEER (1998) G.W.T. (earthq.): 80.00 ft Fill height: N/A applied: Sands only Points to test: Based on Ic value Average results interval: 3 Fill weight: N/A Limit depth applied: No Earthquake magnitude My: 7.30 Ic cut-off value: 2.60 Trans. detect. applied: Yes Limit depth: N/A Peak ground acceleration: 1.11 Unit weight calculation: Based on SBT K, applied: Yes MSF method: Method based Cone resistance Frictian Ratio CRR plot FS Plot
6 6 Recompacted Soil
8- Recompacted Soil 4
4-
10 10- 10- 6-
12 12- 8-
12-
141 14- 14- 10-
16 16- 16- 12-
14-
18• 18- 18-
20 201
22 24-
26-
28-
Depth (ft) 30- 30-
32- 32-
34- 34-
36-
38-
40-
42-
44 46-
48-
50-
52- 52-
54- 54
56- 56-
58- 58-
60 60
200 400 2 8 10 0.2 0.4 0.6 0.5 1.5
qt (tsf) Rf (%) Ic (Robertson 1990) CRR & CSR Factor of safety Mw=71/2, sigma'= 1 atm base curve Summary of liquefaction potential
0.8 1,000 g
Liquefaction
0.7 •
0.67 100
0.5 Normalized CPT penetration resistance
5 0.4
10 =
0.3 0.2 -
1-
0.1 10
0.1 Normalized friction ratio (%)
Zone Ay: Cyclic liquefaction likely depending on size and duration of cyclic loading No Liquefaction Zone Az: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
TITT Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening 20 40 60 80 100 120 140 160 180 200 Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity.
Qtn, cs brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 24 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allpts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-2 CPT basic interpretation plots (normalized)
Norm. cone resistance Norm. friction ratio Nom. pore pressure ratio Stromated Sail Norm. Soil Behaviour Type o-
6- 6-
8- Silty sand & sandy sit ted Sc
8-
Sand & sily sand
10-
and & sily sand
ity sand & sandy si
Sand & silv sand
Depth (ft) Depth (ft) Depth (ft) Silly sand & sandy silt 32-
Silty sand & sandy silt
Sand & sity sand
50 150 20C 2 6 8 10 0.2 0.4 0.6 0.8 I (Robertson 1990) 0 1 2 34 56 7 8 9101112131415161718 Fr (%) SBTn (Robertson 1990)
Input parameters and analysis data
Analysis method: NEER (1998) Depth to water table (ertha.): 80.00 t Fill weight: N/A Fines correction method: NEER (1998) Average results interval: Transition detect. applied: Yes SBTn legend Based on Ic value Te cut off value. 2.60 Ky applied: • 1. Sensitive fine grained • • 7. Gravely sand to sand
4. Clayey silt to silty
Earthquake magnitude M: Unit weight calculation: Racon on Cil Peak ground acceleration: 1.11 Use fill: No • 2. Organic material • 5. Silty sand to sandy silt • 8. Very stiff sand to Depth to water table (insitu): 80.00 ft Fill height: Limit depth: • 3. Clay to silty clay • 6. Clean sand to silty sand • 9. Very stiff fine grained 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\Clio\allopts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-2 Liquefaction analysis overall plots
CRR plot FS Plot Liquefaction potential Vertical settlements Lateral displacements 0-1
2-
Recompacted Soil Recompacted Soil Recompacted Scil Recompacted Soil 4-
6- 6-
Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft)
32-
0.2 0.4 0.6 0.5 1.5 15 20 0
CRR & CSR Factor of safety LPI Displacement (in)
Input parameters and analysis data F.S, color scheme LPI color scheme • Almost certain it will liquefy • Very high risk
Analysis method: NCEER 01998) Depth to water table (ertha.): 80.00 m Fines correction method: NEER (1998) Average results interval: Transion detect. apled: Nes • Very likely to liquefy • High risk Te cut off value. 2.60 Ky applied: Yes
• Liquefaction and no liq. are equally likely • Low risk Earthquake magnitude M: Unit weight calculation: Raced an Cit Clay like behavior applled: Sands only Peak ground acceleration: 1.11 Use fill: No Limit depth applied: No • Unlike to liquery Depth to water table (insitu): 80.00 ft Fill height: Limit depth: N/A Almost certain it will not liquery 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\allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands ::
Depth Ic Qin KC Qtn, cs N1,60 Gmax CSR Shear, Y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (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 0.67 0.000 0.00 0.00 0.00 0.000
0.22 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.28 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.37 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.41 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.47 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.54 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.62 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.67 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.73 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.80 -1.00 -1.00 1.00 -1.00 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 0.67 0.000 0.00 0.00 0.00 0.000
1.01 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.06 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.12 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
1.21 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
1.26 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
1.33 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.39 -1.00 -1.00 1.00 -1.00 0.67 0,000 0.00 0.00 0.00 0.000
1.45 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.55 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.58 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.65 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.71 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.79 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.84 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.93 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.00 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.04 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.10 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.18 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
2.25 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.30 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.38 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
2.43 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
2.52 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.57 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.63 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.70 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.77 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.84 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.94 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.97 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.03 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.11 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.16 -1.00 -1.00 1.00 -1.00 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|allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qtn, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.67 0.000 0.00 0.00 0.00 0.000
3.36 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.43 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.48 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.55 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.63 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.69 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.74 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.84 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.89 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.95 -1.00 -1.00 1.00 -1.00 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.66 0.000 0.00 0.00 0.00 0.000
6.72 1.87 100.90 1.22 122.82 0.66 0.000 0.00 0.00 0.00 0.000
6.78 1.88 98.17 1.23 120.39 0.66 0.000 0.00 0.00 0.00 0.000
6.83 1.91 92.32 1.25 115.02 0.66 0.000 0.00 0.00 0.00 0.000
6.90 1.95 84.95 1.27 108.13 0 0.66 0.000 0.00 0.00 0.00 0.000
6.96 2.01 76.43 1.32 100.53 0.66 0.000 0.00 0.00 0.00 0.000
7.04 2.08 68.67 1.39 95.11 0.66 0.000 0.00 0.00 0.00 0.000
7.09 2.14 62.61 1.49 93.53 0.66 0.000 0.00 0.00 0.00 0.000
7.17 2.20 58.62 1.61 94.64 0 0.66 0.000 0.00 0.00 0.00 0.000
7.22 2.25 56.40 1.76 99.52 0 0.66 0.000 0.00 0.00 0.00 0.000
7.32 2.31 54.23 1.96 106.52 0.66 0.000 0.00 0.00 0.00 0.000
7.37 2.37 52.41 2.24 117.51 0.66 0.000 0.00 0.00 0.00 0.000
7.42 2.42 50.97 2.51 127.72 0.66 0.000 0.00 0.00 0.00 0.000
7.49 2.45 50.05 2.66 133.16 0.66 0.000 0.00 0.00 0.00 0.000
7.57 2.46 49.64 2.70 134.22 0.66 0.000 0.00 0.00 0.00 0.000
7.61 2.48 48.26 2.87 138.73 0.66 0.000 0.00 0.00 0.00 0.000
7.71 2.52 47.04 3.11 0.66 0,000 0.00 0.00 0.00 0.000
7.76 2.55 46.33 3.34 0.66 0.000 0.00 0.00 0.00 0.000
7.81 2.58 44.86 3.56 0.66 0.000 0.00 0.00 0.00 0.000
7.88 2.57 46.08 3.47 0.66 0.000 0.00 0.00 0.00 0.000
7.95 2.55 47.40 3.35 0.66 0.000 0.00 0.00 0.00 0.000
8.04 2.51 50.83 3.03 0.66 0.000 0.00 0.00 0.00 0.000
8.08 2.49 52.28 2.93 0.66 0.000 0.00 0.00 0.00 0.000
8.14 2.47 54.39 2.80 0.66 0.000 0.00 0.00 0.00 0.000
8.23 2.45 56.89 2.65 0 0.66 0.000 0.00 0.00 0.00 0.000
8.28 2.43 59.76 2.52 0.66 0.000 0.00 0.00 0.00 0.000
8.38 2.41 62.07 2.45 0.66 0.000 0.00 0.00 0.00 0.000
8.42 2.41 63.78 2.42 0.66 0.000 0.00 0.00 0.00 0.000
8.47 2.41 65.08 2.41 0 0.66 0.000 0.00 0.00 0.00 0.000
8.54 2.40 66.33 2.40 0 0.66 0.000 0.00 0.00 0.00 0.000
8.63 2.40 67.81 2.36 0.66 0.000 0.00 0.00 0.00 0.000
8.67 2.39 69.42 2.31 0.66 0.000 0.00 0.00 0.00 0.000
8.75 2.38 70.64 2.27 0 0.66 0.000 0.00 0.00 0.00 0.000
8.82 2.38 71.71 2.25 161.48 0.66 0.000 0.00 0.00 0.00 0.000
8.86 2.39 71.47 2.30 164.30 0 0.66 0.000 0.00 0.00 0.00 0.000
8.93 2.40 70.53 2.40 168.97 0.66 0.000 0.00 0.00 0.00 0.000
9.01 2.42 69.36 2.51 173.82 0.66 0.000 0.00 0.00 0.00 0.000
9.06 2.44 68.98 2.60 179.54 0.66 0.000 0.00 0.00 0.00 0.000
9.13 2.46 68.90 2.70 185.79 0.66 0.000 0.00 0.00 0.00 0.000
9.21 2.46 69.54 2.74 190.35 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.66 0.000 0.00 0.00 0.00 0.000
9.85 2.44 68.24 2.61 178.45 0.66 0.000 0.00 0.00 0.00 0.000
9.92 2.43 68.69 2.56 175.61 0 0.66 0.000 0.00 0.00 0.00 0.000
9.99 2.42 69.88 2.46 172.06 0.66 0.000 0.00 0.00 0.00 0.000
10.04 2.41 71.19 2.40 170.93 0.66 0.000 0.00 0.00 0.00 0.000
10.15 2.40 71.53 2.40 171.43 0.66 0.000 0.00 0.00 0.00 0.000
10.19 2.39 73.19 2.34 171.56 0.66 0.000 0.00 0.00 0.000
10.24 2.35 78.43 2.12 166.52 0.66 0.000 0.00 0.00 0.000
10.33 2.30 84.45 1.91 161.13 0 0.66 0.000 0.00 0.00 0.000
10.38 2.24 90.65 1.72 156.19 0.66 0.000 0.00 0.00 0.000
10.44 2.20 94.54 1.60 151.50 0 0.66 0.000 0.00 0.00 0.000
10.53 2.15 97.80 1.50 146.73 0.66 0.000 0.00 0.00 0.000
10.58 2.14 93.39 1.49 138.75 0.66 0.000 0.00 0.00 0.000
10.63 2.05 94.09 1.36 127.68 0 0.66 0.000 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 0.000
10.77 1.82 100.02 1.17 117.07 0.66 0.000 0.00 0.00 0.000
10.86 1.80 100.53 1.15 115.69 22 714 0.66 2.075 13.34 1.41 0.016
10.92 1.78 101.75 1.13 115.14 22 712 0.66 2.147 13.34 1.47 0.010
10.97 1.78 102.29 1.13 115.73 22 718 0.66 2.075 13.34 1.41 0.009
11.04 1.78 104.01 1.13 117.21 22 729 0.66 1.910 13.34 1.28 0.010
11.10 1.77 108.07 1.12 120.91 23 755 0.66 1.571 13.34 1.02 0.007
11.19 1.76 114.02 1.09 124.77 24 785 0.66 1.274 13.34 0.80 0.009
11.24 1.74 119.74 1.07 127.83 24 811 0.66 1.066 13.34 0.65 0.004
11.29 1.72 124.13 1.03 128.36 24 826 0.66 0.974 13.34 0.60 0.004
11.36 1.71 127.30 1.01 127.95 24 837 0.66 0.922 13.34 0.57 0.004
11.43 1.70 129.33 1.00 129.33 24 845 0.66 0.893 13.34 0.54 0.005
11.50 1.70 129.22 1.00 129.22 24 846 0.66 0.902 13.34 0.55 0.004
11.55 1.70 127.33 1.00 127.33 24 841 0.66 0.943 13.34 0.58 0.004
11.64 1.72 124.46 1.02 127.38 24 837 0.66 0.989 13.34 0.61 0.007
11.69 1.74 121.11 1.07 129.39 24 838 0.66 0.992 13.34 0.59 0.003
11.76 1.77 117.70 1.11 131.08 25 844 0.66 0.969 13.34 0.56 0.005
11.81 1.80 114.57 1.15 131.89 25 852 0.66 0.933 13.34 0.53 0.003
11.88 1.83 112.54 1.18 132.73 26 866 0.66 998°0 13.34 0.48 0.004
11.96 1.85 111.75 1.20 134.26 26 889 0.66 0.769 13.34 0.42 0.004
12.03 1.87 111.80 1.22 136.24 27 915 0.66 0.670 13.34 0.35 0.003
12.08 1.89 112.61 1.23 138.60 28 943 0.66 0.583 13.34 0.30 0.002
12.15 1.91 113.43 1.24 140.71 28 969 0.66 0.517 13.34 0.26 0.002
12.22 1.92 113.92 1.25 142.35 29 993 0.66 0.469 13.34 0.23 0.002
12.27 1.93 114.14 1.26 143.59 29 1012 0.66 0.432 13.34 0.21 0.001
12.35 1.94 114.40 1.27 144.75 29 1031 0.66 0.403 13.34 0.19 0.002
12.42 1.94 116.28 1.27 147.23 30 1053 0.66 0.372 13.34 0.17 0.001
12.48 1.93 119.62 1.26 150.69 31 1074 0.66 0.344 13.34 0.15 0.001
12.55 1.92 124.20 1.25 154.89 31 1095 0.66 0.322 13.34 0.14 0.001
12.62 1.89 130.25 1.23 160.05 32 1116 0.66 0.301 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.65 0.000 0.00 0.00 0.00 0.000
14.18 1.97 97.60 1.28 124.99 0.65 0.000 0.00 0.00 0.00 0.000
14.25 2.09 83.12 1.41 117.27 0.65 0.000 0.00 0.00 0.00 0.000
14.33 2.23 69.08 1.68 116.12 0.65 0.000 0.00 0.00 0.00 0.000
14.37 2.34 57.48 2.10 120.51 0.65 0.000 0.00 0.00 0.00 0.000
14.47 2.44 49.42 2.57 126.96 0.65 0.000 0.00 0.00 0.00 0.000
14.53 2.54 42.04 3.26 137.10 0.65 0.000 0.00 0.00 0.00 0.000
14.57 2.65 35.61 4.21 150.08 0.65 0.000 0.00 0.00 0.00 0.000
14.67 2.76 30.42 5.33 162.06 0.65 0.000 0.00 0.00 0.00 0.000
14.72 2.82 27.39 6.12 167.65 0.65 0.000 0.00 0.00 0.00 0.000
14.77 2.82 26.62 6.17 164.15 0 0.65 0.000 0.00 0.00 0.00 0.000
14.83 2.82 25.80 6.12 157.78 0.65 0.000 0.00 0.00 0.00 0.000
14.91 2.82 25.02 6.10 152.56 0.65 0.000 0.00 0.00 0.00 0.000
14.96 2.83 23.80 6.28 149.55 0.65 0.000 0.00 0.00 0.00 0.000
15.06 2.86 22.30 6.66 148.42 0 0.65 0.000 0.00 0.00 0.00 0.000
15.10 2.89 20.78 7.06 146.77 0.65 0.000 0.00 0.00 0.00 0.000
15.17 2.91 19.83 7.31 144.86 0.65 0.000 0.00 0.00 0.00 0.000
15.26 2.91 19.49 7.31 142.53 0.65 0.000 0.00 0.00 0.00 0.000
15.30 2.89 20.06 7.01 140.68 0.65 0.000 0.00 0.00 0.00 0.000
15.36 2.85 21.53 6.44 138.64 0.65 0.000 0.00 0.00 0.00 0.000
15.43 2.80 23.23 5.88 136.58 0.65 0.000 0.00 0.00 0.00 0.000
15.49 2.77 24.71 5.49 135.67 0.65 0.000 0.00 0.00 0.00 0.000
15.55 2.76 25.33 5.41 136.98 0 0.65 0.000 0.00 0.00 0.00 0.000
15.63 2.77 25.49 5.47 139.36 0.65 0.000 0.00 0.00 0.00 0.000
15.69 2.78 25.38 5.62 142.65 0 0.65 0.000 0.00 0.00 0.00 0.000
15.75 2.79 25.30 5.72 144.76 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (in)
15.83 2.79 25.23 5.77 145.68 0 0.65 0.000 0.00 0.00 0.00 0.000
15.88 2.79 25.45 5.68 144.56 0.65 0.000 0.00 0.00 0.00 0.000
15.96 2.77 26.06 5.46 142.38 0 0.65 0.000 0.00 0.00 0.00 0.000
16.03 2.73 27.48 5.07 139.43 0 0.65 0.000 0.00 0.00 0.00 0.000
16.09 2.69 29.38 4.65 136.65 0.65 0.000 0.00 0.00 0.00 0.000
16.15 2.65 31.92 4.19 133.63 0.65 0.000 0.00 0.00 0.00 0.000
16.23 2.62 33.88 3.89 131.79 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 0.65 0.000 0.00 0.00 0.00 0.000
16.41 2.63 34.80 3.98 138.61 0.65 0.000 0.00 0.00 0.00 0.000
16.47 2.66 33.26 4.34 144.29 0.65 0.000 0.00 0.00 0.00 0.000
16.54 2.67 30.96 4.41 136.54 0 0.65 0.000 0.00 0.00 0.00 0.000
16.63 2.64 28.88 4.16 120.04 0 0.65 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 0.65 0.000 0.00 0.00 0.00 0.000
17.07 2.51 41.84 3.08 128.90 0.65 0.000 0.00 0.00 0.000
17.16 2.39 52.20 2.31 120.37 0.65 0.000 0.00 0.00 0.000
17.20 2.23 68.28 1.69 115.13 0.65 0.000 0.00 0.00 0.000
17.26 2.09 85.55 1.41 120.54 0.65 0.000 0.00 0.00 0.000
17.35 1.99 102.95 1.30 133.41 0 0.65 0.000 0.00 0.00 0.000
17.41 1.92 116.89 1.25 145.93 0 0.65 0.000 0.00 0.00 0.000
17.46 1.86 131.15 1.21 158.89 0 0.65 0.000 0.00 0.00 0.000
17.54 1.82 144.04 1.18 169.64 0 0.65 0.000 0.00 0.00 0.000
17.61 1.79 157.41 1.14 179.40 35 1443 0.65 0.229 0.12 0.08 0.001
17.68 1.77 167.18 1.11 185.47 35 1492 0.65 0.205 0.10 0.07 0.001
17.73 1.75 175.71 1.09 190.73 36 1541 0.65 0.185 0.09 0.06 0.000
17.79 1.74 183.99 1.06 195.37 37 1589 0.65 0.168 0.08 0.05 0.000
17.87 1.73 191.39 1.04 199.70 38 1636 0.65 0.154 0.07 0.05 0.000
17.95 1.72 198.37 1.02 202.78 38 1677 0.65 0.144 0.07 0.04 0.000
17.99 1.70 206.19 1.00 206.19 39 1719 0.65 0.134 0.06 0.04 0.000
18.09 1.69 212.88 1.00 212.88 40 1755 0.65 0.128 0.06 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 44 2060 0.66 0.101 0.04 13.34 0.02 0.000
20.28 1.93 170.63 1.26 44 2053 0.66 0.103 0.04 13.34 0.03 0.000
20.34 1.93 168.91 1.26 43 2044 0.66 0.105 0.04 13.34 0.03 0.000
20.43 1.94 167.46 1.26 43 2038 0.66 0.106 0.04 13.34 0.03 0.000
20.48 1.94 166.42 1.26 43 2035 0.67 0.107 0.04 13.34 0.03 0.000
20.54 1.94 165.63 1.26 43 2037 0.67 0.107 0.04 13.34 0.03 0.000
20.60 1.94 165.40 1.27 43 2043 0.67 0.107 0.04 13.34 0.03 0.000
20.67 1.95 165.81 1.27 43 2057 0.67 0.106 0.04 13.34 0.03 0.000
20.74 1.95 166.58 1.27 43 2076 0.67 0.104 0.04 13.34 0.03 0.000
20.81 1.95 167.97 1.27 43 2095 0.67 0.102 0.04 13.34 0.02 0.000
20.87 1.94 170.13 1.27 44 2114 0.67 0.100 0.04 13.34 0.02 0.000
20.94 1.94 172.29 1.26 44 2132 0.67 0.099 0.04 13.34 0.02 0.000
21.00 1.94 174.06 1.26 0 0 0.67 0.000 0.00 0.00 0.00 0.000
21.06 1.94 174.79 1.26 0 0.67 0.000 0.00 0.00 0.00 0.000
21.16 1.94 174.73 1.26 220.74 0 0.67 0.000 0.00 0.00 0.00 0.000
21.21 1.94 174.22 1.27 220.43 0.67 0.000 0.00 0.00 0.00 0.000
21.26 1.94 172.73 1.27 218.78 0.67 0.000 0.00 0.00 0.00 0.000
21.36 1.95 170.71 1.27 216.46 0 0.67 0.000 0.00 0.00 0.00 0.000
21.40 1.95 168.23 1.27 213.70 0.67 0.000 0.00 0.00 0.00 0.000
21.46 1.96 163.44 1.28 208.71 0.67 0.000 0.00 0.00 0.00 0.000
21.55 1.98 156.41 1.29 201.64 0.67 0.000 0.00 0.00 0.00 0.000
21.60 2.01 145.60 1.31 190.99 0.67 0.000 0.00 0.00 0.00 0.000
21.67 2.04 133.86 1.34 179.94 0.67 0.000 0.00 0.00 0.00 0.000
21.74 2.08 121.38 1.39 169.17 0.67 0.000 0.00 0.00 0.00 0.000
21.80 2.14 106.66 1.49 159.37 0.67 0.000 0.00 0.00 0.00 0.000
21.88 2.22 92.36 1.66 153.10 0.67 0.000 0.00 0.00 0.00 0.000
21.94 2.30 78.29 1.93 150.82 0.67 0.000 0.00 0.00 0.00 0.000
21.99 2.37 68.30 2.21 150.98 0 0.67 0.000 0.00 0.00 0.00 0.000
22.07 2.43 60.47 2.53 152.76 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (in)
22.12 2.48 54.55 2.86 155.81 0 0.67 0.000 0.00 0.00 0.00 0.000
22.19 2.54 48.99 3.27 160.23 0.67 0.000 0.00 0.00 0.00 0.000
22.27 2.62 42.65 3.89 165.71 0.67 0.000 0.00 0.00 0.00 0.000
22.34 2.70 36.17 4.70 170.07 0.67 0.000 0.00 0.00 0.00 0.000
22.38 2.78 30.19 5.67 171.10 0.67 0.000 0.00 0.00 0.00 0.000
22.48 2.85 25.87 6.52 168.81 0.67 0.000 0.00 0.00 0.00 0.000
22.52 2.89 23.38 7.01 163.92 0 0.67 0.000 0.00 0.00 0.00 0.000
22.58 2.82 23.95 6.15 147.21 0.67 0.000 0.00 0.00 0.00 0.000
22.67 2.73 24.97 4.98 124.33 0.68 0.000 0.00 0.00 0.00 0.000
22.72 2.63 25.57 4.05 103.52 0.68 0.000 0.00 0.00 0.00 0.000
22.77 2.67 23.03 4.42 101.85 0.68 0.000 0.00 0.00 0.00 0.000
22.88 2.78 19.55 5.63 110.13 0.68 0.000 0.00 0.00 0.00 0.000
22.90 2.93 15.80 7.61 120.16 0 0.68 0.000 0.00 0.00 0.00 0.000
22.98 2.98 14.85 8.39 124.51 0 0.68 0.000 0.00 0.00 0.00 0.000
23.06 2.93 16.85 7.64 128.67 0 0.68 0.000 0.00 0.00 0.00 0.000
23.10 2.80 22.06 5.89 129.89 0.68 0.000 0.00 0.00 0.00 0.000
23.18 2.67 29.57 4.42 130.81 0.68 0.000 0.00 0.00 0.00 0.000
23.24 2.56 37.97 3.43 130.13 0.68 0.000 0.00 0.00 0.00 0.000
23.30 2.47 44.82 2.81 125.92 0.68 0.000 0.00 0.00 0.00 0.000
23.36 2.44 47.12 2.60 122.65 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 0.68 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 0.68 0.000 0.00 0.00 0.00 0.000
23.69 2.17 73.33 1.55 113.44 0.68 0.000 0.00 0.00 0.00 0.000
23.76 2.08 86.31 1.39 119.59 0.68 0.000 0.00 0.00 0.00 0.000
23.82 2.01 95.83 1.32 126.05 0.68 0.000 0.00 0.00 0.00 0.000
23.89 1.95 104.53 1.27 132.88 0.68 0.000 0.00 0.00 0.00 0.000
23.97 1.90 112.34 1.24 139.20 0.68 0.000 0.00 0.00 0.00 0.000
24.02 1.87 119.15 1.21 144.46 0.68 0.000 0.00 0.00 0.00 0.000
24.08 1.84 124.31 1.19 148.20 0.68 0.000 0.00 0.00 0.00 0.000
24.18 1.82 127.99 1.18 150.42 0.68 0.000 0.00 0.00 0.00 0.000
24.22 1.81 131.07 1.16 152.47 0 0.68 0.000 0.00 0.00 0.00 0.000
24.28 1.80 133.27 1.16 153.93 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.69 0.000 0.00 0.00 0.00 0.000
26.06 1.88 123.63 1.22 151.18 0 0.69 0.000 0.00 0.00 0.00 0.000
26.13 1.95 111.35 1.27 141.16 0 0.69 0.000 0.00 0.00 0.000
26.19 2.04 97.46 1.34 130.76 0.69 0.000 0.00 0.00 0.000
26.25 2.14 83.54 1.49 124.48 0.69 0.000 0.00 0.00 0.000
26.32 2.26 69.38 1.78 123.48 0.69 0.000 0.00 0.00 0.000
26.39 2.37 57.25 2.22 126.94 0.69 0.000 0.00 0.00 0.000
26.45 2.47 47.60 2.78 132.29 0.69 0.000 0.00 0.00 0.000
26.52 2.53 42.67 3.21 136.89 0.69 0.000 0.00 0.00 0.000
26.64 2.55 41.50 3.36 139.25 0.69 0.000 0.00 0.00 0.000
26.68 2.55 42.26 3.32 140.46 37 1422 0.69 0.625 13.34 0.16 0.001
26.71 2.56 42.70 3.44 146.94 39 1469 0.69 0.544 13.34 0.13 0.001
26.78 2.59 41.22 3.63 149.83 40 1469 0.69 0.547 0.12 0.001
26.86 2.61 37.96 3.86 146.57 0 0.69 0.000 0.00 0.000
26.93 2.65 33.18 4.20 139.22 0.69 0.000 0.00 0.000
26.98 2.68 29.47 4.51 132.82 0.69 0.000 0.00 0.000
27.06 2.73 26.38 5.04 132.85 0.69 0.000 0.00 0.000
27.12 2.73 25.88 5.00 129.36 0 0.69 0.000 0.00 0.000
27.17 2.52 36.50 3.15 0.69 0.000 0.00 0.000
27.25 2.30 54.31 1.91 0.69 0.000 0.00 0.000
27.31 2.11 76.55 1.43 0.69 0.000 0.00 0.000
27.37 2.01 91.47 1.32 0 0.69 0.000 0.00 0.000
27.44 1.94 105.84 1.27 133.98 0.69 0.000 0.00 0.000
27.50 1.90 119.46 1.24 147.55 0.69 0.000 0.00 0.000
27.59 1.87 130.94 1.22 159.20 0.69 0.000 0.00 0.000
27.63 1.87 138.37 1.22 168.16 0 0.69 0.000 0.00 0.000
27.71 1.88 141.78 1.22 173.61 35 1923 0.69 0.215 0.06 0.001
27.78 1.90 143.13 1.24 177.09 36 1996 0.69 0.192 0.05 0.000
27.83 1.93 140.97 1.25 176.78 36 2040 0.69 0.180 0.04 0.000
27.91 1.95 136.91 1.27 174.22 36 2064 0.69 0.175 0.04 0.000
27.97 1.98 132.02 1.29 170.34 35 2064 0.69 0.175 0.04 0.000
28.02 1.99 126.79 1.30 165.20 34 2031 0.69 0.185 0.05 0.000
28.13 2.00 122.02 1.31 159.77 33 1981 0.69 0.201 13.34 0.05 0.001
28.17 2.00 119.87 1.30 156.39 33 1933 0.69 0.217 13.34 0.06 0.000
28.22 1.99 119.52 1.30 155.12 32 1906 0.69 0.228 13.34 0.06 0.000
28.32 1.98 120.34 1.29 155.29 32 1897 0.69 0.233 13.34 0.07 0.001
28.35 1.97 122.19 1.28 156.87 32 1903 0.69 0.231 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tst) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.09 0.001
42.62 1.80 114.91 1.16 132.96 0.67 0.000 0.00 0.00 0.000
42.67 1.82 109.96 1.17 128.75 0.67 0.000 0.00 0.00 0.000
42.72 1.83 104.21 1.19 123.75 0 0.67 0.000 0.00 0.00 0.000
42.81 1.87 96.35 1.21 116.93 0.67 0.000 0.00 0.00 0.000
42.87 1.91 87.62 1.24 109.06 0 0.67 0.000 0.00 0.00 0.000
42.93 1.97 79.13 1.28 101.43 0.67 0.000 0.00 0.00 0.000
43.01 2.03 70.84 1.34 94.64 0.67 0.000 0.00 0.00 0.000
43.06 2.12 62.55 1.44 90.30 0.67 0.000 0.00 0.00 0.000
43.13 2.21 54.91 1.63 89.61 0 0.67 0.000 0.00 0.00 0.000
43.21 2.30 47.74 1.93 92.01 0.67 0.000 0.00 0.00 0.000
43.26 2.39 41.12 2.34 96.30 0.67 0.000 0.00 0.00 0.000
43.33 2.50 34.66 2.98 103.40 0.67 0.000 0.00 0.00 0.000
43.41 2.62 28.57 3.92 112.04 0 0.67 0.000 0.00 0.00 0.000
43.46 2.75 22.65 5.30 120.10 0.67 0.000 0.00 0.00 0.000
43.51 2.88 17.92 6.96 124.69 0.67 0.000 0.00 0.00 0.00 0.000
43.59 3.03 13.11 9.35 122.56 0.67 0.000 0.00 0.00 0.00 0.000
43.64 3.12 11.13 11.04 122.87 0.67 0.000 0.00 0.00 0.00 0.000
43.73 3.19 9.77 12.45 121.61 0.66 0.000 0.00 0.00 0.00 0.000
43.79 3.22 9.09 13.10 119.09 0.66 0.000 0.00 0.00 0.00 0.000
43.84 3.20 9.10 12.68 115.37 0.66 0.000 0.00 0.00 0.00 0.000
43.94 3.18 9.14 12.32 112.61 0 0.66 0.000 0.00 0.00 0.00 0.000
43.97 3.17 9.28 12.12 112.44 0.66 0.000 0.00 0.00 0.00 0.000
44.03 3.16 9.78 11.90 116.45 0 0.66 0.000 0.00 0.00 0.00 0.000
44.12 3.11 11.15 10.89 121.40 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (in)
44.18 2.80 21.01 5.86 123.06 0 0.66 0.000 0.00 0.00 0.00 0.000
44.24 2.41 44.07 2.44 107.47 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 0.66 0.000 0.00 0.00 0.00 0.000
44.43 1.82 146.14 1.18 171.79 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.58 0.000 0.00 0.00 0.00 0.000
59.06 2.01 108.07 1.31 142.08 0.58 0.000 0.00 0.00 0.00 0.000
59.15 2.03 104.11 1.33 138.73 0 0.58 0.000 0.00 0.00 0.00 0.000
59.22 2.06 98.60 1.37 134.66 0 0.58 0.000 0.00 0.00 0.00 0.000
59.26 2.11 90.70 1.43 130.06 0 0.58 0.000 0.00 0.00 0.00 0.000
59.34 2.18 80.44 1.57 126.04 0.58 0.000 0.00 0.00 0.00 0.000
59.41 2.25 70.64 1.76 124.61 0.58 0.000 0.00 0.00 0.00 0.000
59.46 2.35 59.61 2.12 126.64 0.58 0.000 0.00 0.00 0.00 0.000
59.55 2.45 49.80 2.68 133.52 0.58 0.000 0.00 0.00 0.00 0.000
59.61 2.58 40.38 3.60 145.52 0.58 0.000 0.00 0.00 0.00 0.000
59.65 2.63 37.81 4.00 151.41 0 0.58 0.000 0.00 0.00 0.00 0.000
59.71 2.56 42.30 3.46 146.25 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 0.58 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 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.cla This software is licensed to: Edward LaMont CPT name: CPT-2 :: Post-earthquake settlement of dry sands :: (continued) Depth Ic Qin Qtn, cs CSR Shear, y evol(15) Settle.
(ft) blows (%) (%) (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: Equivalent clean sand normalized cone resistance
Fines correction factor
Qtn,cs: Post-liquefaction volumentric strain
Gmax: Small strain shear modulus
CSR: Soil cyclic stress ratio
Y: Cyclic shear strain
evol (15): Volumetric strain after 15 cycles
Nc: Equivalent number of cycles
ev: Volumetric strain
Settle.: 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\allopts with 4-ft recompaction.clq GroTek. for
G
GEOTEK
LIQUEFACTION ANALYSIS REPORT
Project title : APN 439-180-011 Location : San Jacinto, CA CPT file : CPT-3
Input parameters and analysis data
Analysis method: NEER (1998) G.W.T. (in-situ): 80.00 ft Use fill: No Clay like behavior Fines correction method: NCEER (1998) G.W.T. (earthq.): 80.00 ft Fill height: N/A applied: Sands only Points to test: Based on Ic value Average results interval: 3 Fill weight: N/A Limit depth applied: No Earthquake magnitude My: 7.30 Ic cut-off value: 2.60 Trans. detect. applied: Yes Limit depth: N/A Peak ground acceleration: 1.11 Unit weight calculation: Based on SBT K, applied: Yes MSF method: Method based Cone resistance CRR plot FS Plot
4 • д
Recompacted Soil Recompacted Soil
8 4- 4
10 10 10 6-
12 12- 12- 8-
10- 10-
14 14- 14-
12-
16 16- 16-
18 18 18- 14-
16-
18- 18-
20- 20 -
22- 22-
24- 24-
26- 26-
28- 28-
Depth (ft) 30- 30-
32- 32
34- 34-
36- 36-
38- 38-
40 - 40-
42- 42-
44 44-
46- 46-
48 - 48
50- 50-
52- 52-
54- 54-
56- 56-
58- 58
60- 60-
100 200 10 3 0.2 0.4 0.€ 0.5 1.5
qt (tsf) Rf (%) Ic (Robertson 1990) CRR & CSR Factor of safety Mw=71/2, sigma'= 1 atm base curve Summary of liquefaction potential
0.8 1,000 g
Liquefaction
0.7 •
0.67 100
0.5 Normalized CPT penetration resistance
5 0.4
10=
0.3 0.2 -
1-
0.1 10
0.1 Normalized friction ratio (%)
Zone Ay: Cyclic liquefaction likely depending on size and duration of cyclic loading No Liquefaction Zone Az: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
TITT Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening 20 40 60 80 100 120 140 160 180 200 Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, Qtn, cs brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 4/27/2023, 7:32:10 AM 47 Project file: G:\Projects\3451 to 3500\3489CR Melia Homes APN 439-180-011 San Jacinto\Geotechnical and Infiltration Evaluation\Cliq\allpts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-3 CPT basic interpretation plots (normalized)
Norm. cone resistance on ratio Nom. pore pressure ratio Stromated Sail Norm. Soil Behaviour Type 6- 6-
Recompacted Soil
Sily sand & sandy sil
10 & ll day
Siltv sand & sandy sitt
* silly cla
v sand & sandy si
Sand & sily sand
Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft) 30- 32 Ity sand & sandy silt
·g8₴ sand
day
& silly clay
8 a ty day
Clay & silty day
46- Sand & sity sand
48- v sand & sandy sitt
50 & silly clay
52- Silty sand & sandy sir
Silty sand & sandy sit
54- Silly sand & sandy silt
Elay & sly day
Clay & silty clay
60+
50 100 150 20C 0 2 4 6 8 10 -0.2 O 0.2 0.4 0.6 0.8 Ic (Robertson 1990) 0 1 2 34 56 7 8 9101112131415161718 Fr (%) SBTn (Robertson 1990)
Input parameters and analysis data
Analysis method: NEER (1998) Depth to water table (ertha.): 80.00 t Fill weight: N/A Fines correction method: NEER (1998) Average results interval: Transition detect. applied: SBTn legend Based on Ic value Te cut ff value. 2.60 Ky applied: • 1. Sensitive fine grained • • 7. Gravely sand to sand
4. Clayey silt to silty
Earthquake magnitude M: Unit weight calculation: Based on SBT Peak ground acceleration: 1.11 Use fill: No • 2. Organic material • 5. Silty sand to sandy silt • 8. Very stiff sand to Depth to water table (insitu): 80.00 ft Fill height: Limit depth: • 3. Clay to silty clay • 6. Clean sand to silty sand • 9. Very stiff fine grained 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\Clio\allopts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-3 Liquefaction analysis overall plots
CRR plot FS Plot Liquefaction potential Vertical settlements Lateral displacements 0 -г
2-
Recompacted Soil Recompacted Soil Recompacted Soil Recompacted Soil 4-
6- 6-
Depth (ft) Depth (ft) Depth (ft) Depth (ft) Depth (ft)
0.2 0.4 0.6 1.5 10 15 20 0.1 0.2 0.3 0
CRR & CSR Factor of safety LPI Settlement (in) Displacement (in) Input parameters and analysis data F.S, color scheme LPI color scheme • Almost certain it will liquefy
Analysis method: NCEER 01998) Depth to water table (ertha.): 80.00 m • Very high risk Fines correction method: NEER (1998) Average results interval: Transion detect. apled: Nes • Very likely to liquefy • High risk Te cut off value. 2.60 Ky applied:
• Liquefaction and no liq. are equally likely • Low risk Earthquake magnitude M: Unit weight calculation: Raced an Cit Clay like behavior applied: Sands only Peak ground acceleration: 1.11 Use fill: No Limit depth applied: No • Unlike to liquery Depth to water table (insitu): 80.00 ft Fill height: Limit depth: N/A Almost certain it will not liquery 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\allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands ::
Depth Ic Qin KC Qtn, cs N1,60 Gmax CSR Shear, Y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (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 0.67 0.000 0.00 0.00 0.00 0.000
0.20 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.28 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.34 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.40 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.48 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.53 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
0.62 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.66 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.72 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
0.81 -1.00 -1.00 1.00 -1.00 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 0.67 0.000 0.00 0.00 0.00 0.000
1.00 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.06 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.13 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
1.21 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
1.27 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.32 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.41 -1.00 -1.00 1.00 -1.00 0.67 0,000 0.00 0.00 0.00 0.000
1.47 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.51 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.61 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.66 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.71 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.80 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.86 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.96 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
1.99 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.05 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.15 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.19 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
2.24 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.30 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.39 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.44 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
2.49 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.58 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.64 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.69 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.83 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.84 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.91 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
2.98 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.02 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.12 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.18 -1.00 -1.00 1.00 -1.00 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|allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qtn, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.67 0.000 0.00 0.00 0.00 0.000
3.37 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.42 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.52 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.57 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.62 -1.00 -1.00 1.00 -1.00 0.67 0.000 0.00 0.00 0.00 0.000
3.70 -1.00 -1.00 1.00 -1.00 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 0.67 0.000 0.00 0.00 0.00 0.000
3.91 -1.00 -1.00 1.00 -1.00 0 0.67 0.000 0.00 0.00 0.00 0.000
3.96 -1.00 -1.00 1.00 -1.00 0 0.67 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Kc Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.66 0.000 0.00 0.00 0.00 0.000
10.54 1.97 109.73 1.29 141.12 0.66 0.000 0.00 0.00 0.00 0.000
10.59 2.02 103.84 1.33 137.70 0.66 0.000 0.00 0.00 0.00 0.000
10.64 2.09 95.44 1.40 133.66 0.66 0.000 0.00 0.00 0.00 0.000
10.73 2.15 87.48 1.51 132.14 0.66 0.000 0.00 0.00 0.00 0.000
10.77 2.23 78.82 1.71 134.52 0.66 0.000 0.00 0.00 0.00 0.000
10.84 2.31 70.85 1.96 139.17 0.66 0.000 0.00 0.00 0.00 0.000
10.94 2.40 61.06 2.39 145.92 0.66 0,000 0.00 0.00 0.00 0.000
11.03 2.48 53.22 2.84 151.06 0.66 0.000 0.00 0.00 0.00 0.000
11.14 2.52 49.06 3.11 152.41 0.66 0.000 0.00 0.00 0.00 0.000
11.16 2.54 47.32 3.25 153.63 0.66 0.000 0.00 0.00 0.00 0.000
11.22 2.56 45.79 3.40 155.48 0.66 0.000 0.00 0.00 0.00 0.000
11.29 2.60 42.31 3.71 157.03 0.66 0.000 0.00 0.00 0.00 0.000
11.43 2.63 38.87 4.02 156.33 0.66 0.000 0.00 0.00 0.00 0.000
11.48 2.67 35.54 4.40 156.34 0.66 0.000 0.00 0.00 0.00 0.000
11.49 2.70 33.28 4.74 157.72 0.66 0.000 0.00 0.00 0.00 0.000
11.55 2.74 31.07 5.13 159.29 0.66 0.000 0.00 0.00 0.00 0.000
11.62 2.78 28.40 5.58 158.54 0.66 0.000 0.00 0.00 0.00 0.000
11.70 2.81 26.23 5.92 155.30 0.66 0.000 0.00 0.00 0.00 0.000
11.77 2.83 24.51 6.21 152.20 0.66 0.000 0.00 0.00 0.00 0.000
11.83 2.82 24.70 6.05 149.53 0.66 0.000 0.00 0.00 0.00 0.000
11.90 2.75 27.39 5.30 145.10 0.66 0.000 0.00 0.00 0.00 0.000
12.00 2.68 31.04 4.49 139.34 0.66 0.000 0.00 0.00 0.00 0.000
12.02 2.59 36.28 3.63 131.52 0 0.66 0.000 0.00 0.00 0.00 0.000
12.11 2.52 40.65 3.09 125.49 0.66 0.000 0.00 0.00 0.00 0.000
12.16 2.45 45.18 2.68 121.23 0.66 0.000 0.00 0.00 0.00 0.000
12.21 2.43 47.95 2.52 120.71 0.66 0.000 0.00 0.00 0.00 0.000
12.31 2.42 49.20 2.47 121.74 0.66 0.000 0.00 0.00 0.00 0.000
12.37 2.42 49.27 2.51 123.53 0.66 0.000 0.00 0.00 0.00 0.000
12.40 2.46 47.68 2.69 128.19 0.66 0.000 0.00 0.00 0.00 0.000
12.56 2.49 45.63 2.91 132.72 0.66 0.000 0.00 0.00 0.00 0.000
12.57 2.52 43.93 3.14 137.94 0.66 0.000 0.00 0.00 0.00 0.000
12.61 2.55 42.44 3.33 141.21 0.66 0.000 0.00 0.00 0.00 0.000
12.70 2.58 40.55 3.58 145.00 0 0.66 0.000 0.00 0.00 0.00 0.000
12.76 2.61 38.72 3.85 149.22 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|allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.66 0.000 0.00 0.00 0.00 0.000
13.05 2.66 36.12 4.29 155.07 0.66 0.000 0.00 0.00 0.00 0.000
13.10 2.66 34.68 4.31 149.44 0.66 0.000 0.00 0.00 0.00 0.000
13.22 2.64 33.18 4.15 137.63 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 0.65 0.000 0.00 0.00 0.00 0.000
13.87 2.53 43.09 3.22 138.71 0.65 0.000 0.00 0.00 0.00 0.000
13.92 2.50 45.03 2.99 134.57 0.65 0.000 0.00 0.00 0.00 0.000
14.01 2.46 47.99 2.71 129.83 0.65 0.000 0.00 0.00 0.00 0.000
14.06 2.41 51.66 2.41 124.70 0.65 0.000 0.00 0.00 0.00 0.000
14.11 2.37 55.45 2.21 122.52 0.65 0.000 0.00 0.00 0.00 0.000
14.19 2.34 58.68 2.09 122.70 0.65 0.000 0.00 0.00 0.00 0.000
14.26 2.34 60.83 2.07 126.09 0.65 0.000 0.00 0.00 0.00 0.000
14.31 2.36 59.89 2.19 131.15 0.65 0.000 0.00 0.00 0.00 0.000
14.41 2.40 57.64 2.38 137.42 0.65 0.000 0.00 0.00 0.00 0.000
14.46 2.45 54.98 2.65 145.69 0.65 0.000 0.00 0.00 0.00 0.000
14.51 2.49 53.11 2.90 154.15 0.65 0.000 0.00 0.00 0.00 0.000
14.60 2.52 51.20 3.15 161.47 0.65 0.000 0.00 0.00 0.00 0.000
14.65 2.55 49.53 3.34 165.32 0.65 0.000 0.00 0.00 0.00 0.000
14.70 2.55 48.80 3.34 162.88 0.65 0.000 0.00 0.00 0.00 0.000
14.78 2.53 48.43 3.22 155.98 0.65 0.000 0.00 0.00 0.00 0.000
14.86 2.50 49.07 3.00 147.21 0.65 0.000 0.00 0.00 0.00 0.000
14.90 2.45 51.99 2.66 138.44 0 0.65 0.000 0.00 0.00 0.00 0.000
15.00 2.40 56.19 2.35 132.04 0 0.65 0.000 0.00 0.00 0.00 0.000
15.04 2.33 62.04 2.06 127.93 0.65 0.000 0.00 0.00 0.00 0.000
15.10 2.30 66.65 1.92 127.91 0.65 0.000 0.00 0.00 0.00 0.000
15.19 2.27 70.83 1.82 129.23 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 0.65 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 0.65 0.000 0.00 0.00 0.00 0.000
15.63 2.21 75.37 1.65 124.27 0.65 0.000 0.00 0.00 0.00 0.000
15.68 2.27 67.27 1.81 121.59 0.65 0.000 0.00 0.00 0.00 0.000
15.78 2.34 58.09 2.09 121.28 0 0.65 0.000 0.00 0.00 0.00 0.000
15.81 2.49 44.71 2.91 129.97 0.65 0.000 0.00 0.00 0.00 0.000
15.97 2.63 34.94 4.02 140.34 0 0.65 0.000 0.00 0.00 0.00 0.000
16.00 2.79 26.62 5.71 151.92 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf) (%) (%) (%) (in)
16.02 2.85 23.90 6.51 155.47 0 0.65 0.000 0.00 0.00 0.00 0.000
16.17 2.91 21.63 7.31 158.07 0.65 0.000 0.00 0.00 0.00 0.000
16.23 2.95 20.06 7.98 160.01 0.65 0.000 0.00 0.00 0.00 0.000
16.24 2.96 19.88 8.08 160.61 0.65 0.000 0.00 0.00 0.00 0.000
16.27 2.93 19.60 7.70 150.86 0.65 0.000 0.00 0.00 0.00 0.000
16.37 2.88 19.45 6.90 134.25 0.65 0.000 0.00 0.00 0.00 0.000
16.42 2.82 19.91 6.06 120.57 0 0.65 0.000 0.00 0.00 0.00 0.000
16.51 2.79 20.80 5.75 119.66 0.65 0.000 0.00 0.00 0.00 0.000
16.56 2.79 22.37 5.69 127.30 0.65 0.000 0.00 0.00 0.00 0.000
16.62 2.76 24.54 5.34 131.02 0.65 0.000 0.00 0.00 0.00 0.000
16.67 2.73 26.96 4.98 134.33 0.65 0.000 0.00 0.00 0.00 0.000
16.76 2.66 30.67 4.35 133.44 0.65 0.000 0.00 0.00 0.00 0.000
16.81 2.59 35.66 3.66 130.34 0 0.65 0.000 0.00 0.00 0.00 0.000
16.91 2.51 41.19 3.03 124.70 0 0.65 0.000 0.00 0.00 0.00 0.000
16.93 2.43 47.67 2.51 119.72 0 0.65 0.000 0.00 0.00 0.00 0.000
17.00 2.33 56.41 2.04 115.22 0.65 0.000 0.00 0.00 0.00 0.000
17.08 2.24 66.28 1.73 114.54 0.65 0.000 0.00 0.00 0.00 0.000
17.15 2.18 74.69 1.57 117.14 0.65 0.000 0.00 0.00 0.00 0.000
17.20 2.16 80.02 1.51 121.14 0.65 0.000 0.00 0.00 0.00 0.000
17.30 2.15 83.30 1.49 124.48 0.65 0.000 0.00 0.00 0.00 0.000
17.33 2.14 87.32 1.48 129.25 0.65 0.000 0.00 0.00 0.00 0.000
17.39 2.10 96.05 1.42 136.69 0.65 0.000 0.00 0.00 0.00 0.000
17.50 2.07 105.65 1.37 145.19 0.65 0.000 0.00 0.00 0.00 0.000
17.53 2.02 116.75 1.33 155.05 0.65 0.000 0.00 0.00 0.00 0.000
17.59 2.00 124.68 1.30 162.69 0.65 0.000 0.00 0.00 0.00 0.000
17.68 1.97 132.38 1.29 170.43 0.65 0.000 0.00 0.00 0.00 0.000
17.74 1.96 138.52 1.27 176.62 0.65 0.000 0.00 0.00 0.00 0.000
17.78 1.94 143.91 1.26 181.75 0.65 0.000 0.00 0.00 0.00 0.000
17.85 1.92 148.91 1.25 186.54 0.65 0.000 0.00 0.00 0.00 0.000
17.93 1.91 152.84 1.25 190.49 0.65 0.000 0.00 0.00 0.00 0.000
17.98 1.91 154.77 1.24 192.67 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 0.06 13.34 0.04 0.000
18.13 1.92 154.14 1.25 192.39 39 1716 0.65 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\allopts with 4-ft recompaction.clq This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evo(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.66 0.000 0.00 0.00 0.00 0.000
19.98 2.11 104.79 1.43 150.08 0 0.66 0.000 0.00 0.00 0.00 0.000
20.03 2.12 100.68 1.46 146.71 0 0.67 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 0.67 0.000 0.00 0.00 0.00 0.000
20.22 2.18 86.15 1.56 134.55 0.67 0.000 0.00 0.00 0.00 0.000
20.32 2.20 81.17 1.61 131.03 0.67 0.000 0.00 0.00 0.00 0.000
20.34 2.23 75.81 1.69 0.67 0.000 0.00 0.00 0.00 0.000
20.41 2.26 70.76 1.79 0.67 0.000 0.00 0.00 0.00 0.000
20.50 2.30 65.83 1.92 0.67 0.000 0.00 0.00 0.00 0.000
20.56 2.33 62.52 2.04 0.67 0,000 0.00 0.00 0.00 0.000
20.61 2.35 60.99 2.11 0.67 0.00 0.00 0.00 0.000
20.70 2.37 59.59 2.22 0.67 0.00 0.00 0.00 0.000
20.76 2.40 57.92 2.39 0.67 0.00 0.00 0.00 0.000
20.80 2.45 55.59 2.63 0.67 0.00 0.00 0.00 0.000
20.87 2.50 51.79 3.00 0.67 0.00 0.00 0.00 0.000
20.95 2.56 46.63 3.46 0.67 0.00 0.00 0.00 0.000
2.64 39.87 4.15 0.67 0.00 0.00 0.00 0.000
2.72 33.58 4.91 0.67 0.00 0.00 0.00 0.000
21.15 2.76 29.94 5.40 0.67 0.00 0.00 0.00 0.000
21.20 2.63 35.92 3.99 0.67 0.00 0.00 0.00 0.000
21.30 2.42 48.34 2.50 0.67 0.00 0.00 0.00 0.000
21.34 2.24 63.94 1.71 0 0.67 0.00 0.00 0.00 0.000
21.39 2.13 75.68 1.46 0 0.67 0.000 0.00 0.00 0.00 0.000
21.49 2.08 81.08 1.39 0.67 0.000 0.00 0.00 0.00 0.000
21.54 2.09 80.00 1.40 0.67 0.000 0.00 0.00 0.00 0.000
21.59 2.19 69.70 1.58 0 0.67 0.000 0.00 0.00 0.00 0.000
21.69 2.33 56.89 2.05 116.91 0.67 0.000 0.00 0.00 0.00 0.000
21.74 2.51 44.06 3.04 133.89 0 0.67 0.000 0.00 0.00 0.00 0.000
21.79 2.66 34.23 4.27 146.15 0.67 0.000 0.00 0.00 0.00 0.000
21.88 2.78 26.93 5.57 150.15 0.67 0.000 0.00 0.00 0.00 0.000
21.94 2.86 22.10 6.70 148.02 0.67 0.000 0.00 0.00 0.00 0.000
21.98 2.95 18.26 8.01 146.31 0.67 0.000 0.00 0.00 0.00 0.000
22.08 3.03 16.01 9.26 148.32 0.67 0.000 0.00 0.00 0.00 0.000
22.13 3.08 14.82 10.14 150.20 0 0.67 0.000 0.00 0.00 0.00 0.000
22.18 2.93 19.26 7.63 147.05 0.67 0.000 0.00 0.00 0.00 0.000
22.28 2.78 24.91 5.61 139.84 0 0.68 0.000 0.00 0.00 0.00 0.000
22.31 2.60 34.28 3.78 129.72 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.cla This software is licensed to: Edward LaMont CPT name: СPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (in)
22.38 2.50 42.19 2.95 124.29 0 0.68 0.000 0.00 0.00 0.00 0.000
22.46 2.41 49.83 2.44 121.59 0.68 0.000 0.00 0.00 0.00 0.000
22.51 2.36 55.40 2.17 120.35 0 0.68 0.000 0.00 0.00 0.00 0.000
22.58 2.31 59.66 1.97 117.56 0.68 0.000 0.00 0.00 0.00 0.000
22.65 2.26 63.47 1.79 113.40 0.68 0.000 0.00 0.00 0.00 0.000
22.72 2.22 66.18 1.66 109.89 0.68 0.000 0.00 0.00 0.00 0.000
22.80 2.19 67.75 1.59 107.78 0.68 0.000 0.00 0.00 0.00 0.000
22.86 2.18 68.69 1.56 107.06 0.68 0.000 0.00 0.00 0.00 0.000
22.91 2.17 69.21 1.54 106.86 0 0.68 0.000 0.00 0.00 0.00 0.000
23.01 2.16 70.17 1.52 106.91 0.68 0.000 0.00 0.00 0.00 0.000
23.06 2.15 71.55 1.50 107.37 0 0.68 0.000 0.00 0.00 0.00 0.000
23.11 2.14 72.61 1.49 108.04 0 0.68 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.cla This software is licensed to: Edward LaMont CPT name: СPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.70 0.000 0.00 0.00 0.00 0.000
31.52 2.25 52.13 1.75 91.19 0.70 0.000 0.00 0.00 0.00 0.000
31.58 2.26 51.97 1.79 93.17 0.70 0.000 0.00 0.00 0.00 0.000
31.64 2.29 51.18 1.90 97.47 0 l 0.70 0.000 0.00 0.00 0.00 0.000
31.75 2.32 50.53 2.01 101.58 0.70 0.000 0.00 0.00 0.00 0.000
31.76 2.37 48.50 2.24 108.50 0.70 0.000 0.00 0.00 0.00 0.000
31.85 2.41 46.56 2.44 113.39 0 0.70 0.000 0.00 0.00 0.00 0.000
31.89 2.48 42.55 2.82 119.88 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf) (%) (%) (%) (in)
31.96 2.53 38.42 3.22 123.80 0 0.70 0.000 0.00 0.00 0.00 0.000
32.03 2.62 33.09 3.91 129.31 0.70 0.000 0.00 0.00 0.00 0.000
32.09 2.71 28.18 4.81 135.50 0 0.70 0.000 0.00 0.00 0.00 0.000
32.16 2.78 25.12 5.58 140.22 0.70 0.000 0.00 0.00 0.00 0.000
32.24 2.80 24.21 5.88 142.43 0.70 0.000 0.00 0.00 0.00 0.000
32.29 2.79 24.90 5.73 142.75 0.70 0.000 0.00 0.00 0.00 0.000
32.35 2.79 24.77 5.77 142.93 0 0.70 0.000 0.00 0.00 0.00 0.000
32.43 2.82 23.58 6.08 143.28 0.70 0.000 0.00 0.00 0.00 0.000
32.49 2.89 20.63 7.03 144.98 0.70 0.000 0.00 0.00 0.00 0.000
32.58 2.90 19.89 7.26 144.44 0.70 0.000 0.00 0.00 0.00 0.000
32.63 2.98 17.00 8.37 142.32 0.70 0.000 0.00 0.00 0.00 0.000
32.68 2.91 19.85 7.31 145.14 0.70 0.000 0.00 0.00 0.00 0.000
32.76 2.88 21.35 6.87 146.73 0 0.70 0.00 0.00 0.00 0.000
32.82 2.79 25.54 5.75 146.97 0 0.70 0.00 0.00 0.00 0.000
32.88 2.75 28.77 5.20 149.65 0.70 0.00 0.00 0.00 0.000
32.95 2.73 30.42 5.08 154.59 0.70 0.00 0.00 0.00 0.000
33.02 2.75 30.72 5.22 160.30 0.70 0.00 0.00 0.00 0.000
33.07 2.75 30.83 5.31 163.61 0.70 0.00 0.00 0.00 0.000
33.14 2.72 32.60 4.91 160.21 0.70 0.00 0.00 0.00 0.000
33.27 2.67 35.17 4.37 153.76 0.70 0.00 0.00 0.00 0.000
33.30 2.61 38.14 3.85 146.70 0.70 0.00 0.00 0.00 0.000
33.37 2.59 39.74 3.63 144.28 39 1700 0.70 0.21 13.34 0.09 0.001
33.42 2.57 41.07 3.52 144.45 39 1724 0.70 0.20 13.34 0.08 0.001
33.51 2.58 41.54 3.55 147.33 39 1757 0.70 0.18 0.07 0.001
33.56 2.59 41.38 3.65 150.98 41 1784 0.70 0.17 0.07 0.000
33.60 2.62 39.35 3.92 154.33 0.70 0.00 0.00 0.000
33.71 2.67 35.86 4.38 156.91 0.69 0.00 0.00 0.000
33.76 2.70 32.73 4.72 154.61 0.69 0.00 0.00 0.000
33.87 2.71 31.19 4.78 149.20 0.69 0.00 0.00 0.000
33.91 2.69 31.16 4.57 142.55 0.69 0.000 0.00 0.00 0.000
33.95 2.64 32.95 4.13 136.02 0.69 0.000 0.00 0.00 0.000
34.00 2.52 39.25 3.15 123.76 0.69 0.000 0.00 0.00 0.000
34.09 2.40 47.21 2.39 112.93 0 0.69 0.000 0.00 0.00 0.000
34.15 2.32 53.73 2.00 107.60 0 0.69 0.000 0.00 0.00 0.000
34.20 2.30 56.22 1.91 107.59 0.69 0.000 0.00 0.00 0.000
34.26 2.30 57.34 1.93 110.80 0.69 0.000 0.00 0.00 0.000
34.34 2.32 57.92 2.01 116.52 0 0.69 0.000 0.00 0.00 0.000
34.40 2.37 56.41 2.20 124.18 0.69 0.000 0.00 0.00 0.000
34.46 2.42 52.57 2.51 131.89 0.69 0.000 0.00 0.00 0.000
34.53 2.49 47.30 2.94 139.21 0.69 0.000 0.00 0.00 0.000
34.59 2.55 43.48 3.31 144.04 0.69 0.000 0.00 0.00 0.000
34.66 2.55 42.95 3.38 145.25 0.69 0.000 0.00 0.00 0.000
34.73 2.52 46.21 3.11 143.70 37 1848 0.69 0.359 0.17 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 0.69 0.000 0.00 0.00 0.00 0.000
35.05 2.35 65.28 2.13 139.33 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|allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (in)
35.27 2.25 77.55 1.76 136.80 0 0.69 0.000 0.00 0.00 0.00 0.000
35.28 2.15 93.39 1.51 140.84 0.69 0.000 0.00 0.00 0.00 0.000
35.33 2.10 101.95 1.42 145.23 0 0.69 0.000 0.00 0.00 0.00 0.000
35.34 2.06 110.20 1.37 150.64 0.69 0.000 0.00 0.00 0.00 0.000
35.37 1.98 123.37 1.29 159.66 0.69 0.000 0.00 0.00 0.00 0.000
35.47 1.91 135.55 1.24 168.59 0.69 0.000 0.00 0.00 0.00 0.000
35.51 1.84 149.07 1.19 177.46 0 0.69 0.000 0.00 0.00 0.00 0.000
35.59 1.81 156.29 1.16 181.76 0 0.69 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 0.69 0.000 0.00 0.00 0.00 0.000
36.11 1.84 158.50 1.19 188.43 0.69 0.000 0.00 0.00 0.00 0.000
36.19 1.87 149.27 1.21 181.05 0.69 0.000 0.00 0.00 0.00 0.000
36.25 1.89 141.37 1.23 174.08 0.69 0.000 0.00 0.00 0.00 0.000
36.29 1.92 133.98 1.25 167.13 0.69 0.000 0.00 0.00 0.00 0.000
36.39 1.94 126.54 1.27 160.14 0.69 0.000 0.00 0.00 0.00 0.000
36.46 1.97 120.34 1.28 154.38 0.69 0,000 0.00 0.00 0.00 0.000
36.50 1.99 116.10 1.30 150.76 0.69 0.000 0.00 0.00 0.00 0.000
36.55 2.00 114.26 1.31 149.56 0.69 0.000 0.00 0.00 0.00 0.000
36.65 2.02 111.57 1.32 147.79 0.69 0.000 0.00 0.00 0.00 0.000
36.69 2.05 107.15 1.35 144.85 0.69 0.000 0.00 0.00 0.00 0.000
36.75 2.09 100.37 1.40 140.34 0.69 0.000 0.00 0.00 0.00 0.000
36.84 2.14 91.74 1.48 135.63 0.69 0.000 0.00 0.00 0.00 0.000
36.89 2.20 82.87 1.61 133.20 0.69 0.000 0.00 0.00 0.00 0.000
36.96 2.27 74.57 1.80 134.54 0.69 0.000 0.00 0.00 0.00 0.000
37.02 2.33 67.94 2.04 138.78 0.69 0.000 0.00 0.00 0.00 0.000
37.08 2.40 61.02 2.39 145.66 0.69 0.000 0.00 0.00 0.00 0.000
37.19 2.47 55.13 2.76 152.12 0.69 0.000 0.00 0.00 0.00 0.000
37.23 2.52 50.78 3.10 157.38 0 0.69 0.000 0.00 0.00 0.00 0.000
37.28 2.52 49.63 3.13 155.39 0 0.69 0.000 0.00 0.00 0.00 0.000
37.38 2.49 51.42 2.90 148.99 0.69 0.000 0.00 0.00 0.00 0.000
37.43 2.43 55.64 2.51 139.73 0.69 0.000 0.00 0.00 0.00 0.000
37.51 2.36 60.69 2.20 133.31 0 0.69 0.000 0.00 0.00 0.00 0.000
37.54 2.30 66.11 1.93 127.55 0.69 0.000 0.00 0.00 0.00 0.000
37.61 2.24 71.81 1.72 123.29 0.69 0.000 0.00 0.00 0.00 0.000
37.68 2.18 77.61 1.56 121.06 0.69 0.000 0.00 0.00 0.00 0.000
37.74 2.14 81.22 1.49 120.69 0.69 0.000 0.00 0.00 0.00 0.000
37.82 2.14 81.37 1.48 120.44 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (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 0.69 0.000 0.00 0.00 0.00 0.000
38.59 2.38 48.22 2.28 110.05 0.69 0.000 0.00 0.00 0.00 0.000
38.65 2.40 45.00 2.37 106.78 0.69 0.000 0.00 0.00 0.00 0.000
38.75 2.42 40.91 2.50 102.45 0.69 0.000 0.00 0.00 0.00 0.000
38.79 2.48 35.33 2.87 101.27 0.69 0.000 0.00 0.00 0.00 0.000
38.85 2.60 29.45 3.73 109.85 0.69 0.000 0.00 0.00 0.00 0.000
38.92 2.73 24.13 5.08 122.69 0.68 0.000 0.00 0.00 0.00 0.000
38.99 2.86 19.92 6.59 131.28 0.68 0.000 0.00 0.00 0.00 0.000
39.04 2.96 15.88 8.08 128.42 0 0.68 0.000 0.00 0.00 0.00 0.000
39.13 3.01 14.18 9.01 127.66 0.68 0.000 0.00 0.00 0.00 0.000
39.18 3.06 12.73 9.92 126.29 0 0.68 0.000 0.00 0.00 0.00 0.000
39.24 3.12 11.51 10.99 126.55 0.68 0.000 0.00 0.00 0.00 0.000
39.32 3.16 10.66 11.84 126.21 0.68 0.000 0.00 0.00 0.00 0.000
39.38 3.08 12.17 10.32 125.61 0.68 0.000 0.00 0.00 0.00 0.000
39.45 2.98 14.82 8.38 124.27 0.68 0.000 0.00 0.00 0.00 0.000
39.52 2.85 19.74 6.46 127.58 0.68 0.000 0.00 0.00 0.00 0.000
39.57 2.84 20.21 6.34 128.15 0.68 0,000 0.00 0.00 0.00 0.000
39.64 2.89 18.68 6.99 130.58 0.68 0.000 0.00 0.00 0.00 0.000
39.72 2.99 15.04 8.65 130.10 0.68 0.000 0.00 0.00 0.00 0.000
39.78 3.02 14.37 9.20 132.16 0.68 0.000 0.00 0.00 0.00 0.000
39.86 3.01 14.64 9.01 131.97 0.68 0.000 0.00 0.00 0.00 0.000
39.90 2.98 15.52 8.42 130.57 0.68 0.000 0.00 0.00 0.00 0.000
39.96 2.92 17.96 7.45 133.76 0.68 0.000 0.00 0.00 0.00 0.000
40.07 2.89 18.65 7.13 132.99 0.68 0.000 0.00 0.00 0.00 0.000
40.10 2.89 18.99 6.99 132.84 0.68 0.000 0.00 0.00 0.00 0.000
40.16 2.90 18.40 7.27 133.78 0.68 0.000 0.00 0.00 0.00 0.000
40.26 2.97 15.84 8.23 130.45 0.68 0.000 0.00 0.00 0.00 0.000
40.30 3.00 14.94 8.79 131.26 0.68 0.000 0.00 0.00 0.00 0.000
40.36 3.00 14.68 8.86 130.10 0.68 0.000 0.00 0.00 0.00 0.000
40.45 3.01 14.48 8.95 129.60 0.68 0.000 0.00 0.00 0.00 0.000
40.51 3.00 14.69 8.86 130.22 0.68 0.000 0.00 0.00 0.00 0.000
40.55 2.99 15.46 8.58 132.64 0.68 0.000 0.00 0.00 0.00 0.000
40.69 2.97 16.23 8.26 133.97 0 0.68 0.000 0.00 0.00 0.00 0.000
40.71 2.96 16.38 8.15 133.59 0.68 0.000 0.00 0.00 0.00 0.000
40.80 3.00 14.94 8.86 132.30 0 0.68 0.000 0.00 0.00 0.00 0.000
40.84 3.07 13.11 9.97 130.67 0.68 0.000 0.00 0.00 0.00 0.000
40.89 3.14 11.38 11.46 130.37 0.68 0.000 0.00 0.00 0.00 0.000
40.98 3.20 10.33 12.64 130.50 0.68 0.000 0.00 0.00 0.00 0.000
41.01 3.21 10.16 12.86 130.70 0.68 0.000 0.00 0.00 0.00 0.000
41.09 3.16 11.08 11.86 131.39 0.68 0.000 0.00 0.00 0.00 0.000
41.15 3.08 12.96 10.32 133.71 0 0.68 0.000 0.00 0.00 0.00 0.000
41.22 2.90 19.26 7.15 137.64 0.68 0.000 0.00 0.00 0.00 0.000
41.28 2.77 24.56 5.53 135.93 0 0.68 0.000 0.00 0.00 0.00 0.000
41.35 2.68 29.50 4.46 131.57 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (in)
41.43 2.65 31.17 4.17 130.08 0 0.68 0.000 0.00 0.00 0.00 0.000
41.48 2.58 34.78 3.61 125.53 0.68 0.000 0.00 0.00 0.00 0.000
41.55 2.49 40.88 2.89 118.28 0.68 0.000 0.00 0.00 0.00 0.000
41.63 2.38 48.91 2.27 111.21 0.67 0.000 0.00 0.00 0.00 0.000
41.69 2.29 57.20 1.88 107.33 0.67 0.000 0.00 0.00 0.00 0.000
41.75 2.22 63.75 1.67 106.75 0.67 0.000 0.00 0.00 0.00 0.000
41.81 2.18 69.01 1.57 108.30 0 0.67 0.000 0.00 0.00 0.00 0.000
41.88 2.15 74.29 1.51 112.14 0.67 0.000 0.00 0.00 0.00 0.000
41.97 2.13 79.86 1.47 117.13 0.67 0.000 0.00 0.00 0.00 0.000
42.02 2.11 85.58 1.43 122.66 0.67 0.000 0.00 0.00 0.00 0.000
42.07 2.10 90.02 1.42 127.40 0.67 0.000 0.00 0.00 0.00 0.000
42.16 2.09 92.93 1.41 130.97 0.67 0.000 0.00 0.00 0.00 0.000
42.22 2.09 94.92 1.41 133.49 0 0.67 0.000 0.00 0.00 0.00 0.000
42.26 2.10 95.05 1.41 134.22 0 0.67 0.000 0.00 0.00 0.00 0.000
42.32 2.11 93.27 1.43 133.64 0.67 0.000 0.00 0.00 0.00 0.000
42.40 2.14 88.50 1.49 131.69 0.67 0.000 0.00 0.00 0.00 0.000
42.46 2.20 80.32 1.62 129.82 0.67 0.000 0.00 0.00 0.00 0.000
42.56 2.26 72.46 1.79 130.03 0.67 0.000 0.00 0.00 0.00 0.000
42.59 2.31 66.50 1.98 131.64 0.67 0.000 0.00 0.00 0.00 0.000
42.66 2.34 63.86 2.08 132.85 0.67 0.000 0.00 0.00 0.00 0.000
42.72 2.37 61.60 2.21 135.94 0.67 0,000 0.00 0.00 0.00 0.000
42.81 2.41 57.95 2.44 141.60 0.67 0.000 0.00 0.00 0.00 0.000
42.86 2.49 50.79 2.94 149.48 0.67 0.000 0.00 0.00 0.00 0.000
42.95 2.60 42.24 3.72 157.02 0.67 0.000 0.00 0.00 0.00 0.000
43.00 2.70 33.88 4.72 160.01 0.67 0.000 0.00 0.00 0.00 0.000
43.05 2.80 26.04 5.81 151.24 0.67 0.000 0.00 0.00 0.00 0.000
43.15 2.89 20.10 7.01 140.96 0.67 0.000 0.00 0.00 0.00 0.000
43.20 3.00 14.76 8.76 129.35 0.67 0.000 0.00 0.00 0.00 0.000
43.24 2.80 22.77 5.85 133.18 0.67 0.000 0.00 0.00 0.00 0.000
43.35 2.62 32.39 3.95 128.00 0.67 0.000 0.00 0.00 0.00 0.000
43.39 2.40 49.58 2.39 118.70 0.67 0.000 0.00 0.00 0.00 0.000
43.45 2.26 65.63 1.80 117.99 0.67 0.000 0.00 0.00 0.00 0.000
43.52 2.15 83.54 1.50 125.38 0 0.67 0.000 0.00 0.00 0.00 0.000
43.59 2.07 97.71 1.38 135.22 0.67 0.000 0.00 0.00 0.00 0.000
43.65 2.01 109.65 1.31 144.19 0.67 0.000 0.00 0.00 0.00 0.000
43.74 1.95 118.83 1.27 151.22 0.67 0.000 0.00 0.00 0.00 0.000
43.78 1.90 126.88 1.24 157.02 0 0.67 0.000 0.00 0.00 0.00 0.000
43.84 1.87 132.10 1.21 160.32 0.66 0.000 0.00 0.00 0.00 0.000
43.94 1.84 136.51 1.19 162.62 0.66 0.000 0.00 0.00 0.00 0.000
43.99 1.83 138.82 1.18 163.71 0.66 0.000 0.00 0.00 0.00 0.000
44.03 1.82 138.44 1.18 162.77 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.65 0.000 0.00 0.00 0.00 0.000
47.14 2.04 97.73 1.34 130.95 0.65 0.000 0.00 0.00 0.00 0.000
47.19 2.05 95.17 1.35 128.80 0.65 0.000 0.00 0.00 0.00 0.000
47.27 2.07 91.78 1.38 126.32 0.65 0.000 0.00 0.00 0.00 0.000
47.33 2.10 87.48 1.42 123.97 0.65 0.000 0.00 0.00 0.00 0.000
47.38 2.16 80.10 1.52 121.68 0.65 0.000 0.00 0.00 0.00 0.000
47.47 2.24 70.90 1.71 121.53 0 0.65 0.000 0.00 0.00 0.00 0.000
47.53 2.35 58.36 2.14 124.75 0.65 0.000 0.00 0.00 0.00 0.000
47.58 2.48 45.94 2.83 129.89 0 0.65 0.000 0.00 0.00 0.00 0.000
47.68 2.62 34.28 3.97 135.97 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Kc Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (in)
47.70 2.77 25.21 5.45 137.38 0 0.64 0.000 0.00 0.00 0.00 0.000
47.77 2.89 18.75 7.05 132.13 0.64 0.000 0.00 0.00 0.00 0.000
47.87 3.02 12.61 9.10 114.76 0.64 0.000 0.00 0.00 0.00 0.000
47.98 3.01 11.09 8.97 99.45 0 0.64 0.000 0.00 0.00 0.00 0.000
48.02 2.96 10.70 8.19 87.59 0.64 0.000 0.00 0.00 0.00 0.000
48.05 2.86 12.90 6.62 85.34 0.64 0.000 0.00 0.00 0.00 0.000
48.10 2.86 12.94 6.65 86.02 0 0.64 0.000 0.00 0.00 0.00 0.000
48.20 2.85 13.33 6.57 87.52 0.64 0.000 0.00 0.00 0.00 0.000
48.25 2.88 13.18 6.90 91.01 0.64 0.000 0.00 0.00 0.00 0.000
48.31 2.90 13.05 7.18 93.68 0.64 0.000 0.00 0.00 0.00 0.000
48.36 2.96 11.34 8.20 93.04 0.64 0.000 0.00 0.00 0.00 0.000
48.44 3.00 11.24 8.72 98.01 0.64 0.000 0.00 0.00 0.00 0.000
48.51 3.03 11.05 9.36 103.43 0 0.64 0.000 0.00 0.00 0.00 0.000
48.56 3.09 10.80 10.37 112.03 0.64 0.000 0.00 0.00 0.00 0.000
48.65 3.13 10.60 11.29 119.69 0 0.64 0.000 0.00 0.00 0.00 0.000
48.70 3.10 11.80 10.71 126.36 0.64 0.000 0.00 0.00 0.00 0.000
48.79 2.98 15.26 8.42 128.48 0.64 0.000 0.00 0.00 0.00 0.000
48.84 2.76 25.25 5.32 134.20 0 0.64 0.000 0.00 0.00 0.00 0.000
48.90 2.62 34.29 3.90 133.84 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 0.64 0.000 0.00 0.00 0.00 0.000
49.29 2.72 34.16 4.97 169.71 0.63 0.000 0.00 0.00 0.00 0.000
49.34 2.84 26.09 6.43 167.70 0.63 0.000 0.00 0.00 0.00 0.000
49.44 2.96 18.61 8.10 150.63 0.63 0.000 0.00 0.00 0.00 0.000
49.49 2.97 16.52 8.32 137.48 0.63 0.000 0.00 0.00 0.00 0.000
49.57 2.89 18.94 7.05 133.54 0.63 0.000 0.00 0.00 0.00 0.000
49.63 2.84 20.33 6.38 129.82 0.63 0.000 0.00 0.00 0.00 0.000
49.69 2.82 20.28 6.13 124.34 0.63 0.000 0.00 0.00 0.00 0.000
49.77 2.78 22.39 5.65 126.56 0.63 0.000 0.00 0.00 0.00 0.000
49.80 2.72 26.00 4.87 126.67 0 0.63 0.000 0.00 0.00 0.00 0.000
49.88 2.70 27.50 4.69 128.94 0 0.63 0.000 0.00 0.00 0.00 0.000
49.97 2.67 29.49 4.42 130.21 0.63 0.000 0.00 0.00 0.00 0.000
50.02 2.70 29.09 4.67 135.84 0.63 0.000 0.00 0.00 0.00 0.000
50.07 2.71 28.87 4.85 140.08 0 0.63 0.000 0.00 0.00 0.00 0.000
50.15 2.72 28.80 4.97 143.12 0.63 0.000 0.00 0.00 0.00 0.000
50.22 2.73 28.71 5.02 144.04 0 0.63 0.000 0.00 0.00 0.00 0.000
50.27 2.70 30.11 4.65 140.13 0.63 0.000 0.00 0.00 0.00 0.000
50.36 2.63 32.81 4.04 132.57 0.63 0.000 0.00 0.00 0.00 0.000
50.42 2.53 37.77 3.21 121.14 0.63 0.000 0.00 0.00 0.00 0.000
50.46 2.39 46.47 2.31 107.32 0.63 0.000 0.00 0.00 0.00 0.000
50.56 2.27 54.77 1.81 99.10 0.63 0.000 0.00 0.00 0.00 0.000
50.60 2.15 63.61 1.50 95.44 0.63 0.000 0.00 0.00 0.00 0.000
50.71 2.09 67.64 1.40 94.56 0.63 0.000 0.00 0.00 0.00 0.000
50.75 2.03 71.34 1.34 95.25 0.63 0.000 0.00 0.00 0.00 0.000
50.81 2.01 72.89 1.32 95.99 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin Kc Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tst) (%) (%) (%) (in)
50.86 2.00 74.49 1.31 97.29 0 0.63 0.000 0.00 0.00 0.00 0.000
50.93 1.99 75.79 1.30 98.65 0.63 0.000 0.00 0.00 0.00 0.000
51.01 1.99 76.79 1.30 99.99 21 0.62 0.143 0.14 13.34 0.02 0.000
51.10 2.00 77.31 1.30 100.82 21 0.62 0.139 0.13 13.34 0.02 0.000
51.13 2.00 77.56 1.31 101.37 21 0.62 0.136 0.13 13.34 0.02 0.000
51.20 2.00 77.34 1.31 101.33 21 0.62 0.135 0.13 13.34 0.02 0.000
51.25 2.01 76.85 1.31 101.01 21 0.62 0.135 0.13 13.34 0.02 0.000
51.35 2.01 76.26 1.32 100.57 21 0.62 0.135 0.13 13.34 0.02 0.000
51.38 2.02 75.80 1.32 100.36 21 0.62 0.134 0.13 13.34 0.02 0.000
51.45 2.03 75.31 1.33 100.21 21 0.62 0.133 0.13 13.34 0.02 0.000
51.55 2.03 74.76 1.34 99.97 21 0.62 0.132 0.12 13.34 0.01 0.000
51.59 2.04 74.23 1.34 99.73 21 0.62 0.132 0.12 13.34 0.01 0.000
51.64 2.04 73.87 1.35 99.64 21 0.62 0.131 0.12 13.34 0.01 0.000
51.71 2.05 73.37 1.35 99.41 21 0.62 0.131 0.12 13.34 0.01 0.000
51.78 2.05 73.08 1.36 99.10 21 0.62 0.131 0.12 13.34 0.01 0.000
51.84 2.05 72.62 1.36 98.55 21 0.62 0.132 0.13 13.34 0.01 0.000
51.94 2.05 72.18 1.36 97.96 21 0.62 0.134 0.13 13.34 0.01 0.000
51.98 2.05 71.90 1.35 97.38 21 0.62 0.136 0.13 13.34 0.01 0.000
52.06 2.05 71.57 1.35 96.69 20 0.62 0.138 0.13 13.34 0.01 0.000
52.13 2.04 71.61 1.34 96.27 20 0.62 0.140 0.14 13.34 0.02 0.000
52.18 2.03 72.09 1.34 96.45 20 0.62 0.140 0.14 13.34 0.02 0.000
52.27 2.03 72.99 1.33 97.08 20 0.62 0.139 0.14 13.34 0.01 0.000
52.33 2.01 74.07 1.32 97.47 20 0.62 0.140 0.14 13.34 0.01 0.000
52.38 1.97 75.06 1.29 96.66 20 0.62 0.150 0.15 13.34 0.02 0.000
52.44 1.95 76.06 1.27 96.41 20 0.62 0.158 0.16 13.34 0.02 0.000
52.50 1.94 76.43 1.26 96.34 20 0.62 0.161 0.17 13.34 0.02 0.000
52.56 1.96 75.51 1.28 96.51 20 0.62 0.153 0.15 13.34 0.02 0.000
52.63 1.99 73.86 1.30 95.78 20 0.62 0.149 0.15 13.34 0.02 0.000
52.71 2.03 69.42 1.34 92.84 20 0.61 0.149 0.15 13.34 0.02 0.000
52.78 2.06 67.64 1.36 92.04 20 0.61 0.148 0.15 13.34 0.02 0.000
52.83 2.07 66.55 1.38 91.81 20 0.61 0.147 0.15 13.34 0.01 0.000
52.91 2.06 68.46 1.37 93.60 20 0.61 0.141 0.14 13.34 0.01 0.000
52.95 2.07 68.61 1.38 94.39 20 0.61 0.137 0.14 13.34 0.01 0.000
53.04 2.08 68.42 1.39 94.78 20 0.61 0.135 0.13 13.34 0.01 0.000
53.10 2.08 68.32 1.39 95.08 20 0.61 0.133 0.13 13.34 0.01 0.000
53.15 2.08 68.81 1.39 95.71 21 0.61 0.131 0.13 13.34 0.01 0.000
53.24 2.08 69.27 1.39 96.46 21 0.61 0.128 0.12 13.34 0.01 0.000
53.35 2.09 69.01 1.40 96.61 21 0.61 0.127 0.12 13.34 0.01 0.000
53.45 2.10 68.16 1.41 96.26 21 0.61 0.126 0.12 13.34 0.01 0.000
53.49 2.10 67.57 1.42 96.22 21 0.61 0.126 0.12 13.34 0.01 0.000
53.55 2.11 67.95 1.44 97.64 21 0.61 0.121 0.11 13.34 0.01 0.000
53.63 2.12 68.56 1.46 99.81 22 0.61 0.115 0.10 13.34 0.01 0.000
53.69 2.14 69.19 1.48 102.43 23 0.61 0.108 0.09 13.34 0.01 0.000
53.74 2.15 69.72 1.51 104.94 23 0.61 0.103 0.09 13.34 0.01 0.000
53.83 2.16 69.88 1.53 106.98 24 0.61 0.099 0.08 13.34 0.01 0.000
53.89 2.18 69.68 1.56 108.60 24 0.61 0.096 0.08 13.34 0.01 0.000
53.94 2.19 68.73 1.60 109.84 25 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.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands:: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) er Settle. (ft) (blows) (tsf) (%) (%) (%) (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 0.60 0.000 0.00 0.00 0.00 0.000
55.66 2.32 45.11 2.01 90.86 0.60 0.000 0.00 0.00 0.00 0.000
55.75 2.34 44.05 2.07 91.37 0.60 0.000 0.00 0.00 0.00 0.000
55.79 2.40 40.32 2.35 94.70 0.60 0.000 0.00 0.00 0.00 0.000
55.86 2.45 37.22 2.67 99.21 0.60 0.000 0.00 0.00 0.00 0.000
55.96 2.52 33.67 3.11 104.75 0.60 0.000 0.00 0.00 0.00 0.000
56.01 2.55 32.34 3.32 107.35 0.60 0.000 0.00 0.00 0.00 0.000
56.05 2.60 29.68 3.78 112.13 0.60 0.000 0.00 0.00 0.00 0.000
56.10 2.68 26.68 4.48 119.48 0.59 0.000 0.00 0.00 0.00 0.000
56.20 2.75 24.01 5.30 127.13 0 0.59 0.000 0.00 0.00 0.00 0.000
56.24 2.82 21.93 6.09 133.57 0.59 0.000 0.00 0.00 0.00 0.000
56.34 2.86 20.59 6.60 135.81 0.59 0.000 0.00 0.00 0.00 0.000
56.38 2.91 18.49 7.40 136.84 0.59 0.000 0.00 0.00 0.00 0.000
56.43 2.98 16.15 8.41 135.84 0 0.59 0.000 0.00 0.00 0.00 0.000
56.50 3.06 13.25 9.93 131.68 0.59 0.000 0.00 0.00 0.00 0.000
56.59 3.14 11.04 11.44 126.38 0.59 0.000 0.00 0.00 0.00 0.000
56.65 3.21 9.36 12.93 120.98 0.59 0.000 0.00 0.00 0.00 0.000
56.70 3.21 8.97 13.04 117.04 0.59 0.000 0.00 0.00 0.00 0.000
56.79 3.19 9.07 12.58 114.06 0.59 0.000 0.00 0.00 0.00 0.000
56.84 3.14 9.79 11.45 112.00 0.59 0.000 0.00 0.00 0.00 0.000
56.89 3.12 10.21 10.98 112.10 0.59 0.000 0.00 0.00 0.00 0.000
56.97 3.11 10.48 10.82 113.31 0 0.59 0.000 0.00 0.00 0.00 0.000
57.04 3.10 10.89 10.61 115.48 0.59 0.000 0.00 0.00 0.00 0.000
57.09 3.01 13.22 8.93 118.13 0 0.59 0.000 0.00 0.00 0.00 0.000
57.18 2.82 19.06 6.08 115.86 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|allepts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands: (continued) Depth Ic Qin KC Qin, cs N1,60 Gmax CSR Shear, y evol(15) Ne er Settle. (ft) (blows) (tsf (%) (%) (%) (in)
57.23 2.58 30.09 3.59 107.89 0 0.59 0.000 0.00 0.00 0.00 0.000
57.32 2.43 40.59 2.53 102.58 0.59 0.000 0.00 0.00 0.00 0.000
57.35 2.33 49.73 2.06 102.65 0.59 0.000 0.00 0.00 0.00 0.000
57.42 2.30 54.76 1.92 105.08 0.59 0.000 0.00 0.00 0.00 0.000
57.52 2.28 58.57 1.84 107.93 0.59 0.000 0.00 0.00 0.00 0.000
57.56 2.27 60.65 1.82 110.38 0.59 0.000 0.00 0.00 0.00 0.000
57.62 2.29 60.70 1.88 113.95 0.59 0.000 0.00 0.00 0.00 0.000
57.72 2.33 58.82 2.02 119.07 0.59 0.000 0.00 0.00 0.00 0.000
57.78 2.38 55.33 2.27 125.76 0.59 0.000 0.00 0.00 0.00 0.000
57.82 2.48 47.32 2.85 134.67 0.59 0.000 0.00 0.00 0.00 0.000
57.92 2.59 39.33 3.65 143.60 0.58 0.000 0.00 0.00 0.00 0.000
57.96 2.73 30.29 5.06 153.18 0.58 0.000 0.00 0.00 0.00
58.01 2.85 23.97 6.46 154.78 0 0.58 0.000 0.00 0.00 0.00
58.11 2.88 21.55 6.91 148.84 0 0 0.58 0.000 0.00 0.00 0.00
58.15 2.96 18.02 8.13 146.50 0 0.58 0.000 0.00 0.00 0.00
58.21 2.87 20.36 6.84 0.58 0.000 0.00 0.00 0.00
58.31 2.81 22.61 5.98 0.58 0.000 0.00 0.00 0.00
58.35 2.63 31.04 4.02 0.58 0.000 0.00 0.00 0.00
58.41 35.38 3.62 34 3115 0.58 0.114 0.06 13.34 0.00
58.51 36.79 3.71 37 3286 0.58 0.102 0.05 13.34 0.00
58.55 33.56 4.43 0.58 0.000 0.00 0.00 0.00
58.62 30.28 5.07 0.58 0.000 0.00 0.00 0.00
58.67 28.25 5.35 0.58 0.000 0.00 0.00 0.00
58.73 26.38 5.57 0.58 0.000 0.00 0.00 0.00 0.000
58.81 27.05 5.16 0.58 0.000 0.00 0.00 0.00 0.000
58.93 27.45 4.94 0.58 0.000 0.00 0.00 0.00 0.000
58.97 30.04 4.32 0 0.58 0.000 0.00 0.00 0.00 0.000
59.03 31.05 4.13 0.58 0.000 0.00 0.00 0.00 0.000
59.08 32.87 3.81 0 0 0.58 0.000 0.00 0.00 0.00 0.000
59.17 35.25 3.47 33 3071 0.58 0.117 0.07 13.34 0.00 0.000
59.21 37.61 3.20 31 3136 0.58 0.113 0.07 13.34 0.00 0.000
59.26 38.80 3.10 31 3184 0.58 0.109 0.06 13.34 0.00 0.000
59.32 39.06 3.09 31 3203 0.58 0.108 0.06 13.34 0.00 0.000
59.38 38.88 3.10 31 3200 0.58 0.108 0.06 13.34 0.00 0.000
59.46 38.66 3.10 31 3183 0.58 0.109 0.06 13.34 0.00 0.000
59.52 38.87 3.06 31 3180 0.58 0.110 0.07 13.34 0.00 0.000
59.60 39.35 3.00 31 3192 0.58 0.109 0.07 13.34 0.00 0.000
59.66 40.09 2.92 30 3205 0.58 0.108 0.07 13.34 0.00 0.000
59.75 40.49 2.87 30 3212 0.57 0.107 0.07 13.34 0.00 0.000
59.78 40.73 2.83 29 3208 0.57 0.108 0.07 13.34 0.00 0.000 CLia 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 Chia|alipts with 4-ft recompaction.cla This software is licensed to: Edward LaMont CPT name: CPT-3 :: Post-earthquake settlement of dry sands :: (continued) Depth Ic Qtn Shear, y Settle.
(ft)
Total estimated settlement: 0.36
Abbreviations
Qtn: Equivalent clean sand normalized cone resistance
Fines correction factor
Qtn,cs: Post-liquefaction volumentric strain
Gmax: Small strain shear modulus
CSR: Soil cyclic stress ratio
Y- Cyclic shear strain
evol(15): Volumetric strain after 15 cycles
N°: Equivalent number of cycles
ev: Volumetric strain
Settle.: Calculated settlement
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\allopts 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
G
GEOTEK
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-l
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.
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.
GEOTEK
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-2
San Jacinto, Riverside County, California Project No. 3489-CR Density tests may be made on the surface material to receive fill, as considered warranted by this firm.
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.
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 representatives) should be informed in advance of operational changes that might result in different source areas for materials.
Procedures for testing of fill slopes are as follows:
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.
Finish grade testing of slopes and pad surfaces should be performed after construction is complete.
Site Clearing
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 areas) 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.
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.
GEOTEK
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-l, F-2 and F-3) unless otherwise specifically indicated in the text of this report.
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.
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.
Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located.
Subdrainage
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-I 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 I-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.
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.
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).
GEOTEK
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-4
San Jacinto, Riverside County, California Project No. 3489-CR 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.
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:
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.
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:
They are not placed in concentrated pockets;
There is a sufficient percentage of fine-grained material to surround the rocks; 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
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.
GEOTEK
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-5
San Jacinto, Riverside County, California Project No. 3489-CR 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.
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.
A key at least one and one-half (1.5) equipment width wide (or as needed for compaction) and tipped at least one (I) 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.)
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.
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.
GEOTEK
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 l:l 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.
On longer slopes, backcuts and keyways should be excavated in maximum 250 feet long segments. The specific configurations will be determined during construction.
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:
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.
GEOTEK
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.
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.
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:
GEOTEK
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.
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)
Water should be applied by water trucks to the:
i) dump piles,
front face of the lift being placed and,
ii) 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,
її) 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:
GEOTEK
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,
for any unfilled spaces between the large blocks, and
c) the matrix compaction and moisture content.
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 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) | 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.
GEOTEK
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 contractors) 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, as bedding in pipe zone.
The water should be allowed to dissipate prior to pouring slabs or completing trench compaction.
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.
GEOTEK
GENERAL GRADING GUIDELINES APPENDIX F
Geotechnical and Infiltration Evaluation Page F-ll
San Jacinto, Riverside County, California Project No. 3489-CR Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending below a lil projection from the outside bottom edge of a footing, unless it is similar to the surrounding soil.
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.
GEOTEK
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.
TEST PIT SAFETY PLAN
SIDE VIEW
Test Pit Spoil
pile
50 ft Zone of
Traffic Direction Non-Encroachment
Vehicle Test Pit
Spoil
parked here
pile
10 O ft Zone of
Non-Encroachment 50ft Zone of
Non-Encroachment
PLAN VIEW
Slope Tests
When taking slope tests, the technician should park their vehicle directly above or below the test location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g., 50 feet) away from the slope during testing.
The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location.
Trench Safety
It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Trenches for all utilities should be excavated in accordance with CAL-OSHA and any other applicable safety standards. Safe conditions will be required to enable compaction testing of the trench backfill.
GEOTEK
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.
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.
G
GEOTEK
Appendix 4: Historical Site Conditions
Phase / Environmental Site Assessment or Other Information on Past Site Use Not Available
- 31 -
Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis
Not Applicable
- 32 -
Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation - 33 -
Santa Ana Watershed - BMP Design Volume, BMP Required Entries Legend:
(Rev. 10-2011) Calculated Cells
Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name BLAINE A WOMER CIVIL ENGINEERING Date 1/15/2024 esigned b BAW Case No TTM 38872
ompany Project Number/Nan TENTATIVE TRACT 38872
BMP Identification
BMP NAME / ID INFILTRATION BASIN
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth, D85= 0.70 _inches from the Isohyetal Map in Handbook Appendix E
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP Proposed
Effective DMA Design Design Capture Volume on
DMA DMA Area Post-Project Surface Imperivous Runoff DMA Areas x Storm Volume, VMP Plans (cubic Type/ID (square feet) Type Fraction, le Factor Runoff Factor Depth (in) (cubic feet) feet) D11 317528 Roofs 1 0.89 283235
D12 242373 Concrete or Asphalt 1 0.89 216196.7
D13 92442 Concrete or Asphalt 0.89 82458.3
Ornamental
D14 334802 0.1 0.11 36981.6
Landscaping
987145 Total 618871.6 0.70 36100.8 37636
Notes:
Infiltration Basin - Design Procedure BMP ID Required Entries Legend:
(Rev. 03-2012) Calculated Cells
Company Name: WOMER ENGINEERING Date: 1/15/2024
Designed by: B. WOMER County/City Case No.: TTM 38872
Design Volume
a) Tributary area (BMP subarea) AT = 22.6 acres
b) Enter V eMp determined from Section 2.1 of this Handbook BMP= 36,100 ft Maximum Depth
a) Infiltration rate I= 2.72 in/hr
b) Factor of Safety (See Table 1, Appendix A: "Infiltration Testing" FS = 3 from this BMP Handbook)
c) Calculate Di DI= I (in/hr) x 72 hrs D, = 5.4 ft
12 (in/ft) x FS
d) Enter the depth of freeboard (at least 1 ft) 1 ft
e) Enter depth to historic high ground water (measured from top of basin) 100 ft f) Enter depth to top of bedrock or impermeable layer (measured from top of basin) 200 ft g) Dz is the smaller of:
Depth to groundwater - (10 ft + freeboard) and Dz= 89.0 ft Depth to impermeable layer - (5 ft + freeboard)
h) Duax is the smaller value of D, and Dz but shall not exceed 5 feet DMAX= 5.4 ft Basin Geometry
a) Basin side slopes (no steeper than 4:1) == 4 :1
b) Proposed basin depth (excluding freeboard) 0B = 4 ft c) Minimum bottom surface area of basin (As= V вмр/dB) As = 9025 f d) Proposed Design Surface Area AD= 9554
Forebay
a) Forebay volume (minimum 0.5% VMp) Volume = 181
b) Forebay depth (height of berm/splashwall. 1 foot min.) Depth = 1 ft c) Forebay surface area (minimum) Area 181
d) Full height notch-type weir Width (W) = 6.0 in
Notes: Basin Dimensions: 149' x 133' x 4' Deep.
Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern HCOC Exempt
- 34 -
Untitled Map Legend
El Pollo Loco
Write a description for your map.
Feature 1
St
Feature 2
Feature 3
Cardenas Market Carnation Lo
Feature 4
Mountain Bridge Feature 5
lanade Ave Markets
Park Hill Elementary School
Powerhouse Gym San Jacinto
ter Bros. Markets Santa Ana River
TEMESCAL CREEK
Walmart Fuel Station
owerhe San Jacinto
Mountain Bridge South by Century Comm
= Commonwealth Ave
an Jacinto Carpet & Flooring(
Supercenter
CASA SHENOUDA (Family Childeare Ho
Pollo Loco
A80355
Google Earth
000 ft.
Appendix 8: Source Control
Pollutant Sources/Source Control Checklist
- 35 -
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
How to use this worksheet (also see instructions in Section G of the WQMP Template):
1. Review Column 1 and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies.
2. Review Column 2 and incorporate all of the coresponding applicable BMPs in your WQMP Exhibit.
3. Reia Column and and ing a ll h Complate Depicable perpete control and perational as ine an esp Use the special conditions or situations that reguired omitting BMPs of substituting alternative BMPs for those shown here.
IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE...
Permanent Controls-List in WOMP Operational BMPs-Include in WQMP Table and Narrative Table and Narrative
A. On-site storm drain Locations of inlets. Mark all inlets with the words Maintain and periodically repaint or inlets "Only Rain Down the Storm replace inlet markings.
Drain" or similar. Catch Basin
Provide stormwater pollution
Markers may be available from the
prevention information to new site
Riverside County Flood Control owners, lessees, or operators. and Water Conservation District,
call 951.955.1200 to verify. See applicable operational BMPs in Fact Sheet SC-44, "Drainage System
Maintenance, " in the CASQA
Stormwater Quality Handbooks at
www.cabmphandbooks.com
Include the following in lease
agreements: "Tenant shall not allow
anvone to discharge anything to storm
drains or to store or deposit materials
so as to create a potential discharge to
storm drains."
B. Interior floor drains • State that interior floor drains and 0 Inspect and maintain drains to preven evator shaft sump pumps will lockages and overflow
and elevator shaft sump
pumps umbed to sanitary sen
0 C. Interior parking State that parking garage flo nepic and maintain drain a pereat. garages ains will be plumbed to cl
sanitary sewer.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPS, AS APPLICABLE ON THE PROJECT SITE ...
Potontial Sources of Permanent Controls-Show on Permanent Controls-List in WOMP Operational BMPs-Include in WOMP Runoff Pollutants WOMP Drawings Table and Narrative Table and Narrative D1. Need for future Note building design features that rovide Integrated Pest Manageme:
indoor & structural pest discourage entry of pests. formation to owners, lessees, ar control operators.
D2. Landscape/ • Show locations of native trees or State that final landscape plans will Maintain landscaping using minimum Outdoor Pesticide Use areas of shrubs and ground cover to accomplish all of the following. or no pesticides. be undisturbed and retained. reserve existing native tre Sec applicable operational BMPs in Show self-retaining landscape rubs, and ground cover to t "What you should know areas, if any. maximum extent possible. for.... Landscape and Gardening" at http://rcflood.org/storinwater/Errox!
how storinwater treatment and Design landscaping to minimiz Hyperlink reference not valid. ydrograph modificatior rrigation and runoff, to promot
Provide IPM information to new
management BMPs. (See owners, lessees and operators.
instructions in Chapter 3, Step 5 appropriate, and to minimize the and guidance in Chapter 5) use of fertilizers and pesticides that can contribute to stormwater
pollution.
Where landscaped areas are used to
soil conditions.
Consider using pest-resistant
plants, especially adjacent to
hardscape.
To insure successful establishment,
select plants appropriate to site
soils, slopes, climate, sun, wind,
rain, land use, air movement
ecological consistency, and plan
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE
ON THE PROJECT SITE... ...THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 4
Potential Sources of Permanent Controls--Show on Permanent Controls-List in WOMP Operational BMPs-Include in WOMP Runoff Pollutants WOMP Drawings Table and Narrative Table and Narrative E. Pools, spas, ponds, 0 Show location of water feature and If the Co-Permittee requires pools See applicable operational BMPs in decorative fountains, a sanitary sewer cleanout in an to be plumbed to the sanitary "Guidelines for Maintaining Your and other water accessible area within 10 feet. sewer, place a note on the plans Swimming Pool, Jacuzzi and Garden features. (Exception: Public pools must be and state in the narrative that this Fountain" at plumbed according to County connection will be made according http://rcflood.org/stormwater/ Department of Environmental to local requirements.
Health Guidelines.)
F. Food service For restaurants, grocery stores, and Describe the location and features See the brochure, "The Hood Service otber food service operations, show of the designated cleaning arca. Industry Best Management Practices for:
location (indoors or in a covered Describe the items to be cleaned in Restaurants, Grocery Stores, area outdoors) of a floor sink or Delicatessens and Bakeries" at this facility and how it has been http://rcflood.org/stormwater/ other area for cleaning floor mats, sized to insure that the largest containers, and equipment. items can be accommodated. Provide this brochure to new site On the drawing, show a note that owners, lessees, and operators. this drain will be connected to a
grease interceptor before
discharging to the sanitary sewer.
G. Refuse areas Show where site refuse and State how site refuse will be State how the following will be recycled materials will be handled handled and provide supporting implemented:
and stored for pickup. See local detail to what is shown on plans. Provide adequate number of municipal requirements for sizes State that signs will be posted on or receptacles. Inspect receptacles and other details of refuse areas. near dumpsters with the words "Do regularly; repair or replace leaky If dumpsters or other receptacles not dump hazardous materials receptacles. Keep receptacles covered. are outdoors, show how the here* or similar. Prohibit/prevent dumping of liquid or designated area will be covered, hazardous wastes. Post "no hazardous graded, and paved to prevent run- materials" signs. Inspect and pick up tter dailv and clean up spill
on and show locations of berms to immediately. Keep spill contro prevent runoff from the area.
materials available on-site. See Fact
Any drains from dumpsters, Sheet SC-34, "Waste Handling and compactors, and tallow bin arca
shall be connected to a greast
removal device before discharge tr www.cabmphandbooks.com sanitary sewer
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ... THEN YOUR WOMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE...
Potential Sources of Permanent Controls-Show on Permanent Controls-List in wamp Operational BMPs Include in WOMP Runoff Pollutants WOMP Drawings Table and Narrative Table and Narrative H. Industrial processes. Show process area. 0
No processes to drain to exterior o
to storm drain system." www.cahmphandbooks.com
Sce the brochure "Indusrrial &
Commercial Facilities Best Management
Practices for: Industrial, Commercial
Facilities" at
http://rcflood.org/stormwater/
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE...
4 Potential Sources of Permanent Controls- Show on Permanent Controls-List in WQMP Operational BMPs-Include in WOMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative I. Outdoor storage of • Show any outdoor storage areas, Include a detailed description of ee the Fact Sheets SC-31, "Outdo cquipment or materials. including how materials will be materials to be stored, storage iquid Container Storage" and SC- (See rows J and K for covered. Show how areas will be areas, and structural features to "Outdoor Storage of Raw Materials * source control graded and bermed to prevent run- prevent pollutants from entering in the CASQA Stormwater Qualit measures for vehicle on or run-off from arca. storm drains. Handbooks at cleaning, repair, and www.cabmphandbooks.com
storage of non-hazardous liquids Where appropriate, reference maintenance.) shall be covered by a roof and/os documentation of compliance with drain to the sanitary sewer system, the requirements of Hazardous and be contained by berms, dikes, Materials Programs for:
liners, or vaults. • Hazardous Waste Generation
Storage of hazardous materials and
wastes must be in compliance with • Hazardous Materials Release Response and Inventory
the local hazardous materials
ordinance and a Hazardous California Accidental Releas
Materials Management Plan for the CalARI
site. • Aboveground Storage Tank
• Uniform Fire Code Article 80
Section 103(b) & (c) 1991
• Underground Storage Tank
www.cchealth.org/groups/hazmat
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ...THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE...
Potential Sources of Permanent Controls-Show on Permanent Controls-List in waMP Operational BMPs-Include in WQMP Runoff Pollutants WOMP Drawings Table and Narrative Table and Narrative • J. Vehicle and Show on drawings as appropriate: 0 escribe operational measures descar any mea is not provided, aplement the following
Equipment Cleaning (1) Commercial/industrial facilities having vehicle/equipment cleaning discourage on-site car washing and applicable):
explain how these will be enforced. Washwater from vehicle and needs shall either provide a
covered, bermed area for washing equipment washing operations shall activities or discourage not be discharged to the storm drain vehicle/equipment washing by system. Refer to "Cutdoor Cleaning removing hose bibs and installing Activities and Professional Mobile Service signs prohibiting such uses. Providers" for many of the Potential Sources of Runoff Pollutants categories
below. Brochure can be found at
http://rcflood.org/stormwates/
]Car dealerships and similar ma
provided with an automatic shut- rinse cars with water only off to discourage such use).
(3) Washing areas for cars, vehicles,
and equipment shall be paved,
designed to prevent run-on to or
cunoff from the area, and plumbed
to drain to the sanitary sewer.
(4) Commercial car wash facilities
shall be designed such that no
runoff from the facility is
discharged to the storm drain
system. Wastewater from the
facility shall discharge to the
sanitary sewer, or a wastewater
reclamation system shall be
installed
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE
ON THE PROJECT SITE... ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE Potential Sources of Permanent Controls- Show on Permanent Controls-List in WQMP Operational BMPs-Include in WOMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative K. Vehicle/Equipment Accommodate all vehicle State that no vehicle repair or In the Stormwater Control Plan, note Repair and equipment repair and maintenance maintenance will be done outdoors, that all of the following restrictions Maintenance indoors. Or designate an outdoor or else describe the required apply to use the site:
work area and design the area to features of the outdoor work arca.
No person shall dispose of, nor permit
prevent run-on and runoff of State that there are no floor drains the disposal, directly or indirectly of stormwater. vehicle fluids, hazardous materials, or
or if there are floor drains, note the
Show secondary containent for agency from which an industrial rinsewater from parts cleaning into exterior work areas where motor waste discharge permit will be oil, brake fluid, gasoline, diesel obtained and that the design meets No vehicle fluid removal shall be fuel, radiator fluid, acid-containing performed outside a building, not on batteries or other hazardous State that there are no tanks, asphalt or ground surfaces, whether materials or hazardous wastes are containers or sinks to be used for inside or outside a building, except in used or stored. Drains shall not be such a manner as to ensure that any parts cleaning or rinsing or, if there
installed within the secondary are, note the agency from which an containment areas. industrial waste discharge permit secondary containment. Leaking Add a note on the plans that states will be obtained and that the vehicle fluids shall be contained or either (1) there are no floor drains, design meets that agency's drained from the vehicle immediately. or (2) floor drains are connected to No person shall leave unattended drip wastewater pretreatment systems
prios to discharge to the sanitary containing vehicle fluid, unless such sewer and an industrial waste containers are in use or in an area of discharge permit will be obtained. secondary containment.
Refer to "Automotive Maintenance & Car
Care Best Management Practices for Auto
Body Shops, Auto Repair Shops, Car
Dealerships, Gas Stations and Fleet
Service Operations". Brochure can be
found at hutp://reflood.org/stormwater/
Refer to Outdoor Cleaning Activities and
Professional Mobile Service Providers for
many of the Potential Sources of
Runoff Pollutants categories below.
Brochure can be found at
http://refloocl.org/stormxarer/
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE...
Potential Sources of Permanent Controls-Show on Permanent Controls-List In WOMP Operational BMPs-include in WaMP Runoff Pollutants WAMP Drawings Table and Narrative Table and Narrative L. Fuel Dispensing The feelingy wact baldy sweep
Areas
smooth impervious surface) that
are: a) graded at the minimum
slope necessary to prevent ponding;
and b) separated from the rest of
the site by a grade break that
prevents run-on of stormwater to
he maximum extent practicable
ueling areas shall be covered by
nopy that extends a minimum.
ten feet in each direction from each
pump. [Alternative: The fueling
area must be covered and the
ispensing area!] The canopy lo
over] shall not drain onto thi
fueling area.
"The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ...THEN YOUR WOMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE...
Potential sources of Permanent Controls- Show on Permanent Controls-List in waMP Operational BMPs-Include in WOMP Runoff Pollutants WOMP Drawings Table and Narrative Table and Narrative M. Loading Docks how a preliminary design for th • Monts aded and posted rema www.cabmphandbooks.com
the sanitary sewer.
of operation.
the end of the trailer.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ... THEN YOUR WOMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE...
Potential Sources of Permanent Controls-Show on Permanent Controls- List in WQMI Operational BMPs-Include in WOMP Runoff Pollutants WOMP Drawings Table and Narrativ Table and Narrative N. Fire Sprinkler Test • Pider meat date sanitary Be the nail Get she Schance Water
i the CASOA Stormwater Quali
sewer.
Handbooks at
www.cabmphandbooks.com
. Miscellaneous Drai Briet dain conceal to directly
r Wash Water or Othe
Sources shange vet yem and may not
Boiler drain lines
system.
Condensate drain lines
Rooftop equipment
Drainage sumps
Roofing, gutters, and
trim.
Other sources Rooftop equipment with potential
• produce pollutants shall b
roofed and/or have secondas
containment.
ny drainage sumps on-site sha
eature a sediment sump to reduc
he quantity of sediment i
umped water
Avoid roofing, gutters, and trim
made of copper or other
unprotected metals that may leach
into runoff.
Include controls for other sources
as specified by local reviewer.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ...THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPS, AS APPLICABLE ON THE PROJECT SITE...
Potential Sources of Permanent Controls-Show on Permanent Controls-List in WOMP Operational BMPs-Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative p. Plazas, sidewalks
nd parking lot
Appendix 9: O&M
Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms To be included in the F-WQMP
- 36 -
Appendix 10: Educational Materials
BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information To be included in the F-WQMP
- 37 -